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2832 Gipper Cir 18-262 (A) NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 DATE: January 25, 2018 ,Z) 0��r BUILDING APPLICATION 4: 18-10000062 BUILDING PERMIT NUMBER: 18-10000062 UNIT ADDRESS: Gipper Cir 2832 22-20-30-520-0000-0240 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: David Weekley Homes ADDRESS: 1111 N. PQNt Oak Road HOUS'T'ON TX 77055 LAND USE: Reagan Point TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2832 Gipper Circle Reagan Point Lot 24 SFR detached -----------------------------------------------------------------------------....-- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE -------------------------------------------------------------------------------- ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit .00 FIRE RESCUE N/A .00 LIBRARY CO -WIDE ORD Sin& Family Hou2inq 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS .00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT T IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUN'T'Y ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCI;'ED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CER`T'IFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST S'T'REET, SANFORD FL, 32771; 407-665-7356. .PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE Revision,] City of Sanford Response to Comments ❑ Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 P e rn-t i t ff C1 -2— Project Address: AP U Email: building@sanfordfl.gov Subintttal Date 3Z CSPPc2. C--`�2c-(j� , Contact: -Ve Cu) P11: 1 �rnFax:PON •, Trades encompassed in revision: General t sipt ol! r`. `Sion: Building ❑ PlUmbiLily vPA(,� ,t11_ tPPUSCI-F ❑ Electrical a u\ r ❑ N/techanical ❑ Life Safety ❑ Waste Water Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention ❑ Buitdin- ROUTING iNFOIZtiWHON Approvals GENERAL NOTES FOUNDATIONS O SOIL UNDER SLABS AND UNDER F 0 FOOTINGS TO BE COMPACTED EAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF REQUIREMENTS CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 40 MIN. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10, MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY GRADED "No.1/No.2" BY NLGA, OR BETTER. 3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED" SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER. 4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS. 5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING) SHALL BE SPF#2 OR BETTER U.N.O.. 6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWPA U1 STANDARD. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS). 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER) 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 lb/in' U.N.O. E = 2,000,000 Ib/in' U.N.O. E = 1,500,000 lb/in' U.N.O. Fb = 2650 Fb = 3000 Fb = 2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc j = 450 Fc j = 900 Fc j = 450 Fv = 285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED T MANUFACTURERS, FRAMING PLANS /DETAILS ALONG W/ CONNECTOR & COMPONENT SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF ASTM F1667 PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN, 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-133). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. FIELD REPAIR NOTES 1. OMITTED REBAR DRILL A 3/4" O HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1 GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT, PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN, -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. Q STR UCTURALSTEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. 2. STRUCT. CONNECTIONS: ALL STRUCT, BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6" UNO, 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. ' ' �/`/ �/ `/ `./ `.rte `� � ✓ � !-! �' �s �,s � �s �.� ��s- �v �s � dr �r � � �,� COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 139 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 TS -1 WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) VALUE DENOTES SUCTION AREA 4U 5O INTERIOR DETIALS (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 FRONT & REAR ELEVATIONS (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 PLOT PLAN (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 QO (+) 18.0 (+) 18.0 100 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16'-0" x 7'4" S5 (+) 18.4 (+)17.7 NOTES & CONNECTOR LEGEND (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM Q)5 S D2 ENE RAL DETAILS RECORD COPY Pa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'4" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS REGION. GLAZED OPENING PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE - RESIDENTIAL, CURRENT EDITION. David We'Aaft, ki Hom S REAGAN POINTE - LOT 24 MODEL 7413 ELEVATION W., 2832 GIPPER CIRCLE SANFORD, FL. 32773 INDEX OF DRAWINGS SHEET SHEET TITLE S1 STRUCTURAL NOTES & COVER PHS UPDATES FS -1 FIRST FLOOR FOUNDATION FORMS PLAN TS -1 TIE BEAM PLAN PLN -1 FIRST FLOOR PLAN PLN -2 SECOND FLOOR PLAN ELE-1 FIRST FLOOR UTILITY PLAN ELE-2 SECOND FLOOR UTILITY PLAN INT -1 INTERIOR DETIALS NT -2 STAIR SECTION INT -3 CLOSED STAIR SECTION ELVA FRONT & REAR ELEVATIONS ELV-2 SIDE ELEVATIONS RFP -1 ROOF PLAN PLT PLOT PLAN it W 0 W W¢ 0� to 0 �z QO S2 FOUNDATION PLAN S2.1 OWEL PLACEMENT PLAN S3 OUNDATION DETAILS S4 LINTEL PLAN S5 FIRST FLOOR FRAMING PLAN S5.1 NOTES & CONNECTOR LEGEND S5.2 ROOF FRAMING PLAN SD1 GENERAL DETAILS S D2 ENE RAL DETAILS RECORD COPY SD3 ENERAL DETAILS SD4 TWO STORY DETAILS SD5 TWO STORY DETAILS ST1 ENERAL STAIR DETAILS MASTER UPDATES NUMBER DATE DESCRIPTION INTIALS 1 9/6/2017 CREATED ELEV. A & B W/ OPTIONS FRENCH DOORS @ FAMILY & SUPER FAMILY ROOM DP 2 10/3/2017 UPDATED PORCHES TO BEAMS ILO LINTELS JW 3 4 12/15/2017 2/28/2018 UPDATED EVANS SQUARE TO STEM WALL AND ADDED REAGAN POINTE VERSION (ACCO -SPAN) PLANS HAVE BEEN UPDATED TO MEET F.B.0 6TH EDITION (2017) RESIDENTIAL JW DJ 'z 0 >o Oa U 0 z ri W F- a. Q T U w O CO z O Ln O a- d w Ir I- U co 1 O z O U O J W z T_ W U z Q 0 O U U Q z w W W O a c� z Q O J 0 z w z I- 0 z X F -- O Q W z c� W Q w f L Cal U 0OR s� Z, Vl� �fJ PA #1 x-252 ESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited.' W CO r dam. 0 r 00 r 0 0 r 0 0 ® o � O W � Lb � z W ry it W 0 W W¢ 0� to 0 �z QO a �® w z❑w0a0 °ao,❑ [L' � 0°`E0 �O (, ' Ll N z `L ( U) W IL-,a�I--w¢ -.¢ F,(9 C)U)wO��oW O®�=® ❑- jF-Wv❑00F-- LU IW Wry � ®¢ w 0 1� ❑❑oo® 0W w¢❑a w _j LLI LL W N c1 1 d r � a �®��.�®�y19i9s7lpppSAs� 00 $1��°o° 0'00 W /� o 00 rn a? v O C� UGa _ O� W< F¢- .� a ) w Q 10 zO 5� ¢ P d 1P W %a o- o W z Pq O U ..<�o . a U vyv zcr-10 W (D W�� O J- 06 W 0,5cor- E ~ VQ Z ^ z OooM 006 F- mLL N O --I< 4 O >- p J rQo0Q� O LL w g a O c� t= W W Q am I- o W _ z M 1`• � (V� W c Lj LL W EL cn_jNr® nM Z 11 - ® W F- _j Z U e W �, I L ZCL woWrr,0 cr_<C0Wo0 Iz®CN STRUCTURAL ENG: RMG DRAFTING: -STRUCT: JW/ DJ/MB QC CHECK: CC JOB No. DWH-2172081 SCALE: AS INDICATED DATE: 12/22/17 S1 ARCHIVE PLAN REVISIONS # BY DATE DESCRIPTION 1. JS 03-09-17 ENLARGE A/C CLOSET BY 16" TOWARD THE TOP OF THE STAIRS 2. AO 2/23/18 UPDATE FLORIDA CORE PLAN NOTES PER NEW BUILDING CODE. SEE SH PLN -1 3. AO 4/3/18 -MOVE DOOR AT STORAGE UNDER STAIRS TO THE OPPOSITE SIDE (INSIDE GARAGE) - MOVE GARAGE ACESS DOOR TO THE FRONT ENTRY -ADD 8' DOORS AT FIRST FLOOR -MOVE WH TO THE OPPOSITE CORNER AT GARAGE. -ADD GLASS DOOR TO SHOWER AT OWNER'S BATH. ADD SHOWERHEAD 4. AO 4/10/18 -MOVE DOOR AT STORAGE UNDER STAIRS TO THE OPPOSITE THE PANTRY ON THE BACK SIDE OF STAIRS a����� N N O SC x c® pcpoo -x p+�-c;, p O (n U ni cd ■ HCR (s) DESCRIPTION 1.) LIST 2.) LIST 3.) LIST E c� L N E ro 1 ASR R # BY DATE DESCRIPTION 1. AO 12/19/17 DELETE FR DR AT FAM ROOM DELETE STAIR RAIL ADD SUPER FAMILY ROOM 2. AO 2/23/18 UPDATE FLORIDA CORE PLAN NOTES PER NEW BUILDING CODE. SEE SH PLN -1 3. AO 4/3/18 -MOVE DOOR AT STORAGE UNDER STAIRS TO THE OPPOSITE SIDE (INSIDE GARAGE) - MOVE GARAGE ACESS DOOR TO THE FRONT ENTRY -ADD 8' DOORS AT FIRST FLOOR -MOVE WH TO THE OPPOSITE CORNER AT GARAGE. -ADD GLASS DOOR TO SHOWER AT OWNER'S BATH. ADD SHOWERHEAD 4. AO 4/10/18 -MOVE DOOR AT STORAGE UNDER STAIRS TO THE OPPOSITE THE PANTRY ON THE BACK SIDE OF STAIRS a����� N N O SC x c® pcpoo -x p+�-c;, p O (n U ni cd ■ HCR (s) DESCRIPTION 1.) LIST 2.) LIST 3.) LIST SOUTH 7413-B PHS CORALBELL ORLANDO a� p ti L LD a. i E ='O 2 O p O U O _ -0 '(n ,, O 2N�� E a����� N N O SC x c® pcpoo -x p+�-c;, p O (n U ni cd ■ N L E c� L N E ro 1 SOUTH 7413-B PHS CORALBELL ORLANDO ■ SOUTH 7413-B PHS CORALBELL ORLANDO F- WTA FIRST FLOOR , u =CL �°'c°>L �,v h�ro�cNCN CeD V-4 0 z c� uj .� CL a . c- � � a TOO O O m �1 W �TMM ° 1 yJ°,ry+�iV'gm°0000,�'��,�o�°m°® G���rm"0� . ■ 9AlOBaIB71\1@® �,� i N ® r r �Rrar c � o L L- 04 gw (1)Q)C, E -0 E (L v O s ® 0 U O >1 w EC .2 N = U CO ®0 ORLANDO z 7 -a�3 0 4 O E �- N 0 a� Dov c00oY 'd 'o = O v 0 N O U w L •3 04- (n , u =CL �°'c°>L �,v h�ro�cNCN CeD V-4 0 z c� uj .� CL a . c- � � a TOO O O m �1 W �TMM ° 1 yJ°,ry+�iV'gm°0000,�'��,�o�°m°® G���rm"0� . ■ 9AlOBaIB71\1@® �,� i N ® r r �Rrar SOUTHlk 413mul FS=l CORALBELL ORLANDO FLORIDA Core Plan Notes * ALL BEDROOM WINDOWS TO MEET EGRESS 'EQUAL SASH WINDOWS PER COMMUNITY SPECS. * KITCHEN APPLIANCES PER COMMUNITY SPECS. STAIR TRIM PER COMMUNITY SPECS. SEE INT DETAIL * EXTERIOR STEPS: MIN, 36" WIDE, 10" DEEP & MAX 7 3/4" HIGH * MAX 11/2" HIGH THRESHOLD AT EXTERIOR DOORS 1/3/18 * MIN. 20 MINUTE FIRE RATED, 13/8" SOLID WOOD, OR 13/8" SOLID OR HONEYCOMB CORE STEEL DOOR BETWEEN GARAGE & LIVING SPACE. * 5/8" TYPE X (FIRE RATED) GYPSUM BOARD AT GARAGE CEILING WHEN HABITABLE ROOMS ARE ABOVE. * 1/2" GYPSUM BOARD AT ALL GARAGE WALLS/CEILINGS SEPARATING GARAGE FROM RESIDENCE OR ATTIC. * R312.2.1 WINDOW SILLS. IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 72 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED, OPERABLE SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 -IN - DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF FINISHED FLOOR * R609.7.1 ANCHORING REQUIREMENTS. WINDOW AND GLASS DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURE'S RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEMS USED FOR SUBSTRATES NOT SPECIFIED BY THE FENESTRATION MANUFACTURER SHALL PROVIDE EQUAL OR GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE. * TUB/SHOWER WALL HT, VARIES PER TUB MAN. TUB/WALL HTS 20" OR 23" PER TUB SPECS. VERIFY IN FIELD * HVAC PLATFORMS VARY PER COMMUNITY. PLATFORM HT PER SPECS, VERIFY IN FIELD NOTE: ALL BEDROOM WINDOWS TO MEET EMERGENCY EGRESS CODE qn, w FIRST FLOOR W U) w r� W V z -j0 W U W �® Z w Z Q D ®� z , r- — SO1 UTH c O O L Q L L B Q. m O E , i3 E a :3 c U O z 0 0 U .,J O to E t-strNEm o FRONT PORCH 88 ° � I� 7+ s N C O O O O a=- -0 . , O U _ cv O N O in(n a) 0 R3 V 0, C .0 Z a. L M ' U 0.0CL W �+ L E l" in LA m fp to , r- — PLAN SQFT. SO1 UTH uu LIVING CD �11 V jam, 14 413 B 2ND FLOOR 1220 m IPIAO Lirm mpm'm'LN=l SLAB TOTAL SLAB 1285 GARAGE 395 CORALDELL FRONT PORCH 88 I� ORLANDO z 0 Z a. g< -- 0 V LJL V00 Q cf) Q �r 0*4 cL n. Q9 tf� c� , PLAN SQFT. SO1 UTH TOTAL LIVING 2022 LIVING 1ST FLOOR 802 14 413 B 2ND FLOOR 1220 m mpm'm'LN=l SLAB TOTAL SLAB 1285 GARAGE 395 CORALDELL FRONT PORCH 88 ORLANDO (2) # 210 XHHW ALUMINUM CONDUCTORS _-71 (1) # XHHW ALUMINUM NEUTRAL (1) # 4 XHHW ALUMINUM EQUIP.GRD U O POWER COMPANY NEMA 3R AMP PEDESTAL 1201240 VOLT 30 CIRCUITS MLO oCOMBO DISCONECT x AND SERVICE BY METER CAN OTHERS AMP CHIMES NTS (2) # 210 XHHW GRND. OPTION 1: #4 BARE ALUMINUM WIRES CU TO GROUND 8FT. (1) # XHHW GROUNDING RODS ALUMINUM WIRE 8 FT. APART — ELECTRICAL RISER 1/22 NTS Q NOTE: ELEC. D ELECTRICAL MATERIALS AND INSTALLATIONS GRND. OPTION 2: FOOTER SHALL COMPLY W/ APPLICABLE PROVISIONS OF STEEL GROUND THE NATIONAL ELEC. CODE, LOCAL CODES, AND (REQUIRED) THE LOCAL POWER CO. FLORIDA General Electrical Notes * HOME SHALL HAVE AN APPROVED, OPERATIONAL CARBON MONOXIDE ALARM INSTALLED WITHIN 10 FEET OF EACH ROOM USED FOR SLEEPING PURPOSES. 06/13116 * PROVIDE AND INSTALL LOCALLY CERTIFIED SMOKE DETECTORS AS REQUIRED BY NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) AND MEETING THE REQUIREMENTS OF ALL GOVERNING CODES. * PROVIDE AND INSTALL GROUND FAULT CIRCUIT INTERUPTERS (GFI) AS REQUIRED BY NATIONAL ELECTRIC CODE (NEC) AND MEETING THE REQUIREMENTS OF ALL GOVERNING CODES. * ALL CIRCUITS, NOT GFCI PROTECTED OR FOR DEDICATED APPLIANCES, SHALL BE ARC -FAULT PROTECTED AND ALL RECEPTACLES, NOT FOR DEDICATED APPLIANCES, SHALL BE TAMPER RESISTANT TYPE. * UNLESS OTHERWISE INDICATED, INSTALL SWITCHES & RECEPTICLES AT THE FOLLOWING HEIGHTS ABOVE FINISED FLOOR: SWITCHES ....... 42" OUTLETS .......14" OUTLETS wl MOULDING .... 9" A.F.F. TELEPHONE.... 14" TELEVISION ..... 14" WALL MOUNT TELEVSION.... HTS VARY (VERIFY @ SELECTION PROCESS) TELEPHONE/CABLE/OUTLETS @ COMMAND CENTER .... 54" TYP. (VERIFY @ SELECTION PROCESS) * ALL CLG. FIXTURES VARY PER COMMUNITY (SEE ELEC. SHEETS) * PHONE, CABLE & TV PER COMM. SPECS. VERIFY LOCATIONS @ SELECTION PROCESS * HOME SECURITY LOCATION @ UTILITY ROOM. VERIFY LOCATION IN FIELD "AS REQUIRED SEE COMMUNITY FEATURES" ® _-71 110V OUTLET STANDARD SWITCH (3 OR 4 WAY AS NOTED) U O DOOR BELL L +�+ 0-0 12" A.F.F. (U.N.O.) -p N f3 I EA -0 E W GFI GROUND FAULT INTERRUPTOR PROOF AS NOTED) }� Y SURFACE MOUNTED LIGHT CHIMES DOOR BELL CHIMES f- i a O E N ® (WEATHER o',�a�3 ( o W 1/22 HALF HOT OUTLETWALL Q MOUNTED LIGHT ELEC. D PANELBOARD W/ CIRCUIT BREAKERS o ~ ® .o U +d U U (n lµ Wu 220V OUTLET ® RECESS CAN LIGHT HB t HOSE BIB (36" A.F.F. @ UTILITY) (EYEBALL AS NOTED) VT GAS J V PHONE LINE ® EXHAUST VENT GAS TAP TV 1 SD SMOKE DETECTOR CW HW I� CABLE TELEVISION 0 (CARBON MONOXIDE AS NOTED) t f COLD/HOT WATER SUPPLY ma 2nl _ nil wren �. -- CUACH LI. LT.PREWIRE @ 1 r PREWIRE @ 8" ABV.HDR.PER 8" ABV.HDR.PER COMM.SPEC. COMM.SPEC. FIRST FLOOR • _-71 U O lipolpl L +�+ 0-0 -p N f3 EA -0 E c� p s a� o 0 �I U O N OU N U .0 in U f- i a O E N ® O o',�a�3 ( o 30N � U C — C O O O Y = O Z3 O ID N 0 m O o ~ ® .o U +d U U (n E a� �- a� a c� 41 c� • lipolpl 4 30'-0" (2 -STORY FTG) FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. 2, PROVIDE 3-1/2" 2500PS1 CONC. SLAB W/ 6x6xW1.4xW1A WELDED WIRE FABRIC PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWF, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 25". 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8, FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD FOOTING STEP DOWN AND CORNER INFORMATION. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A MIN OF 18", CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF STEMWALL. 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE ---STOP --- CONTACT E.O.R. PRIOR TO CONSTRUCTION 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT REQUIREMENTS ARE MET. FOOTING SCHEDULE 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. U�'' VO V M TX'-FARALLEE-TO z 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24' SIDE ct?i 3" O.C. & MIN 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. 06 LU EfUj F- O V) d U r_a> 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. (� Q0 U> z O O g M O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. W0aQ 8 a(OOQ' �a BARS & 3" MIN. COVER TO EDGE OF CONC. 0?�2LU v 0 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. W LL 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. U) O 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. m N BARS & 3" MIN. COVER TO EDGE OF CONC. > tyi 32"02"x12" dp w/ #5's EQUALLY SPACED EA. 2,6 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. C/) 0 36"06"x12" dp wl #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. ® BARS & 3" MIN. COVER TO EDGE OF CONC. YJ 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. F - W (L' 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. Z W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. O'®< BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. 4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. QC CHECK: CC BARS & 3' MIN. COVER TO EDGE OF CONC. SCALE: AS INDICATED DATE: 12/22/17 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w/#5's EQUALLY SPACED EA. 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 60"x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. SYMBOLS LEGEND * INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO TIE BEAM ( 8'-0" MAX U.N.O.) * INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG. TO TIE BEAM. INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. #5 CONT. FT.G TO TIE BEAM. FOUNDATION PLAN_ COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. 1— z W ❑ U) W 0 N W W U f- Q W O z O Q U O J W T- F -- T F- T W U Z Q ❑ O U U Q Z W U) O W (9 z Q O J ❑ z I W T F- ❑ Z H Vj T O F- ❑ W z 0 W W ❑ C0 W 00 00 00 Q o C) Q d 6 w0 LU❑ LU 2 LL. to 0 Cn La � O W U a1 F- 0 U- Q z rY �O wry Co O Z®=QM w 00 a.=00~� �(,7 U u°0z0LL. ca�. C4� O C4 ow ©Z U)w0 Lj �❑ oo !- W � LU a w a Qc�® O 1 ❑ p ® ® O JLU U) W a ❑ a w LLI LL WOaaZoix yL't~!10 W< N a VL�.�,I��II�, r � �,�®y�,6t119➢tl97�9��, W m 60 O 0 0 ,�� Z W lei 9��c2 O Ua U L �l�w o W fcx) ` Y e J a� po Q •�� U� Z _6 U�'' VO V z a Ca z Z O 0 06 LU EfUj F- O V) d U r_a> ® (� Q0 U> z O O g M q m O I J c W z W0aQ 8 a(OOQ' �a 0?�2LU v 0 O ¢L-wQ° � W LL W fa pyo U) O M h - m N > tyi W ---� W C/) 0 M f^ Z 11 ® YJ W () r - r Q F - W (L' Z W WC) � J O'®< STRUCTURAL ENG: RMG DRAFTING: _-- STRUCT: JW/ DJ/MB QC CHECK: CC JOB No. DWH-2172081 SCALE: AS INDICATED DATE: 12/22/17 SYMBOLS LEGEND z ® INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO O TIE BEAM ( 8'-0" MAX U.N.O.) L- INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG. Q TO TIE BEAM. w INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. r j INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. 1-- VJ #5 CONT. FT.G TO TIE BEAM. w (1) # 5 @ TOP, BOTTOM 0 & @ 24" O.C. U VERTICALLY BETWEEN z COLUMN & MAIN imm J HOUSE CMU w m Q Q L f-0 u w O MMzZwFILLED OZ CELL Q w a PLAN VIEW z (1) # 5 @ TOP, BOTTOM & @ 24" O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU SECTION VIEW D1 MASONRY COLUMN TIE IN DOWE 1- Z4 W a U a 07 ❑ Q U) LL O z O Q U O J W T 1- T i- w U z D a 0 U U Q Z_ W U) 0 n. O z 0 0 J 0 z LU T I-- 0 z Q U) 2 I— O 1- 0 w z c� U) LU U) W a U a 1 J Q z PLACEMENT PLAN 0) W 1/4"=1'-0" �2 ULT G & DESIGN OF WMR & ASSOCIATES LCC ' t ' tl k; k4 d z (1) CONT. # 5 FROM O TIE BEAM TO FOOTING L- °° Q w ca r Q 1-- VJ MASONRY WALL w REINFORCING PER 0 PLAN (TYP). U C� z 0 J w m Q= U Q L f-0 u w O L¢ OZ O O0 J LL w o ,W, z W NZ®Li�I- N O IL z -�- d � F- w --�Z�T r C7 Q z O U) 1^ r-❑o0F- W � O vL7p'Hu.OV a 0. 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Any use, duplication, or transfer of these documents without the expressed, written consent 01 MON I CONS IN Is s ric y pro I I e . 1 LJ °° °° °° O ca r Q M C7 tJ f O L w � O Q= U L f-0 u w O L¢ OZ 0 LU 0 <w W O0 � 0 o ,W, W NZ®Li�I- N 07 W IL z -�- d � F- w --�Z�T r C7 Q NWI-�,�-W w- 1^ r-❑o0F- W � W vL7p'Hu.OV ¢(�� W H U `Z O W¢®�o1 W UJF-LLL (7 ¢ im � Ce tq 0 W r N Ch ✓✓ r' %%%J11969Upyy�®�ae � a 00 111 W p �ppp �d el°D� J ZtX7 ry _ IL a f_ „=04t �z� AL1 �F�i 000� � 0 LL �)Q 010011%0 U p F^I �J �uIYyS� �6Jfq •� U Uj :4 Jy¢�GO �J �Z � m rW 4J U M U)LU J1 D w O ~ E z v � L�1 Q Z < z U 9 o m 0 J C IJ W v�o oro g !:nn Q00 r-) vJ I--OCw U Z <<LU 0 E 4Qwxor i'- ® Q r 61 L� F0 Q w Lo LU ® LL 0 _ Z U) O M co CN LL w U, N® � LL S MI— -Z es 0 <t w w W J ® h- U Z_ o LU ��.Z0_ w 1 w w® Ory< ® N ® W M 00 0-0 � w CN STRUCTURAL ENG: RMG DRAFTING: -STRUCT: JW/ DJ/MB QC CHECK: CC JOB No. DWH-2172081 SCALE: AS INDICATED DATE: 12/22/17 S2,1 1 /4 (11 \J1 (I1 (/1 (I1 1 e a COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent 01 MON I CONS IN Is s ric y pro I I e . 1 I WALL LEGEND 9'-4" T.O.M. =INTERIOR/EXTERIOR BEARING WALLS VERIFY HGT. W/ ARCHITECTURAL PLAN U.N.O. OR LINTEL W 00 00 00 -STRUC"r: NN U U ° Q U.R r DWH-217208 -—....... 1 r Q �Yoi hNf`hJ'1`yl) C) SCALE: LL F' Z Q � O W u r) w (DLL O cq Z - 0 LL Q O `�o�i`"® F- Q�cn {-= Z0(��n' OAU Uj 10Q00 [� ooh 04 U Zy�(0(nXQ r � a voiwONCL- Qz I,- r®aq® LU - * W 0 LU v (D O q wQ�aco-j JOcn �C9Q��ocL NLL WN N a 1L , ����®ereaa���araaadao ui °' 0 oo ego Q 000LU oco o o " LL, o>�' 00< e (Z)w.w Q Z O i' �Q Q� =f LL Q __ aoaaHBM W -STRUC"r: NN U U ° Q U.R JOB No. DWH-217208 -—....... 1 1 �Yoi hNf`hJ'1`yl) O SCALE: LL F' Z DATE: 12/22/17 O pa 9 t ,O z ° �M ®< Z L W 00— (Il 11 � U (fJ W U r LIQ L w F-- Z06 W 05fnr o Qz�crvw o� ❑ z z v2e�> ' LL o llJ F- U) ��°>: 8 8 O _ I— LIL D Qoo� ❑F-�: �Ew LL. Z Z� Z Q¢WYO J WZ' � LU S W F— LL w = Z O = C!1 O S LU U Z D11-1 (y) O N Q Z W LL O UJI U, IL ZE j �° 0 Z W u1i LL � � 11 O ® ® � J Q � -i 0 T -j V z U o �eM -5H W � (CL 1 T V Z A.. LLJpLjjU� LU Q W ❑ STRUCTURAL ENG: ----- RMG u) DRAFTING: W -STRUC"r: JW/ DJ/MB U QC CHECK: cc JOB No. DWH-217208 -—....... 1 1 SCALE: AS INDICATED F' Z DATE: 12/22/17 FIRST FLOOR FRAMING (PLAN NOTE. SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND 1.4„-1 s S5 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. e