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HomeMy WebLinkAbout2613 Flicker Cv 17-1716 (a) HVACCOUNTY OF SEMINOLE IMPACT FEE STATEMENT�> STATEMENT NUMBER 17100004DATE: Jury 1.3, 2017 BUILDING APPLICATION 4: 17-1.0000437 BUILDING PERMIT NUMBER: 17-10000437 UNIT ADDRESS: FLICKER CV 2613 17-20-31-501-0000-0010 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE HOMES . ADDRESS: 5200 VINELAND RD SUITE 100 ORLANDO FL 32811 LAND USE: SFR. MODEL W/TEMP PTD TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL, NOTES: 2613 FLICKER CV / SFR MODEL HOME WYNDHAM PRESERVE ------------------------------------------------------_.---------------_-----_----_-...- 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 LIBRARY CO -WIDE ORD .00 Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE CARD PARKS SSingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 .00 AMOUNT DUE 5,759.00 RECEIVEDTBY: �� 1 rl��Cc SIGNATURE: (PLEASE PRINT NAME DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE,V- DISTRIBUTION: 1 -BLDG DEPT 3-APPLICANT-A-�-�- i 2 -FINANCE 4 -LAND MANAGEMENT **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY 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 EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE 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 PLAN IMPLEMENTATION OFFICE: 1.101 EAST FIRST STREET, 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 OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE, PREVENTION PERMIT APPLICATION Application No: , b, /3 Documented Construction Value: $ lD-I'l Jot, Address: � � �� (� jV e. Historic District; Yes ❑ No ❑ Parcel II): Residential N Commerciat ❑ 'I'ype of Work; New N Addition ❑ Alte1 atiou ❑ Repair ❑ Demo ❑ Change of Usc ❑ Move ❑ Description of York: \Y"\SAG& •y �b�` `Ey�� V� t �� � �� Vr?.tt ���� icct•l.S j PIaIa IZeti'IeN' Contact Pe1'SOI1: _ ��,��1/1(� (,�-•- 'j ltle: 'i�Ci� ��� '1 Phone: qO-) '2,1-1 Z- ! 1-A Fax: Email: Ckc � Property Owner Information Name Street: i?l Y ��3 `�4��i c� J4(� �'� 7,(, Q:j Resideut of property?: F City, State Zip: Contractor Information Native 01\L. �jkt" ,Q �QVV',!nv A ��,Q :kyV-Ic' Phoi►c: � Ute► q15 `2-Kp'Z— Street: �i `%� `�G����SC G�r� Fax: Cite, State Zip: W \V-k'� 1` k t `U State Liceusc No.: c % �) 2A" Name Street: City, St, Zip: Bondhig Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT 1IMAY RESULT IN YOUR I'AYING 'TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT NVITII YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OI" COHNIENCEtMIENT. Application is hereby made to ob.tlill it permit to do the work hind iustallatious its indictited; I certify that uo work or installation leas Wninicttc,ed prior to the issuance of at permit tuxl that ali work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured fol' electrical work, plumbing, signs, wells, pools, furnaces, boilers, halters, taiuks, and air conditioners, etc. FttC 105.3 shall be htscribed with the dMe of application stud file Coate is effect as of that date: Sat' E,ditiou (2014) Florida Building Code Revised: June 30,2015 I'cnnit Application GENERAL.NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. ENGINEERED LUMBER 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: LIVING SPACE IS ABOVE THE GARAGE. AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc ll= 3000 Fc ll= 2100 Fc1=450 Fc1=900 Fc1=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 CAST IN PLACE CONCRETE 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF OTHERWISE SPECIFIED, 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, LIVING SPACE IS ABOVE THE GARAGE. AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. ENCLOSURE CLASSIFICATION ENCLOSED 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO 10/3/2017 ASTM A-615 GRADE 60. EFFECTIVE 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 UNDER STAIR PROTECTION THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND (12.7MM) GYPSUM BOARD. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24 LAP EXCLUDING BEND METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AT EACH END SHALL BE PROVIDED. AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A CENTER TO UPPER 1/3 OF THE SLAB. MINIMUM G50 ZINC COATING BOLTS AND THREADED RODS 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF PRESERVATIVE WOOD TREATER. HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. OF PRESSURE TREATED WOOD. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE PREFABRICATED WOOD TRUSSES OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT MASONRY WALL CONSTRUCTION CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. PSI (fm = 1900 PSI) THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". AND STRUCTURAL PLANS FOR MORE INFO. 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE TRUSS ENGINEER OF RECORD PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK LATEST EDITION OF ANSI TPI 1. WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS FOOTING &LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR MANUFACTURER UNLESS NOTED ON PLANS POSITIONERS IN MIDDLE OF WALL 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF 7. REINFORCING STEEL SHALL BE LAPPED MIN. 40" U.N.Q. TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND TRUSS DESIGN LOADS: 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED TOP CHORD: Lr = 16 PSF ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. DL = 7 PSF (SHINGLE TYPE ROOF COVER) 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL DL = 14 PSF (TRUSS OVERBUILD) LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO BOTTOM CHORD: DL = 5 PSF CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. MINIMUM FLOOR DESIGN LIVE LOADS: 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR C) DECKS = 40 PSF D) STAIRS = 40 PSF 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. CONCENTRATED LOADS FOR (7) DAYS. PER. CODE ACI 318, LATEST EDITION. MINIMUM FLOOR DESIGN DEAD LOADS: 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ A) FLOORS = 15 PSF B)BALCONIES = 15 PSF EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE GENERAL LOADING: CONSOLIDATION. ATTIC WITHOUT STORAGE = 10 PSF WOOD CONSTRUCTION ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF 1, WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN GUARDRAILS IN -FILL COMPONENTS = 50 PSF SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 12d TOENAILS EACH END. 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST DESIGNED AND DETAILED BY OTHERS. ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O. HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT SIMPSON HSS2 STUD SHOES, TYP U.N.O. TABLE WITHIN BCSI-B3). 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) NOT. DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING MASONRY IS TO BE PRESSURE TREATED. POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL 9, UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS 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 DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE 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 BLOCKAFFECTED 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. STRUCTURAL STEEL 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 BEAT "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. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 10/3/2017 WIND PRESSURE & SUCTION EFFECTIVE F_ (PSF) WIND O (+) VALUE DENOTES PRESSURE AREA (SQ FT) (- VALUE DENOTES SUCTION AREA 4O 0 (+) 21.2 (+) 21.2 10 (-) 22.9 _(-) 28.3 (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" (+) 18.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 65��5� 4 a �5� 4 a c �� STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). 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'-0" 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 AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS �' T M00 00 � rn 0000 -TN r N - r < < i G) M a r ❑ p o Q o SHEET SHEET TITLE ° J L W Sc STRUCTURAL NOTES = i - L O sic FOUNDATION PLAN z Z O S2C DOWEL PLACEMENT PLAN C S3 FOUNDATION DETAILS a S4C LINTEL PLAN 0 0 S5C FIRST FLOOR FRAMING PLAN JZ (n W Q O O W S6 NOTES & CONNECTOR LEGENDFf) Y O o > ❑ S7C.2 ROOF FRAMING PLAN W 4k Q w C SD1 GENERAL DETAILS 2 Q � � 0- O p m d u�� SD2 GENERAL DETAILS " '-------- -- � ^� - - ZQ< SD3 GENERAL DETAILS ` SD4 GENERAL DETAILS \4��a�d����e7w 0 S00D5 2 -STORY DETAILS as . �! m m U ��m�o°® `F °®° N-10"Sod fij o I,,-. SD6 2 -STORY DETAILS z a � � ��� St- ST1 GENERAL STAIR DETAILS �� ��' �ko°51W o� NUMBER I DATE MASTER UPDATES DESCRIPTION 1 5/16/2016 CREATED ELEV A, B, C, OPT BEDROOM #5, & OPT MASTER BATH DP 2 5/25/2017 " QC COMMENTS DP 3 10/3/2017 1 FRAME WALK REVISIONS IDP RECORD COPY 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, LLC is strictly prohibited NTIALS UQ 0� W Cn ❑ ❑ U) Qw L O� z N OZ Q U 1-- O p J W W T `nL0 I- = W 1- Q 0 LU U z Q ❑ W:D C) M W W a c� z ❑ 0 W I- W F- U) J Q z W ❑ U) W U) ) '� W F_ O Z Cno-,1 WJrn� -� `Y;, ❑JOuicE 06 P z- LL rn o o Q O�- 02- 0 z U l- oo � JO - ~ LY-- Z)QOzo O� ro c 7z1x-�WW o �"' O0QwZzO Q °u�¢`� F- -LL.�NJ ODWNQ U U I- W W T_ W 0 rA ® o O W > e� W E -A W ®WW z IL W to O z V n LL. CNV �. BLDG DESIGN: --- STRUCTURALENG: BED DRAFTING -DESIGN: --- -sTRucT: DP QC CHECK: CC JOB No. PSQ-2170972 SCALE: AS INDICATED DATE: 06/05/17 TRUSS LAYOUT AND CONNECTIONS PER PLAN T, REMAIN TYP. NOT SHOWN THIS DETAIL FOR CLARITY (2) #5 HORIZONTAL BAR AT 8"X8" CAST IN PLACE HEADER SHALL HAVE MIN 12" HOOK INTO VERTICAL CELL AND MAINTAIN MIN. 25" LAP SPLICE. IF EITHER CELL ADJACENT TO THE WINDOV OPENING IS GROUTED SOLID, DRILL AND EPDXY (1) #5 @ 8"X8" CAST IN PLACE HEADER EACH END MIN. 5" USING SIMPSON SET -XP EPDXY OR EQUAL. (CHIP/CUT EXISTING CMU TO ALLOW 8" BEARING OVER CMU A REQUIRED, DO NOT CUT AND/OR DAMAGE EXISTING VERTICAL REINFORCEMENT) WINDOW OPENING SIZE AND LOCATION PER PLAN TYP. DRILL & EPDXY (1) #5 VERTICAL FROM FOUNDATION TO BOTTOM OF EXISTING BOND BEAM MAINTAINING MIN. 5" EMBEDMENT EACH END USING SIMPSON SET -XP EPDXY OR EQUAL, LAP SPLICE SHALL BE MIN. 25" AND GROUT SOLID ENTIRE CELL W/ MIN. 3000psi CONCRETE (NOT REQUIRED IF REINFORCED CELL IS PRESENT) CMU A N.T.S. 11 Fiiglyiili �T 111, -� • EXISTING CONT. BOND COURSE W/ (1) #5 GROUTED SOLID TO REMAIN. ADD: CAST IN PLACE MIN 8X8 HEADER MAINTAINING 8" BEARING EACH END OVER CMU FOR NEW WINDOW OPENING W/ MIN (2) #5 AND GROUTED SOLID USING 3000psi CONCRETE. PROVIDE REMOVABLE PLYWOOD FORMS @ 3 SIDES, CONTRACTOR RESPONSIBLE FOR PROPER CONCRETE CONSOLIDATION. DRILL & EPDXY (1) #5 VERTICAL FROM FOUNDATION TO BOTTOM OF EXISTING BOND BEAM MAINTAINING MIN. 5" EMBEDMENT EACH END USING SIMPSON SET -XP EPDXY OR EQUAL, LAP SPLICE SHALL BE MIN. 25" AND GROUT SOLID ENTIRE CELL W/ MIN. 3000psi CONCRETE (NOT REQUIRED IF REINFORCED CELL IS PRESENT) EXISTING FOUNDATION PER PLAN TO REMAIN. NO ADDITIONAL FIELD REPAIRS REQUIRED AT THIS LOCATION MIN. 1-1/2" CLEARANCE FROM #5 REINFORCEMENT TO EXPOSED FACE OF CONCRETE EXISTING 8" CMU WALL BEYOND OPENING PER PLAN TYP. EXISTING CONT. BOND COURSE W/ (1) #5 GROUTED SOLID TO REMAIN. CAST IN PLACE MIN 8"Xf HEADER MAINTAINING 8 BEARING EACH END OVI CMU FOR NEW WINDO" OPENING W/ MIN (2) #5 F GROUTED SOLID USING 3000psi CONCRETE. PRC REMOVABLE PLYWOOD FORMS @ 3 SIDES. CONTRACTOR RESPOW FOR PROPER CONCRET CONSOLIDATION. IF SHRINKAGE OCCURS BETWEEN EXISTING BOND BEA PLACE CONCRETE HEADER, CONTRACTOR SHALL FILL WITH AN APPROVED NON SHRINK GROUT AS REQUIRE[ CONTRACTOR TO PROVIDE SHORING/BRACING ON PLY WORK UNTIL CONCRETE HAS CURED ADEQUATELY. WALE. LEGEND = 9'-4" T.O.M. jjjjM = INTERIOR/EXTERIOR BEARING WALLS VERIFY 11'-0" T.O.M. HGT. W/ ARCHITECTURAL PLAN U.N.O. OR LINTEL 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, LLC is strictly prohibited 1/4"=11-011 `1 ❑ E O J U_ W LL O z O O t� a ry W F- O F- W_ J a O U Z Q (0 W F__ IL U u.. 0 Z O O ry a. W. L1: UQ U) C ❑ U. a L- U� 0� z ~c Q_ U F- OC LL Lij z w.. F- `n U w Q Q ❑ Om U U Z W U) 0 z Q O J 0 z_ W F- ❑ z F- O F- W z c9 W ❑ V) w tr F- U I- U J Q f -- Z W ❑ U) W X U) L1 J (0 M W O d p W O_ r Q Z O 0 6 W w a- w w Y z O a a Q va U � , W G_ U a 0. Q ❑ 0. ❑ Ica a W T- N to d' LO 0% Zi U) Wi In00 IL f 0) o o U) 4✓ o �7 r t �. � a o Z Al ❑_ O (D O IF) J c»=� O W E c�$ FW- Z O F- ❑ O oo W z 0 c _I�[YZ�CD 0 �`t00M z❑zf�-WWW o 0<L pz0 ® LL.. N J ZOLLINQ ` U J I— LL � W w W U T o 'o � L I > :E-jw 0 W W X - W 0 oll! Z I I— C)tJ�W X W u7 0 c) Z fy a- N BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: -DESIGN: --- -STRUCT: DP QC CHECK: CC JOB No. PSQ-2170972 SCALE: AS INDICATED DATE: 06/05/17 5 Revision ❑ ' �� City of Sanford Y:4- Response to Comments ❑;' NOV Building & Fire Prevention Division ' � �' �� jf � ��� Ph: 407.688.5 .50 Fax: 407.688.5152 Email: building@sanforcifl.gov Permit It f 2 l% Submittal Date 1//9/( 7 �— �— ProjectAd�xess: �- S . l e �- ��r�, J z771 Ph: 343 Fax: Email: . ��✓t �t� G en r��l z fs6 ��� �� d� Trades encompassed in revision: General description of revision: ❑ Building C O/' 2 G f ��t✓ c5) P- t° Plumbing S leo t/ ❑ Electrical G ❑ Mechanical CI-L-ife Safety ❑ Waste Water ROUTING INFORMATION Department Approvals ❑ Utilities Cl Waste Water ❑ Planning ❑ Engineering W.. ❑ Fire Prevention CYB iuiu lding DEMOLITION NOTES: \/ERIFY L.OGATION OF ALL NEY`; Y`IALL5 PRIOR To REMOVING ANY •�. •;tib EX15T!NG GON5TRIJCTION. 2. `✓ -RI1'Y ALL BEAI`11NG GO-NDIT!ON5 PRIOR TO REMOVAL OF ANY ,.VEi�ll ivf`•.LL 5. 5. PROTECT ALL EX15-rft' Ari An5 THAT ARE NOT TO BE 015TURBED. 4, ALL WORr,SHALL BE DONE I, { AGGORDANGE WITH ALL LOCAL GODE5 AND ORDINANCES. 5. `✓ERIF-Y' ALL EXISTING GONDi•T'IONS AND DIMENSIONS PRIOR TO 5T•ARTIN1 WORK. IN CASE OF ANY 0I15GRIPANGIE5 BETWEEN THE PLAN5 AND EXI5TING FIELD GONDITION5, NOTIFY THE ARCHITECT IMMEDIATL'(• D1 OCCUPANCY A-2 (LOUNGE) FRONT LOUNGE AREA BEING USED THIS PERMIT OCCUPANT LOAD: LOUNGE AREA: (A-2) 1062 5F. / 15=10.8 PEOPLE GAME ROOM AREA: (A-2) 824.4 5F. / I I =84.03 PEOPLE ACCESSORY AREAS: FRONT (F -Z 36q SF. / 100=3.bq PEOPLE TOTAL OCG. LOAD= 158.46 OGG. REAR LOUNGE AREA NOT BEING USED THIS PERMIT ACCESSORY AREAS: REAR (F-2) . 5301.1 5F. / 300=11.67 PEOPLE 8q MEN 51 WOMEN FULLY SPRINKLERED TYPE OF CONSTRUGTION (TYPE II B) LEVEL 2 ALTERATION FIRE EXTINGUISHER GALL: 313q.0 5F. / 2500= 1.2 2 FIRE EXTINGUISHERS PROVIDE 1NALL SYMBOLS: EXI5T6. GONG. BLOCK WALL TO REMAIN D EXIST6. INTERIOR STUD HALL FIRE RESISTIVE CONSTRUCTION FOR BUILDING ELEMENTS: TYPE II B STRUCTURAL FRAME 0 ROOF 0 TENANT I 5EPERATI ON WALL FIRE RE515TIVE RATING FOR EXISTG. WALLS BASED ON SEPERATI ON: TYPE II B p GODS REFERENGE : 2014 FLORIDA BUILDING CODE 5 EDITION 2014 FLORIDA PLUMBING CODE CODE 5 EDITION 2014 FLORIDA MECHANICAL CODE 5 EDITION 2014 FLORIDA FIRE PREVENTION CODE 5 EDITION 2012 FLORIDA ACCE5515I1-TY6 CODE 2011 N.E.G. LIFE SAFTEY CODE 101.12 FIFO"i[7 BQ1L®1KQ- D1109 -10N 'II•F ISSUED SHALT_ BF CONSTRUED TO f�E A TO PROCEEDWITH THE WORK AND NOT AS iRITY TO VIOLATE, CANCEL, ALTER OR SET lJY OF THE PROVISIONS OF THE TEC;- NJCAL OR SHALL ISSUANCE OF A PERMIT FIREVe1 , :3UILDING OFFICIAL FROM THEREAFTER NC3 A CORRECTION OF ERRORS IN GLANS, 'RUCTION OR VIOLATIONS OF Tf-IIS CODE I Sr -,ALE: 1/4" = 1'-0" RE`�S10N 6,4RY POWELL ARCH I TEGTURE AND PLANNI NC6 16 5OUTH RIVER ROAD SEWALLS POINT, FLORIDA 34q,: -l6 1.772-223-1-755 ���;%}� •�. •;tib r• •; ,.VEi�ll S•Y t V � Il1'„ RE`�S10N 6,4RY POWELL ARCH I TEGTURE AND PLANNI NC6 16 5OUTH RIVER ROAD SEWALLS POINT, FLORIDA 34q,: -l6 1.772-223-1-755 1 tu DATE JULY 5,201-7 AS NOTED JOB NO. t V � REASIONS: Q� O IL � tU � Q z \� LK LL N 1 tu DATE JULY 5,201-7 AS NOTED JOB NO. t 1-7 REASIONS: REVISED PLUMBING PLAN SCALE: 1/4" = I'—O" C7ENERAL FLUM51 NCS NOTES A. PLUMBIN& CONTRACTOR SHALL READ ALL .JOB 5FEGIFIGATION5 AND OTHER ORAWIN65 FOR ADDITIONAL INFORMATION. B. PL.Uh>$IH& CONTRACTOR SHALL COORDINATE ALL WORK WITH OTHER TRADES AND LOCAL AUTHORITY HAVINb .JURISDICTION MOR TO INSTALLATION. G. PIPE ROUTING SHOWN 15 SCHEMATIC AND 15 INTENDED TO INDICATE 6ENERAL ROUTIN6. PLUMBIN& CONTRACTOR 5HALL PROVIDE ANY ADDITIONAL OFFSET5 AND FITTIN65 REQUIRED FOR PROPER INSTALLATION IN ORDER TO MAINTAIN CLEARANCES AS ENGOVNTE ED IN THE FIELD. PLUMBING PIPING SHALL NOT BE ROUTED OYER ELECTRICAL PANELS. D. SLEEVE AND FIRE STOP ALL FENETRATIONL5 OF RATED WALLS, FLOOR5, CEILINGS, ETC., IN ACCORDANCE WITH APPLICABLE UL STANDARDS AND LOCAL CODES TO MAINTAIN KATINL65. REFER TO 5PEECIFICATION5 AND ARCHITECTURAL DRAWIN55 FOR RATED WALL, CEILINGS AND FLOORS INFORMATION. E. ALL WATER PIPING IN5TAL.LFa;� IN EXTERIOR WALLS SHALL BE PLACED ON THE INTERIOR SIDE OF THE WALL.. THE HALL INSULATION 5HALL BE PLACED ON THE EXTERIOR SIDE OF THE PIPING. ANY PIPING INSTALLED IN UNCONDITIONED SPACES SHALL BE INSULATED AND PROTCCTED FROM FREEZING TEMPERATURES. F. AIR ADMITTANCE VALVES ARE NOT DESI6 iED IN LIM) OF CONVEN ZONAL VM,MNG WITHIN THESE ORAWLN65AIR ADMITTANCE VALVES SHALL ONLY VE USE FOR 150LATL V PLUMBING FIXTURES (E.6. AN ISLAND KITCHEN 5IWQAIR ADMITTANCE \,(ALVES ARE NECHANIGA.L DEVICES. 6. WALL FOOTIN65 SHALL NOT BE PENETRATED HITH PIPING. COORDINATE W1TH THE 6ENERAL CONTRACTOR TO DROP FOOTINGS FOR 5L. EVED STEM WALL PENETRATIONS A5 REQUIRED TO C1..EAR PLUP-VIN& SERVICES MERE A55OLLITELY NECESSARY. H. DOMESTIC WATER PRESSURE TO FIXTURES SHALL NOT EXCEED W P51. WEREVER THE SUPPLY PRE55URE EXCEEDS &0 PSI THE PLUt-eIN6 CONNTRAGTOR SHALL PROVIDE A PRESECIRE RED0CIN6 VALVE TO MAINTAIN SUCH PRESSURE BROW 60 P51. PLUMBING CONTRACTOR SHALL ALSO 06TAIN READOUT OF AVAILABLE PRESSURE FOR THE PROJECT PRIOR TO THE WATER. METER CONNECTION, AND NOTIFY THE ENGINEER "-ENEVER THE PRE55WE DROPS BELOW 60 P51. eE 15TG. 2" - VENT TO ISTO. VENT THRU OOF 3' 5TWOR VENT .Z�I UTI1w V 54NLK DISH WASH THREE 2 kSIW I HAND 3� NEW 3' FLOOR DRAIN VV 3� TRAP PRIMER 50 6R EASE 3, INTERCZP TOR DISH yo-l+cR Nff,W2 ° 5TW(9R? VENT TRAPZI LLA ADA TZSP-48 LAV 1 1/2' 5AMPL I NG PORT HAW 1/2 NEA 2. 51NK 3" AD 2" LAV 2" 1^IG 3• Q EXIST. 3' 3• I FLR EXIST. DRAIN 3•• EXIST. FLR. I 11/2 51NK AIR NEN GAF' ADA J 1 2" VTR 3• I LAY TO 5ANITARY ADA 2• SEYVER LAY ADA URINALfZ 2• NEW 2' WC VENT -REPENT 3' 2, 3• TO EXI5T6. 2' SANITARY RISER DIAGRAM 5GALZ NT5 WATER RISER DIAGRAM SCALE, NT5 SUPPLY ARCHITECTURE AND, PLANNING 16 SOUTH RIVER ROAD 5EA.=,LL5 POINT, FLORIDA 34�f�6 I .-1�2-223-1755 PRAM B W6� BY INC P DATE JULY 5, 2017 SCA AS NOTED f•SMS's I\cf-Ia-1-7 ADq,, SAMPL. PORT ADA k�DA 3• LAY NEW 2 I I/2' VENT-REVENT TO EXISTS. ADA LAV 2" TO 5ANITARY ADA 2• SEYVER LAY ADA URINALfZ 2• NEW 2' WC VENT -REPENT 3' 2, 3• TO EXI5T6. 2' SANITARY RISER DIAGRAM 5GALZ NT5 WATER RISER DIAGRAM SCALE, NT5 SUPPLY ARCHITECTURE AND, PLANNING 16 SOUTH RIVER ROAD 5EA.=,LL5 POINT, FLORIDA 34�f�6 I .-1�2-223-1755 PRAM B W6� BY INC P DATE JULY 5, 2017 SCA AS NOTED f•SMS's I\cf-Ia-1-7 ADq,, SAMPL. PORT GO+J Revision Response to Comments'❑ City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 ' Email: building@sanfordfl.gov Permit # n • 1-1 \ l2 Submittal Date 10.31 • 1 -� Project Address: �(o /3 �� i cher' C.oy e (� \\ 7 Contact: 'Mk cam.\\Z..�c Ph: _yo ���• ?�\3 Fax: Email: MPo-� �1i sc� ►a tzar Int t �yr�.hor r �e �.� .�W, Trades encompassed in revision: `0 wilding ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: `�tZ3z-•�-�o.x'�,',���d`Uc�Y`n �(j �0.s.�Ga. J ROUTING INFORMATION Approvals Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention ❑ Building General description of revision: `�tZ3z-•�-�o.x'�,',���d`Uc�Y`n �(j �0.s.�Ga. J ROUTING INFORMATION Approvals GENERAL NOTE_ S FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 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 60. 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 60 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. VERITCALLY. 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. 40" 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 NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. 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. 5. 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. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. 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. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS E ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Wine U.N.O. E = 2,000,000lb/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb = 2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 2100 Fc1=450 Fc=900 Fc 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 UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. 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 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. 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 BEAS 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-B3. ("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. 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 DIETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE 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 BLOCKAFFECTED 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. STRUCTURAL STEEL 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. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 ° WIND PRESSURE & SUCTION EFFECTIVE U- SC SC (PSF) WIND N r (+) VALUE DENOTES PRESSURE AREA (SQ FT) I- O (_) VALUE DENOTES SUCTION AREA O O DOWEL PLACEMENT PLAN (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 FOUNDATION DETAILS (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 LINTEL PLAN (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 FIRST FLOOR FRAMING PLAN (+) 18.0 (+) 18.0 100 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" NOTES & CONNECTOR LEGEND (+)18.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ k4l SUCTION DIAGRAM 5 4 ,a I 5 5 r�I STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). 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'-0" 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 AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS --- U `n. ,, U) Z ®F- > SHEET SHEET TITLE ° W co U- SC SC STRUCTURAL NOTES H N r LL. r I- O S1C FOUNDATION PLAN z Z S2C DOWEL PLACEMENT PLAN O 0 z O 7 S3 FOUNDATION DETAILS o_ � Q LU W S4C LINTEL PLAN T' H S5C FIRST FLOOR FRAMING PLAN J J r N Q S6 NOTES & CONNECTOR LEGEND T S7C.2 ROOF FRAMING PLAN W W SD1 GENERAL DETAILS O SD2 GENERAL DETAILS U ❑ _ z SD3 GENERAL DETAILS cYi SD4 GENERAL DETAILS W SD6 2 -STORY DETAILS S D6 2 -STORY DETAILS 6 ...... . .. z.... ST1 GENERAL STAIR DETAILS °_ O n' Iw CK I- U F -- U) Q W U- O z O Q U O LU - - T- W W „ U z O U z D W - W O n_ C� z Q Q O C] z_ W X MASTER UPDATES D W NUMBER DATE DESCRIPTION INTIALS O 1-- 1 5/16/2016 CREATED ELEV A, B, C, OPT BEDROOM #5, & OPT MASTER BATH DP W z C-9 2 5/25/2017 QC COMMENTS DP o 3 10/3/2017 FRAME WALK REVISIONS DP IECORD COPY 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, LLC is strictly prohibited. 0 z O 1-- F5 0 �w LO W O O U C� z 0 J w a '; t,; * ?� kv),'011199111 000 VJ W O z D U D W W W --- U U) ,, U) Z ®F- > - , O W co JOB No. O ZU>) N r N r I- O O W W O 0 0 0 0 z O a '; t,; * ?� kv),'011199111 000 VJ W O z D U D W W W --- U U) DRAFTING: U) Z ®F- > r W 0, z O W W JOB No. O ZU>) -..:, .o. Z W (L I- O O W W O (n �s®Z n- 0 Y Q z O U --W Q w � Q LU W ti LL NLI.. W r N m a '; t,; * ?� kv),'011199111 000 VJ W O z D U D W W W rn LLI wa C; cel Z 00 = U_ Q J w p CJ z i O g W C) � �Q� � U r � r LU r N 0 0 LU E 06 Q) o I -z -u..°' Z Q) ❑ O co O�Wz�� -J W � Z 0 � o a D Q O O ZF E LLJ O2i� oo Q O Q H LL O O W N Q U BLDG DESIGN: --- U BED DRAFTING: U) Z ®F- > r W 0, -STRUCT: O W W JOB No. M: -..:, .o. Z W (L I- CO Q W O (n �s®Z UJI r a: 11 0... N rn LLI wa C; cel Z 00 = U_ Q J w p CJ z i O g W C) � �Q� � U r � r LU r N 0 0 LU E 06 Q) o I -z -u..°' Z Q) ❑ O co O�Wz�� -J W � Z 0 � o a D Q O O ZF E LLJ O2i� oo Q O Q H LL O O W N Q U BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: -DESIGN: --- -STRUCT: DP QC CHECK: CC JOB No. PSQ-2170972 SCALE: AS INDICATED ----------------- DATE: 06/05/17 TRUSS LAYOUT AND CONNECTIONS PER P' REMAIN TYP. NOT SH( THIS DETAIL FOR CLA #5 HORIZONTAL BAR AT 8'7 CAST IN PLACE HEADER SF HAVE MIN 12" HOOK INTO VERTICAL CELL AND MAINi MIN. 25" LAP SPLICE. IF EITI CELL ADJACENT TO THE W. OPENING IS GROUTED SOL DRILL AND EPDXY (1) #5 @ CAST IN PLACE HEADER EA END MIN. 5" USING SIMPSO SET -XP EPDXY OR EQUAL. (CHIP/CUT EXISTING CMU T ALLOW 8" BEARING OVER C REQUIRED, DO NOT CUT Al' DAMAGE EXISTING VERTIC) REINFORCEMENT) WINDOW OPENING SIZE, LOCATION PER PLAN TYI DRILL & EPDXY (1) #5 VERT FROM FOUNDATION TO BO' OF EXISTING BOND BEAM MAINTAINING MIN. 5" EMBEDMENT EACH END US SIMPSON SET -XP EPDXY 01 EQUAL, LAP SPLICE SHALL MIN. 25" AND GROUT SOLID ENTIRE CELL W/ MIN. 3000P CONCRETE (NOT REQUIRE[ REINFORCED CELL IS PRES RP011 NEW OPENING IN EXISTING CMU N.T.S. EXISTING CONT. BOND COURSE W/ (1) #5 GROUTED SOLID TO REMAIN. ADD: CAST IN PLACE MIN 8X8 HEADER MAINTAINING 8" BEARING EACH END OVER CMU FOR NEW WINDOW OPENING W/ MIN (1) #5 AND GROUTED SOLID USING 3000psi CONCRETE. PROVIDE REMOVABLE PLYWOOD FORMS @ 3 SIDES. CONTRACTOR RESPONSIBLE FOR PROPER CONCRETE CONSOLIDATION. DRILL & EPDXY (1) #5 VERTICAL FROM FOUNDATION TO BOTTOM OF EXISTING BOND BEAM MAINTAINING MIN. 5" EMBEDMENT EACH END USING SIMPSON SET -XP EPDXY OR EQUAL, LAP SPLICE SHALL BE MIN. 25" AND GROUT SOLID ENTIRE CELL W/ MIN. 3000psi CONCRETE (NOT REQUIRED IF REINFORCED CELL IS PRESENT) EXISTING FOUNDATION PER PLAN TO REMAIN, NO ADDITIONAL FIELD REPAIRS REQUIRED AT THIS LOCATION MIN. 1-1/2" CLEAR/ FROM #5 REINFORCEMENT EXPOSED FACE 01 CONCRETE EXISTING 8" CMU WALL BEYOND OPENING PER PLAN TYP. SECTION A -A NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND EXISTING CONT. BOND COURSE W/ (1) #5 GROUTED SOLID TO REMAIN. CAST IN PLACE MIN 8"XI HEADER MAINTAINING E BEARING EACH END OV CMU FOR NEW WINDOV� OPENING W/ MIN (1) #5) GROUTED SOLID USING 3000psi CONCRETE. PRC REMOVABLE PLYWOOD FORMS @ 3 SIDES. CONTRACTOR RESPON FOR PROPER CONCRET CONSOLIDATION. IF SHRINKAGE OCCURS BETWEEN EXISTING BOND BEP PLACE CONCRETE HEADER, CONTRACTOR SHALL FILL WITH AN APPROVED NON SHRINK GROUT AS REQUIREI CONTRACTOR TO PROVIDE SHORING/BRACING ON PLY WORK UNTIL CONCRETE HAS CURED ADEQUATELY, L WALL LEGEND 9'-4" T.O,M. = INTERIOR/EXTERIOR BEARING WALLS VERIFY = 11'-0 T.O.M. HGT. W/ ARCHITECTURAL PLAN U.N.O. OR LINTEL u 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, LLC is strictly prohibited. 1/'-IRST FLOOR FRAMING PLAN 4"=11_01f 0 O u - W E -- u.. O z O W O a. fy W T' 1— O J t— W W CL O U 0 z =�o �'y o W U� nom/ F LL L �C Q Qu 0n LL. O� z(I 0- Z Q C U F' 0E iu W s � u =U I— C LU (! U� z C Oa U U z 0 W U) O a. C� qz_ Q O 0 z W T I— z Q cp O I- W z c.� W W 0 W W U W E- z W 0 U) W T co o O 0 O o W z 0 0 0 0 w F_ 1 z O U 4t Q W ry U) s o- p m d LU f cv m v CY) W LU vvv.'w000v©v d00 0 q 2 LU p �. 0 U C, J r - �m_� V Qr wi . D. i i i i I I _wD r- C�Ur-oma ~rnoff z aer-� D OLum E 06 P z Gj `A I U L- U) Q ZUI—�Ooo O W z_ -j W [L Z WLjL q zzF---�W W O 0 <Wz0 E 0 .(6< ~LL.CN_ 0 ZoWNQ U I— W V e� Z - Q 0 o W > u W W 0 W W :r ® W 0 W Z IIS =J W 1 W W 0 O Z r d. ®.. N BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: —�--- - - - -DESIGN: --- -STRUCT: DP QC CHECK: CC JOB No. PSQ-2170972 _. SCALE: AS INDICATED DATE: 06/05/17