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Home My WebLink AboutBuilding Plans1430 CULMER DRIVE NE, PALM BAY, F=L 32907 • STATE OF FLORIDA DESIGN CRITERIA: CERTIFIED BUILDING CONTRACTOR: •FLORIDA BUILDING CODE, RESIDENTIAL, 6TH EDITION (2017) *ALL LOCAL AND STATE CODES DR HORTON HOMES 1430 CULVER DRIVE NE PALM BAY, FL 32907 TEL: (321) 733-7092 FAX: (321) 733-7972 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE 'BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. •OCCUPANCY •CONSTRUCTION TYPE • MIN. INTERIOR FINISH •BASIC WIND SPEED •EXPOSURE el —STORY RESIDENCE •2—STORY RESIDENCE — RESIDENTIAL, GROUP R3 — VB — CLASS B — Vult=160 MPH Vasd=124 MPH —C — MAX. HEIGHT AS PER LOCAL AND STATE CODES SQ.FT. CALC.'S 1ST FLR. LIVING 1104 SQ. FT. 2ND FLR. LIVING 1501 SQ. FT. TOTAL LIVING 2605 SQ. FT. GARAGE 43-1 SQ. FT. PORCH III SQ. FT. COVERED LANAI 80 SQ. FT. TOTAL 3233 SQ. FT. A/C VOLUME 224032 CU. FT. Tel= (321) 733-7092 Fax: (321) 733-7972 ABBREVIATIONS I REVISIONS ARV. ADS ALT. AMP_ BD. CT, CAR. CLG. .R. CON('. CPT ABOVE DJU wDLTLC)NISC 1LIH2 :ABLE AMPLR!ATF, BOARD AGE CENTEF CABLNL. LINT; CTIL.INCT C I CAR (ONCRI, C ARPLI-Te LAV LUM. M.0 MPR. MIN. M.T. 'MTD. MTL. NTs_ O'C. PL P_R. LAVATORY AIEll1C INE CABINET MEDICI E MANTiT'AC'TURER MINIMUM NIFTALTHRESHOLD MOUNTED METAL. NOT TO SCALE ONCENILR PI OPERI Y I_INI_ PUSH BUIION DATE DESCRIPTION 2-STORY CMU CONVERSION APPLIED COMMENTS FROM M. SEA' 51D SET ISSUED , , PER MARK 50WES ADDED ELEv. J E K WITN SIDIPdd 51D SET RE -ISSUED FOOTING REVISIONS PER M. 50U1E.9 0628A1 1245/11 01/16AB 02/13/18 02/20/18 04AJIIB 08AT/18 C.T. D. DBL.. CERAMIC HLE DRYER T)OUBLI- PH VI ,T. PIYWD. PHONT PLAIT: PLYWOOD ADDED VALLEY FRAMING DETAIL; UPDATED BOLLARD DETAIL DETAIL- 'ADDING BAR TO BOND SEAM' ADDED TO &1.2A 01/26/19 D.C. DI'AT CLA7FD PR. PAIR DIA, DTAMF1'FR P.T. PRESSURE TREATED 02/26A9 PLAN MAINTENANCE DIAL DISP OS >\ DIYPAL R RAll. RISER; RADIUSDISP. 03/29/19 REVISED LINTEL SIZE AT FRONT ENTRY DOOR 04/25A9 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON UP. OR, DEEP DOOR REF. REF. RETURN Ala GRILE REFRIGFR4'1'OR 04/25A9 REVISED HVAC VOLUMES ON SCFT CALC SCHEDULE DS. DOWNSPOUT RNT. ROOM DTI_ DETAIL R O. ROUGH OPENING 04/26/19 UPDATED LEDGER BOLT SIZE t SPACING D.W DISHWASHT-R s C SOLID C ORE TXTDR, P.A. EACH S.D_ SMOKE DETECTOR FIEV_ ELEVATION S, [I SINGLE IIUNG 06AW9 REVISED I -JOIST LAYOUT Fp. BXH. FQUAL EXHAUST EXHAUST SHT. SHTHG. SHEET SHEA�EHING 06/21/19 ADDED LED LIGHTS TO KITCHEN t BATHROOMS PER MARK BODES 09/13A9 LEDGER BOLT SPACING vISED EXT. P.GJr'x. I__X II:RIOR FIXEDGLASS sli% R. SDO SHOWER SIMILAR F G. FUEL GAS SL. SLIDING PTV_ FINISH SL. CT.. SLIDING GLASS IIR_ FLOOR STD. STANDARD FLUOR. F'I UORPSC'FNT SWS SHEAR WAIT. FR. DR. FRRNCH DOOR SECTION FTC_ POOTINCi TGAIR TEMPERED GLASS GA. GAUGE IHK. THICK G,1R_DISP_ GARBAGE DISPOSAL IO.('. TOPOE CURB GL'1' GROUND -FAULT CIRCUIT T.O.P. TOP OF PT_ATP IN IERRUPTER T.O.S. TOP OF SLAB CL_ GLASS TYP_ TYPICAL. - GYP. BD. GYPSUM BOARD I.N.O. UNLESS NOTED H.B. HORRBIR OTHERWISE. H.C. HOLLOWCORT VP_ VAPOR PROOF HDR. HRADFk NV' WASHER HGT.OR HT IIFIGITT W/ WITH INSUI_ INSULATION R'D. WOOD INT. INTP_RIOR WDW_ WINDOW W/H WATER HEATER W.L. WROUGHT IRON Fib 0 4 Pon M1% INDEX OF DRAWINGS ARCHITECTURAL SHEET PG CS —COVER SHEET PG GN—GENERAL NOTES PG Al —FIRST FLOOR PLAN PG AlA—FLOOR PLAN SECTIONS/DETAILS PG A2—SECOND FLOOR PLAN PG A3H—FRONT & REAR ELEVATIONS "H" PG A411—LEFT & RIGHT ELEVATIONS "H" PG E1—FIRST FLOOR ELECTRICAL PLAN PG E2—SECOND FLOOR ELECTRICAL PLAN PG Pl—PLUMBING PLAN PG Ml—FIRST FLOOR HVAC PLAN PG M2—SECOND FLOOR HVAC PLAN PG Di —DETAILS PG D2—DETAILS PG D3—DETAILS PG WAl—WALL ASSEMBLY DETAILS PG WA2—WALL ASSEMBLY DETAILS PG WA3—WALL ASSEMBLY DETAILS PG WA6—WALL ASSEMBLY DETAILS STRUCTURAL SHEET DESCRIPTION 2rwz—z-,imel REVIEWED FOR MODE COMPLIANCE ST, LUCIE COUN11ye BOCC L PG S1—FOUNDATION PLAN PG S1.lA—DETAILS PG S1.2—FIRST FLOOR DOWEL PLAN PG S1.2A—DETAILS PG S2—FIRST LIFT BEAM PLAN AND NOTES PG S2.1A—DETAILS PG S3—FIRST FLOOR FRAMING PLAN PG S3.1A—DETAILS PG S3.113—DETAILS PG S3.1C—DETAILS PG S4—SECOND FLOOR DECK PLAN PG S4.2—SECOND FLOOR DOWEL PLAN PG S5—SECOND LIFT BEAM PLAN AND NOTE PG S6—ROOF FRAMING PLAN PG SN1—DETAILS PG PA1—PRODUCT APPROVALS DESCRIPTION 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F rA 114 W O F R. V W C F A F: SUBDIV. & LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 10 14 19 SCALE: 1/4"= l' — O" SHEET c IS GENERAL NOTES SITE WORK 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). TIMBER 6th EDITION, (2017) .AND IN CONJUNCTION WITH ASCE 7-10. ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STAT D 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED IN THESE DOCUMENTS ARE UNDER FBCR 6TH EDITION (2017) UNO. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, HEREIN: SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL B. NATIONAL FOREST PRODUCTS ASSOCIATION: BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION. I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL B C. SOUTHERN PINE INSPECTION BUREAU: DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER ARCHITECT. D. TRUSS PLATE INSTITUTE: 3. DO NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK I NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2014) PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4 NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'/2 THE HORIZONTAL E. A1PA . -THE ENGINEERED WOOD ASSOCIATION: i. ENGINEERED WOOD CONSTRUCTION GUIDE DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTIO J OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK 5 ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8" 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE o LAYERS AND COMPACT TO 95 /o MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH D1557. THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 3. MINIMUM NAILING PER CHAPTER 6- WA CONSTRUCTION WALL COS UCTION AND TYPICAL NAILING SCHEDULE ON PLANS: FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES TECHNIQUES, 6 COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODE S. 7,' DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR 8. EXCAVATIONS TO BE A MINIMUM OF 3 0 BEYOND NEW FOOTING LINE. 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL 24" AND THE MINIMUM AREA SHALL BE 8 FT SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING . CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE PLUMBING 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS., REQUIREMENTS. 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40)AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER 10. THIS BUILDING IS NOT DESIGNED TO A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH" AMAFLEX. '/2 ELEVATION OF THE FINISHED FLOO AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL � 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. CODES HAVING JURISDICTION, INCL FILLUSTATE, CITY, AND COUNTY BUILDING AND ZONING CODES 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS OR RIDGES, GARAGES AND CARPORTS 11. SWIMMING POOL; DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2,. 1. GARAGE DOOR DRAWING 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE, B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 12, TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMENT PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE EXTERIOR WALL COVERINGS 2. AS PER SECTION R302.5.BE OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING APPLICATION 0 E I EDT THE F THE TERMITE. PROTECTIVE TREATMENT; A CERTIFICATE OF COMPLIANCE SHALL B ISSUED 0 1. ALL EXTERIOR WALL COVERINGS AND SOFFIT HALL BE S S CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH BUILDING DEPARTMENTSTATEMENT: BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWINGS THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH C TABLE R30L2(2) AS MODIFIED BY TABLE IN THICKNESS SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS SOLID WOOD DOORS NOT LESS THAN 1 THICKNESS, SOLID INCHES"THE AN BUILDING HAS RECEIVED A COMPLLTE TREATMENT FOR!; THE PREVENTION OF SUBTERRANEAN TERMITES R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE 1-3/8 INCHES THICK, OR 20 MINUTE FIRE RATED DOORS. RA TREATMENT 1S IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRA THE WALLS�OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES." EXTERIOR FINISHES DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A'MINIMUM NO 26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID 1. WHEN PLASTERING WITH CEMENT, PLASTER'SHALL NOT BE LESS THAN THREE COATS, 4" THICK, OVER FRAMED WALLS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR 0101a' APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERB OF VAPOR BARRIER, NOT LESS GARAGE. ' THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2 STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIMED IN ACCORDANCE WITH I� SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NQT ASTM-C926 & ASTM-C1063-12a. 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED Td THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1. ALL STUCCO APPLICATION DETAIL§ INCLUDING BUT NOT LIMITED TO: SEPARATED FROM ALL HABITABLE ROOMS ABOVA BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. ALL STUCCO CONTROL JOINTS KICK -OUT DET, LIES WHERE THE SEPARATION IS A FLOOR -CEILING APMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE "L" FLASHING HORIZONTAL - NTH AND PAPER DETAILS PROTECTED BY NOT LESS THAN'/2-INCH GYPSUM BOARD OR EQUIVALENT. PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS ".. u CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS _ STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703.7.w. FIRE RESISTANT CONSTRUCTION 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" GYPSUM BOARD. R302.7. CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUPS SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION' PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE°"W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . ole� 4ZO 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 I PH: 321-802-3591 www.abdesigngroup.com ` AA #: 0003325 J ,49M"- 7, w lw I� z 6 U r� G I, I �F CREEKSIDE LOT #72 F �1 PROJECT# 04321.200 072R1 OIDEX. 4EHB "',"605- HAYDEN " RIGHT �g ?' AGE: GENERAL NOTES NZ ' [PH EXP. C t ARCHfTECT STATE OF FLORIDA DCT 1 7 2019 C.�QNDERSONI :AR NC a `1173 i5 I - Tit I 1T 10 14 19 �A / / SCALE: 1/4"=1'-0" SHEET , IN G t J`p` CONTROL DATE: 07120119 (CM) [4Y' J AROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM IWINTERI ICE BA IER FLOOD AIR MEAN SNOW DESIGN DESIGN UNDERTL ENT HAZARDS a FREEZING ANUAL SPEED TOPOGRAPHIC WEATHERING" FROST LINE TERMITE° j LOAD (MPI-I)' EFFECTSk CATAGORY° DEPtHb TEMP' iv"'EQUI Dn INDEX' TEMPI NA I60 C NA jNEGLIGA5LE I NA I VERY HEAVY 42 NA' SEE -SURVEY1 NA I NA FLAME, SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FBC R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN m" 0'-0" ACCORDANCE WITH SECTION FBC R302.10.I THROUGH FBC R302.105 4" 7'-41 -4'L 391_811 2l' -10" COVERED LANAI I I I ` I H B. 6068 S.G.D. (2) 3052-5H 0 2 -S 3052-SH EGRESS 12-1'-4" 0 DINING I BEDROOM #2 ROOM I e LIVING n e s cLG. FISE-EP1Cs TRUSS n 8'-8' CLG. I ROOM DOUBLE TOP PLATE 2x CONTINOUS STRESS i 8'-8' Cl-G. BLOCKING MID WALL SP4.32'O.-MAx tY _�'_ 3` 8 5'-8" 3'-S" 6'-10, 3'-8 9'-0" 2x STUD8 • 16' OZ. MAX, UDl1 Ql _ ;' T a G SUBPLoOR GLUED AND SCREWED AS PER I �{Q FASTNER SCHEDULE (Z) 2ID6S A IST FLOOR STUDS TO 2ND FLOOR STUDS I I I '- 61MPBON MSTA-36 • 32' Or— MAX Ell p I z�QIPOST II �PIE_rT FLOOR TRAS L'' - 1TU Il/ ILD O VIC II CIV a BATH #2 II a'-s' cLG a --- _ -------------- KITCHEN � ��.; � y I I C 8' CLG. Q 74-o DOI 01 F TOP PLATE 2x STUDS • I6. OG MAX, rr • _. 'n vAx 2x CONTINOUS STRESS SECURE BT. PLATE TO STUD W/15LOCKNG MID WALL SIMPBCIJ W4 aw or-MAXSECUR'_ BT. PLATE TO SLAB - W/Rj'9'ANICHORBOLTW/2' �0 2'-8" �� S'0" I ° ° 3-8 5'-4" 3'-4" 5-8" 3' WASHER T' EMBED. MIN.. 32' `� HEIGHT OF GARAGE OG. MAX, EPDXY NOT -_-- 2868 SC W.H. VARIER WITH SLOPE REQUIRED FOR EXPANSION .�. �, i -- pP f i STAIR DATA A 20 MIN. //P U L W eoPOe i REFi — Irv' RISER ® l54' �"''�� 3-SH i � i -- ARCH 15 TREADS a 1ID' Ai BOLLARD OND. PC===V ASREQ. - •' ' 4• CCW— REINFORCED W) •'X&' WL4XIJA - B PER BLDG.. ' W6F OR NOERMESH ON 6-MIL VAPOR -» CODE Z RETARDER ON I'm I-cON1PACTED CLE w AN II .. FILL- TERMITE TREATMENT TO BE U I'I ® BOR.A-CARS. E APPLIED AT FRAMIW (2) 9 R12AR ON 0"IRe GARAGE n III 2 STORY INT. WALL AT GARAGE FLEX Gllly FOYER A SCALE: m 3068 III W/12' III TRANS 2'-10" 6'_0" '-10" I° - nt� I I :, .I I:I r•1I�1 (2) 3052-SH I 10„ PORCH b 0 g1.61 CLG I � 16'-0' X 11-0' O.W. 1 If l r-------------- `�---------- ---- 7 — v 1771— 1:11.1 '74" ®'-0" ra a'.. ... 9 -�' 20' 4 18 -®" 21'-8" O ALLS t� s FIRST FLOOR PLAN SCALE: 1/4' = 1'-0' NOTE:2-STORY GYPSUM BOARD I ...: OPENINGS BETWEEN THE GARAGE E RESIDENCE SHALL BE a EQUIPPED WITH SOLID WOOD DOOR NOT LESS THAN 134' (35mm) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL pp I DOORS NOT LESS THAN 14b'(35mm) THICK, OR 20-MINUTE t� n FIRE -RATED DOORS f r € *' THE GARAGE SHALL BE SEPARATED FROM THE RESIpEN�E ITS ATTIC AREA BY NOT LESS THAN 1/2'(12.1mm) GYPSUM BOAMa APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE FWOMS W 0z AV HINR000S SHALL BE SEPARATED FROM ALL HABITABLE ROOMS B'f NOT LESS THAN %'(15.9mm) TYPE X GYPSUM BOARD OR EQUIVALENT UNDER STAIR PROTECTION: N= r ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, N,Ac i, fax �3 a - _, * UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED FIGURE ,2(7) SIDE WITH 1/�2 INCH GYPSUM BOARDS. FBCR 2011 (6TN ED.) 302.1 COMPONENT "NT AND CLADDING PRESSURE, ZONES IRi 15'_4" SQ.FT. CALL. S IST FLR, LIVING 2ND FLR LIVING 1104 1501 SQ. FT. SQ. FT. TOTAL LIVING GARAGE PORCH COVERED LANAI 2605 431 III 80 SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 3233, SQ. FT. A/C VOLUME 22403.2 GU. FT. •. . _ .. pot . .. m: . 1'.4 .' . •• t Ljj OPBfP AND TYPE DO FOOTAGE ZONE 100 MPH WIND M REMARKS MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING 21 5 32/-42 DR MIN. CRITERIA S.G.D. MIN. 14 5 30/-3l �1 CRITERIA 56 s 8010 O.H.D. 5 325/-38.0 } 160l0 O.H.D. 112 5 30.9/-34.4 SOFFIT N/A 5 I 31b/-38.8 a ROOF TILE N/A -6829/ IF 3 . -58.29 APPLICABLE BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED. (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. COMROL DATE 03/20/16 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA3290 PH: 321-802-3591 www.abdesigngroup.com AA # 00003325 I-17. 8e LOT: CREEKSIDE LOT #72 4 jROJECT# 04321.200 072RI .` MODEL: { 4EHB k Iv 99 9" 2005—HAYDEN' ,41 AGE SWING: RIGHT : �- =I� T`AGI IE r ' " FIRST FLOOR PLArd � n � yam_%z ARCHFECT• STATE OF FLORUA ,ZCT 17 2019 MI EL C. AiNDERSON AR NO 17305 DATE- 10/14/19 SCALE: 1 /4"= V — 0" 20 i'. aio L i A BAR -DETAIL ARCH DTL. B SCALE: I/2'=1'-0' 42' H. HALF WALL W/ CAP 3/4' TtG SUB FLOOR GLUED i SCREWED PER FASTENER SCHEDULE 10'-0 3/4' 2ND FIN. FLR. V-8' BRCS. HCsT. (2) LAYERS OF 3/4' PLYWOOD OR (2) LAYERS OF 3/4' SUB FLOOR MATERIAL RIPS FOR SOLID NAILING / SECURE TREADS TO STRINGER WK3)'8 3' SCREWS • EA STRINGER, UNTHREADED SHANK TO EXTEND BEYOND THICKNESS OF SUB -FLOOR SHEATHING � PRE-ENG'D FLOORING SYSTEM \ \ (SEE FLOOR \ FRAMING SHEET) \ /4' KICK NOTE \ PLATE I' MAX. STAIRS RISERS TO CONFORM TO FBCR 6TH \ \oSIVCs EDITION (2011) \ MIN. O MIN. TREAD=10' MAX. RISER-1 3/4' 3/16. STAIR DATA: MAX. VARIATION IN RISERS/TREADS 16R ®� r�q • \ r ADJACENT TO EACH OTHER 3/8' MAX, 15 TREADS A S T 0 R • \ a VARIATION IN ANY RISER/TREAD HANDRAIL 10'+ 1' NOSING CIRCULAR CROSS SECTION DIA. TO BE 1 1/4' w U +-1/4' OR PROVIDE EQUIVALENT GRASPABILITY WINDERS- MIN. 6' WIDE • 3-2x12 SYP STRINGER \ = Q NARROW END MIN. 11' WIDTH • 12' FROM REINFORCED W/2X4 SPF \ = z NARROW END 34' MIN. HANDRAIL HGT. W/CONT. BEAD OF f w NOTE: *ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2' GYPSUM BOARDS. FBCR 3021. SUB -FLOOR ADHESIVE PL-400 OR SIMILARE • \ U EA HORIZONTAL RUN 1 SECURE STRINGER O.C. \ \ STAIR SECTION C '^\ M11 Fi`"w W IIVG MASONRY NAILS a 2X4 P.T. SLEEPER INTO SLAB WITHIN 8' OF EACH END, 32' O.G. MAX. AHU 42' H. 1/2 WALL W/ CAP HANDRAIL a 36' W/ 2X4 RE-INFOR THE CLEAR SPACE BETWEEN THE HANDRAIL AND THE WALL SHALL BE NO LESS THAN 1 1/211 AS PER FBCR R311.18.2 NOTE: HANDRAIL ENDS SHALL BE RETURNED TO THE WALL OR TERMINATE INTO A NEWEL POST. NOTE: I. HANDRAILS SHALL HAVE EITHER A CIRCULAR CROSS SECTION WITH A DIAMETER OF la"± 2" OR A NONCIRCULAR CROSS SECTION WITH A PERIMETER DIMENSION OF AT LEAST 4" BUT NOT MORE THAN (o 1/4" AND A LARGEST CROSS SECTION DIMENSION NOT EXCEEDING 2 1/4'. EDGES SHALL HAVE A MINIMUM RADIUS OF 1/5". 2. THIS RAILING SYSTEM IS DESIGNED TO RESIST ,A LOAD OF 50 PLF FOR A CONCENTRATED LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AT THE TOP OF SUCH BARRIERS AT ANY LOCATION ON THE SAFEGUARD, WHICHEVER CONDITION PRODUCES THE MAXIMUM STRESSES- PER SECTION 160-1B.1 / F.B.G. 201-1 HANDRAIL SECTION 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 y �I U w >� w 0. W q "4 SETA 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SUITING: RIGHT PAGE: FLOOR PLAN SECTIONS DETAILS 60 MPH EXP. C ARCHrrECT: STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 0 rscaar a DATE- 10 14 19 SCALE: 1/4"=1'-0" 34HEET AI A 2'-4" 1-4111 3052-SH, G' -MC CC BEDROOM 4 �1 1 V '/ --- W.c. o 4'-41, 3' 0" 2 -411 BEDROOM #3 8'-81 CLG. r EGRESS (2) 3052 I UPSTAIRS LIVVING SI rl r.LG. I W.I.C. 8'-81 CLG.1 ATTIC: I I °� WGCESS i I — rn omcm ®�:=1 1� 2 F6YAW ; i� W.LC. 8'-81 CLG. I t LINE OF IST I -_ FLOOR BELOW J TEMF ----- ------ — — — ------- 10 0" S'-0" 5'-4" 13'-4" 2'-4" 2'-4' 8'-0" 18'-01 391- S lI ffl�%3Y 2'-t311 3052 -SH BEDROOM #5 8'-81 CLG. c �4'-2' G "..- 6'_61 OFT. ii ffT 0. u1 W. i OWNER'S SUITE 8'-8' CLG. 14'-0" 3052-SH EGRESS 7-4° SECOND FLOOR PLAN SCALE: 1/4 = 1'-0' 3052 -SH EGRESS 71_01 13' N r FrrRrrn w y U W 13 F 0. w 4 F A ti SUBDIV. & LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: SECOND FLOOR PLAN 60 MPH EXP. i ARCHrmcT- STATE OF FLORIDA V),--L- OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 PRINT 10 14 /19 DATE• / SCALE: 1/4"=1'-0" SHEET A 2 SHINGLE FYPON " DECORATIVE VE SHUTTER OR EQUIVALENT 2ND-1 LR. BRCx. 1-4GT. FYPON BKTI IXI1 OR EQUIVALENT 6' RAISED I I 6' RAISED BAND (TYR) I I 12 7 BAND 0' 0 3/4,'r�10'-0 3/4" 2ND FIN. FLR. I ''2ND FIN. FLR- 8 _ �__ _ �8'-8" CLG. HGT. 3 ENTJ✓� OPT. COACH 45 I I A I �� 4' RAISED TYP. I I 0 BAND (TYP.) I 8' RAISED BAND (TYR) I 0 -0" FIN. FLR,r, I — I5'-8" 2ND FLIP, _ SRG. HGT. I i I i I ' I I 10'-0 3/4 2ND FIN. FLR./BRCs. HGT_ 8'-8" CLG. HGT.r I 4B i A I TYP. ' I j 0'-0" FIN. FLR. II� I1� FRONT ELEVATION FLASHING AS PER FBCR R103.4 OFF RIDGE VENT Ia r H 12 _ — _ — _ — _ — — — _ — _ — — — II II� CL k I I I I I I 4B I I A I I I TYP_ -----------------I R EAR ELEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH LIGHT m 0 -- _ 60'-0" FIN. FLR. _ 18 -8 2ND FLR. BRG. HGT. r 3/1' 2ND FLR. FIN. FLR./BRG. HGT. _ 8'-8" CLG. HGT. oO'-O" FIN. FLR. MODEL 2605- HAYDEN -4EHB (2-Story) j AREA OF ATTIC = 1541 SQ_ FT. NETFREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 1541 /300 = 5.14 SQ. FT. 5.14 = 739.68 SQ. IN. MIN. REQUIRED VENTILATION = .4X 739.68 IN UPPER PORTION OF ATTIC = 295.872 SQ. IN. (BALANCETO BE PROVIDED IN SOFFIT VENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT (net free area) TOTAL# OF VENTS REQUI RED = 2.14 TOTAL tt OF VENTS PROVIDED = 3 SOFFIT VENTILATION AREA 7 SQ, IN.PERLINEAR FT(net free area) LINEAR FEET OF SOFFIT REQUIRI 42.27 551 S. APOLLO BLVD., SUITE 202 IELBOURNE, FLORIDA3290J PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 El r� W h x k � I h G k+ r4 61 " N� +I E s I I[ tE ty h Poi I'y M1 4EEt'' e k 6' I xf SUEO11� 8e LOT: a g� CREEKSIDE LOT #72 ,PROJECT ROJECT 04321.200/072R1 MODEL: ` 4EHB "2605—HAYDEN" ,GARAGE S WMG: RIGHT .GE: FRONT & 4 REAR ELEVATION "H" r u MPH EXP. C .S µ ARCHPT�CT �r t STATE OF FLORIDA MIN. ,'HA .:L AR WY) 1911305 DATE: 10/14/19 1. SCALE: 1 /4"=1' — O" SHEET o IS'-S" 2ND FLR.h 10'-0 3/4' 2ND FLIR FIN. FLRJSRCz. HCsT_ 8'-8' GLa. H4GT_� i 0'-0" FIN. FLR. - I,&'-8" 2ND FLR. BRCS. HGT. 10'-0 3/4' 2ND FLR: FIN. FLR — 8 -8 RS. HGT. _ P ENTRY 0 -0 IFIN.110 FLR LEFT h"LEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH RIGHT ELEVATION SGALE: 1/4 = I'-0' TEXTURED FINISH DOLLN 10ON I-t OR %LENT 2ND FLR. HCsT. 3/4" 2ND FLR. LR/5RG. HGT. 5RG. HGT. TRY " FIN. FLR. ® ■ 551 S. APOLLO BLVD., SUITE 202 MELBOURNE,, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com 0003325 �. V 4 : Lu uj f' N cQ a N �' fm CREEKSIDE LOT #72 PROJECT# 04321.200 072Rl 1%0L: 4EHB ' "2605-HAYDEN" aARAGE SWING: �I RIGHT RIGHT & LEFT ELEVATION "H" 60 MPH EXP. ANC'e-1I T IEOT STATE OF FLORID,, OCT 17 2019 _ MICHAEL C. ANCtERSON AR NO 17305 DATE- 10 14 19 SCALE: 1/4"=1'-0" 17TEET FBI\\ =IAIIl ■ ELECTRICAL LEGEND SYMBOL DEFINITION NOTES 125V OUTLET 20 AMP SINGLE POLE 110V OUTLET 110V OUTLET 0OF OUTLET WILD TO SWITCH 110V OUTLET EQUII-IGFI INTERU D W/GRJD NTERUPTER (TAMPERER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION I, WP EXT. WATERPROOF GROUND FAULT GFI OUTLET INTERRUPTER SWITCH SWITCH 3-WAY OF ER. I I' SWITCH 4-WAY OPER �34 WALL MOUNTED V. LIGHT CEILING LIGHT O LED GLG LIGHT O VP VAPOR PROOF LIGHT O RECESSED CAN _.n. .. SCONCE RE W VENT. FAN 1 CR`1 PER SQ FT. VENT. FAN W/LIGHT I OR'1 PER SQ. FT. VANITY LIGHT FIXTURE (SPEG'S TBD BY BUILDER) 4'X2' FLUORESCENT WRAP LIGHT AROUND AROUND 1_._. g (RECESSED) {{ � TIC 4'X1' FLUORESCENT 2-BI11-B WRAP �'fl LIGHT AROUND !SURFACE MNT.) 2' FLUORESCENT 4' FLUORESCENT ppp 4' TRACK LIGHT PANEL METER SMOKE DETECTOR W1 HARDWIREUP WALL MOUNTED BATT. BACK-UP SD. SMOKE DETECTOR W/ HARDWIRE 9/GOB CARBON MONOXI SMOI� DETECTOR BATT. BACK-UP W/ HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE C421OF NOT LESS THEN 4' FROM WALL 'I I PENDANT LIGHT L� NATURAL GAS OUTLET i ;TELEPHONE JACK i -1, WAVER HEATER IGNITION SOURCE I DISCONNECT TO BE ELEVATED A/ AIR CONDITIONING DISCONNECT TV TELEVISION JACK CEILING BOX REQUIRED O J-BOX TO BE SUPPORTED IN ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX REQUIRED TO BE SUPPORTED IN CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' INCANDESCENT LIGHT STRIP nn® 36' INCANDESCENT LIGHT STRIP nnnnnnnn ® 48' INCANDESCENT LIGHT STRIP _ FLOOD LIGHT OPT. SECURITY KP. - KEYPAD P8- PUSH-BUTTON FOR CHIMES USB PORT • LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER F'RE-CONSTRUCTION. MEETING. • ALL 15 4 20 AMP BRANCH. CIRCUITS TO BE ARCS FAJLT PROTECTED PER ELECTRICAL PROVISIONS OF FBGR 6TH EDITION (2011 4 NEC 21012 2014 EDITIONL • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI a ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MIBO13 E=19 6TH EDITION (2011). • LAUNDRYROOM RECEPTACLE SHALL BE GROUND - FAULT CIRCWT-INTERRUPTER,PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NONMETALLIC CABLE PER ELECTRICAL PROVISIONS OF MOOR 6TH ED (2011). • ALL WOW TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6TH ED (2gi1) • al I I AMPS SHALL BE SELECTED BY BUILDER AND 15% OF LIGHTING MUST BE ESERG=Y EFFICIENT TYPE PER par- ENERGY CONSERVATION (RESIDENTIAL ENERGY FFFICIfiNr-Y) 21211 6th EDITION 9404.1 n F FT I I COVERED _,LANAI CEILING MTD• LIGHT TO i3E INSTALLED, UP I PROVIDEGFI OPT. FAN \ J-BOX FOR \ 11-11 PRE -WIRED DINING LIVING CLG FAN ROOM ROOM PRE -WIRED I- 45 CLG FAN BDRM. #2 i I , L -- L SWITCH IN , CABINET / ��-------- OUTLET _ /TO 2ND FL. LU R DWI SWITCH S/ O q KITCHEN - BATH #2 III �L r I I I I I I I J FI 1 t TOR 1 �� c'W , T PAN. `\ �,. ( WH 1 �' --- - t UFI • 44 CsFI a 44 S. FOR Ar-A A.F.F. GARAGE OPC GFI I S%CO i DOOR /5OLLARP\�OND. - - 1 AS REQ. � t PER HLDG. / ` \ CODI= rpm FLEX ,/ i a 14111 K.EY LESS FIXTURE /� U4 METER PRE -WIRED FOYER GFI 11 z VERIpD GLG FAN I GARAGE LOC. I DOOR PREWIRE `, L -U �� GARAGE IRRIGATION .B: FOR 1 CHIMES \ �> \ Li L I� L PORCH OPT)COACH LIGHT FIRST FLOOR ELECTRICAL PLAN SCALE: 1/4' = 1'-0' ----.-----__\ I = I LED LIGHTING SINGLE LAV. BATH" 2 OUTLET 45' APP. Will Panel MAIN -A PANEL:. 8/16 wp crt. breaker VOLTAGE: 120/240 V-1Ph MAIN: 150 Amp M.C.B FEEDER: 341 Cu THWN & 1-#6 Cu (G) in 1 12" C. OR 3-#2i0 AL THWN & 146 Cu (G) in 11/2" C. Wire Pole Bkr Description Watts Circuit 1 Circuit Watts Description Bkr Pole Wire #12 1 20 1 Exterior Receptacle GFI for TUG 1200 1 2 Space #12 2 20 Irrigation Pump .. 1000 3 4 Space 5 6 6240 A/C C.U. 40 2 - #8 SPace 7 8 PANEL -A PAN E142 crt. breaker VOLTAGE: 120/ 240 V -1Ph MAIN: 150Amp M.L.O. FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1/2 C. OR 3- #2/0 AL THWN & 1- #6 Cu (G) in 1 1/2 C. Wire Pole Bkr Description Watts Circuit Circuit 2 Watts Description Bkr Pole Wire # 12 # 12 1 1 20 20 Small Appliance 1500 1800 1 8000 Range 50 2 #6 Microwme / Hood GFI #12 1 20 Small Appliance 1500 5 6 4500 Water Heater 25 2 #10 #12 1 20 Refrigerator - 1500 7 8 # 12 1 20 Dining Receptacles AFCI 1500 9 10 1200 Disposal GFI 20 1 - #12 #12 1 20 IBath GFI Receptacles 1200 11 12 1500 Dishwasher GFI 20 1 #12 #14 1 15 Foyer/ Flex /Hall AFCI 900 13 14 5000 Dryer GFI 30 2 #10 #14 1 15 1-Nng Rm, Lane!, Kitchen, bin. Us AFCI 900 15 16 Space 17 1500 Washer GFI 20 1 #12 #14 1 15 SD & C/O AFCI 900 19 1000 Garage Door Opener GFI. 20 1 #12 1 15 Space Bedroom #2 / Bathroom #2 AFCI 21 23 1200 Garage Us & Receptacles GFI 20 1 #12#14 900 r22 900 Owners Suite AFCI 15 1 #14 #14 1 15 Bedroom #3 AFCI 900 25 900 Owners Bathroom AFCI 15 1 #14 #14 #12 1 1 -15 20 Bedroom#4/Opt. Bed#5&#6/Opt. Loft AFCI 900 27 1200 1000 2nd Floor Hall/STO 2hd FL Liv./Laun. AFCI 20 1 #12 #12 Exterior Lights and Recept GFI 1000 28 Irrigation controls Only. 20 1 Space 31 32 Space Space 33 34 Space Space 35 36. Space Space 37 38 Space #8 2 35 A/C A.H.U. (Heater 5 KVA at 65%) 5525 39 40 Space 41 42 Space Load subject to demand factor calculations / line 17600 2%500 Lo@d subject to demand factor calculations / line Demand Factor Calculations: ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER Total load subject to demand factor 45500 First 10000 watts at 100% 10000 Remaining watts at 40% 14200 Total A/C load 11765 LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD I Total Connected Load Watts 35965 Total Amps (watts/ 240 volts) 149.9 150 AMP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS 844ALL COMPLY WITH ELECTRICAL PROVISIONS OF THE POOR 6tH EDITION (201-0 LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS NOTED OTHERWISE. POWER COMPA TRANSFORMER GRADE PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY ELECTRICAL SERVICE. PROVIDE 34I COPPER (CU) IN 1-1/2" DIA SCHEDULE 00 PVC CONDUIT OR PROVIDE 3 0210 ALUMINUM (AL) IN 2" DIA SCHEDULE 00 PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. PROVIDE 342/0 CU, THWN • 1% OU IN 2' CONDUIT OR 3 '4/0 AL, THWN • 1% CU IN 2' CONDUIT. (CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.) COMBINATION SERVICE DISCONNECT SWITCH AND M ELECTRIC METER IN NEMA 3R ENCLOSURE 150ARP MCB TELEPHONE SERVICE ENTRANCE E=IPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS 150 AMP D/240 VOLT I PHASE MLO PANEL CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT 1 *4 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR &tH EDITION (2011). 5/8" DIA X 8 FT LONG COPPER CLAD GROUND ROD 551 S. APOLLO BLVD.., SUITE 202 MELBOURNE, FLORIDA32901 PH: 321-802-3591 Vvww.abd esi grigrou p.corri AA #: 0003325 °I VA a tQ w W rv" 9 0. r4 Q � t r' m� kP n ( ' i Wo W t� W t' 4 : r1 SBDI°V'. CREEKSIDE 1 LOT #72 a ROJECT# �+ 04321.200 072R1 MODEL• 4EHB U "2605—HAYDEN" QARAQE SWING: RIGHT ka E FIRST FLOOR N ELECTRICAL PLAN 160 MPH FBI'^ AHCH OTC STATE OF FLORIDA ")CT 17 2019 Mill PRINT 10 14 19 131 / / SCALE: 1/4"=1'-0" 1 SHEET E1 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F NA W D3 U W ti F c V v] W 4 F A SVBDIV. & LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL 4EHB "2605—HAYDEN" GARAGE swlNc: RIGHT PAGE: SECOND FLOOR ELECTRICAL PLAN 160 MPH EXP. JC ARCHrrECT STATE OF FLORIDA OCT 17 2019 AR NO 17305 T 14 10 19 / / FEC7,01AE: 1/4"=V-0] SHEET E 2 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F r 7 a O F 0. 214 h W C F A rr ti iQYiiSS`� i56,. SURDIV. �C " v� CREEKSIDE u LOT #72 PROJECT* j 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: PLUMBING k PLANS 60 MPH EXP. ARCHrrECT. STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 PRINT 14 10 19 DATE: / / SCALE: 1/4"=1'-0" SHEET p1 f 10X6 4' --- 120 CFM FM 4 I L FLEX 10 12Xa GARAGE _ PASS THRU FOYER lU i u u�- i II u JI PORCH FIRST FLOOR HVAC PLAN SCALE. 1/4 = V-0' R—VALUE SCHEDULE FLOOR SLA5 ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WD - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 HA) -DEN EQUIPMENT SCHEDULE 4 TONS MFG CARRIER G.U. 25H5C548As030@ A.H.U. FX4DN(5,F)049L HEAT 5 KW SEER 15 SEER TOTAL GAP 4-1500 ELECTRIC 208/230/I0H SRKR C.U.40 A.1-41135 REF LINES -7/81, d 3/81, ?w' x ca U rq W F. CIO W a P. F A { CREEK:SIDE LOT #72 i PROJECT# 04321.200 072R1 IO EI : 4EHB "2605-HAYDEN" GARAGE SWING: el z, RIGHT' PAGE: FIRST FLOOR HVAC PLAN 160 MPH EXP. C (PRINT 19 10 14 DATE: / / SCALE: 1/4"=1' — 0" SHEET I�,a w 23 U O F ti Cai W 4 NE- 4 E: ti SIUBDIV. 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL• 4EHB 2605- HAYDEN" GARAGE SWING: RIGHT PAGE: SECOND FLOOR HVAC PLAN 60 MPH EXP. Cl DATE 10/14/19 SCALE: 1/4"=1'-0" SHEET M2 PER FLR PLAN 1/2' CLG. 1/2, DRYWALL SECURE BT. PLATE TO SLAB W/ 10d MASONRY NAIL e 32' O.G. MAX 0'-0' FIN. FLR. nfv Tito al ATG 1SS 2x4 WOOD STUDS 624' O.G. SLAE NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16 " O.C. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O.G. TYP. INT. WALL (NON-BRG. SCALE: 3/4' = I'-O' FIBERGLASS SHINGLES OVER +'30 FELT PAPER OR. SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON a''O.S.B. SHEATHINGS OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRU65- MTL. DRIP EDGE - 2x FASCIA PER — ELEVATIONS VENTED SOFFIT — 1/2' THICK, 2 COAT PORTLAND-J� CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FLR 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD PER ELE VAT I ON _ SEE ENERGY CODE FORMS Fc IN R—VALUES REFERENCE STRUCTURAL I 0" PER ELEVATION TYP- - o-N- \ �R-4.1 INSULATION / n WINDOW AT"i ACHMENT SP PER MANUFACTURES SPECIFICATIONS / STRUCTURAL Ix2 P.T. FURRING— STRIPS ®24' O.G. 8' GMU 1/2' GYP. WL. BD.— WOOD BASE f 5' DIA. SLEEVE, DO NOT CUT BOND BEAM - SOLID GROUT W/ CU- "5 (2) COURSE DO NOT CUT THE BOND BEAM REBARS 2A— PIPE THROUGH BOND BEAM D1 SCALE:3/4'=1'-O' FIBERGLASS SHINGLES OVER *30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R505.1.1 ON 116' O.S.B. SHEATHING: OR i' CDX PLYWOOD SECURED PER FASTENER SCHEDULE —REFERENCE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY I� I n W/ WINDOW OPENING TYP. WALL SECTION `' � NO OPENING NOTE: PER SECTION 905.1.1 — FOR ROOF SLOPES 2:12 TO LESS THAN 4:12, A 5 1-STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM D1 SCALE: 3/4'=I'—O' 15 REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT 15 PERMITTED BUT MUST BE PER A5TM D226 TYPE [1, ASTM D 4B69 TYPE Iv, OR ASTM D 675-1 CAULK AND SEAL GAS LNE I k PVC SLEEVE FOR GAS LINE IQ' GYP. UL. BD. WOOD BASE 2B GAS LINE THRU BLOCK D 1 SCALE: FIB LASS SHINGLES OVER 0 30 LT PAPER OR SYNTH IC PRODUCT, INSTALLED R SECTION R905.1.1 �' O.'51 SHEATHING O ' COX PLYWOOD SECURE PER FASTENER SCHE E MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE—ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLR,L 8' CMU — 1-0' TYP. o-N. 1/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL TRACK BRACKETS - FASTENED TO WOOD JAMB PER PRODUCT GALV. STEEL -- APPROVAL REa VERTICAL TRACK 1' MIN. BY MAUF. SLIDE FASTENED TO BRACKETS ROOM W/ PRODUCT APPROVAL REQ. CORNER BEAD a, CMU SEE STRUCTURAL FOR REINFORCEMENT 2xFi P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL ISO. SEALANT BACKER ROD WEATHER STRIP MOULDING ALL AROUND (BY DOOR MANUF.) OVERHEAD DOOR BY OTHERS 3 ) GARAGE DOOR JAMBS D1 SCALE: 11/2"=1'—O' 2x BLOCKING BETWEEN TRUSSES PER STRUCTURAL DETAILS —\ -STIFFBACK AT ALL UPRIGHTS — PER STRUCTURAL DETAILS -PRE-ENG WO. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED PER STRUCTURAL DETAILS SEE ENERGY CODE FORMS FOR - INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM BOARD OR 1/2'— HIGH STRENGTH CLG. BOARD R-4.1 INSULATION WINDOW ATTACHI' ix2 P.TNkI STRIPS 1/2' GYP. W� B. FI53~RGLASS SHINGLES OVER N30 FELT PAP OR SYNTHETIC PRODU , INSTALLED PER CTION R92a5.1.1 ON .5.5. SHEATHING J' CDX PLYWOOD EGURED PER I'-0 FASTEN SCHEDULE TYP. MTL. RIP EDGE 2 ASCIA PER EVATIONS VENTED SOFFIT PRE—ENG. GABLE TRUSS WEEP SCREED —2x P.T. SECURED PER STRUCTURAL DETAILS A W WINDOW PENING B TYP. WALL SECTION NO OP NG �1-STORY GABLE BLOCK WALL SCALE: 3/4' = I' -O' 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY t0 MASONRY CMU 0'-0' FIN. FLR 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www. abdesigngroup.com AA #: 0003325 h w U w F 0. D3 W 4 F q x ti SLJBDIV. 8o LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: DETAILS �60 MPH a C ARCHrrECT- STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO T7305 PRINT DATE- 10 14 19 SCALE: 1 /4"=1' — 0" SHEET 1) 1 FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON J' 0-9.8. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG WD.TRUSS- 24' O.C. MAX. METAL DRIP EDGE--` 2x FASCIA PER - ELEVATIONS VENTED — SOFFIT REFERENCE - STRUCTURAL 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY IX2 FIRE -STOP SEE STRUCTURAL IX2 FIRE -STOP 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY IX2 FIRE -STOP O.H. H Q w w w w (L ly E LEVATION R-30 INSULATION PER ENERGY CODE FORM. 5/8' GYPSUM BOARD OR In' HIGH STRENGTH CLG- BOARD Ix2 FIRE -STOP -R-4.1 INSUL. WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS STRUCTURAL 3/4' T 4 G SUBFLOOR GLUED AND NAILED AS PER NAILING SCHEDULE �MEV_AT_ION ER LEVATION FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON J' O.S.B. SHEATHING OR }' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG WD.TRUSS — 24' O.G. MAX. METAL DRIP EDGE) 2x FASCIA ELEVATIONS VENTED—� SOFFIT REFERENCE STRUCTURAL 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY IX2 FIRE -STOP SEE STRUCTURAL 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD LEVATION IX2 FIRE -STOP R-4.1 INSUL. WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING STRIPS a 24' O.G. 8' CMU 1/2' GYP. WL. BD. WOOD BASE 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 1X2 FIRE -STOP si GRp,Ai: SINE , R-30 INSULATION PER ENERGY CODE FORM. 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD Ix2 FIRE -STOP 4.1 INSUL. 3/4' T 4 G SUBFLOOR GLUED AND NAILED AS PER NAILING 0m SCHEDULE L w w m *LPE�I_ATION R LE VAf1ON 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD R-4.1 INSUL. Ix2 P.T. FURRING STRIPS ,111) 24' O.G. 8' CMU 1/2' GYP. WL. BD. WOOD BASE ti W/ WINDOW OPENING n WITHOUT WINDOW OPENING 2-STORY FIRST FLOOR BLOCK SECOND FLOOR BLOCK 551 S. APOLLO BLVD., SUITE 202 MELBOURNE. FLORIDA32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 E w U w 4 4 a G W Q Ewr Q E ti BUBDIV. 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072RI MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: DETAILS U MPH EXP. JC ARCHrrECT-. STATE OF FLORIDA k4At__� OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 =3RI 10/14/19 S CALF: 1 /4"=1' — 0" SHEET D2 SCALE: 3/4' =1' -0' SECURE 2x6 MIN. TO BLK W/ (2)AIX8' A -BOLTS 4' EMBEDMENT MIN. W/ 21XVA WASHER AND NUT SPACED EVENLY FROM FLOOR T( GARAGE DOOR H I'�I IN�PRIOR TO FILL( ■m 'SECURE 2x4 ONE FLAT TO BLK W/ GUT NAILS. SIDES: 2X6 GARAGE DOOR BUCK W/ (5) J51XBF A -BOLTS 4' EMBEDMENT MIN. W/ 21X21X16 WASHER AND NUT SPACED EVENLY FROM FLOOR TO GARAGE DOOR HDR IN JOINTS PRIOR TO FILLING. 1-2X6 PT BLOCK • CENTER OF DOOR HEADER W/(1)Y1'XS' J-BOLTS 4' EMBEDMENT W/ 2'X21X1%' WASHER AND NUT. E -' (NOTES: I J ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERI SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 1 BUCK ATTACHMENT D3 1 ScAi-r, W-P-®, 2X4= 2X4= SECURE TO BLOCK W/ 3f6' 2X4= SECURE TO BLOCK W/)/4'TAPCONS (MIN. SHANK SIZE SECURE TO BLOCK W/ W% TAPCONS(MIN. SHANK SIZE .145 TAPGON5 MIN. HEAD SIZE 300 (MIN- SHANK 51ZE .145 .145 MIN. HEAP SIZE 300 8' GMU MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4) MIN. EMBEDMENT I Y4') NOTE: STRUCTURAL 2X lV DRYWALL 16" O.G. MAX SPACING. NOTE: STRUCTURAL 2X WITHIN B' OF EACH END 4 NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 N OUTSIDE 4 1'X4" OR 1'X2' P.T. NAILER 2X6 MUST BE ON OUTSIDE 4 18' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 18 O.G. MAX SPACING. SECURED ROUGH lx4 P.T. OR 5/4'X4' MIN. SECURE TO BLOCK W/2- 6' SECURED THROUGH NON-STRUCTURAL 3�i6' 2X6om SECURED THROUGH 2X6:® SECURE 3♦ NON-STRUCTURAL 6 SECURE tHRU FRAME 4 TAPCONS TAPCON MIN- 1-Y4 SECURE TO BLOCK W/2-3if6' NON-STRUCTURAL WW TO BLOCK W/1-1/4 TAPCON5(MIN. SHANK SIZE TAPCON MIN. 1-Y4' EXTEND 1-Y4' INTO BLOCK (MIN. SHANK SIZE -145 EMBEDMENT INTO BLOCK. TAPCONS TAPCON MIN. I-Y4' EMBEDMENT INTO BLOCK -145 EMBEDMENT INTO BLOCK. W/ 3X,&' TAPCONS MIN. HEAD SIZE .300 8 GMU (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 ❑ (MIN. SHANK SIZE .145 MIN. EMBEDMENT I Y4') Yz DRYWALL MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT I Y4') „ 8 CMU MIN. HEAP SIZE 300 WITHIN 8 OF EACH END 4 MIN. EMBEDMENT 1 Y4) 'DRYWALL WITHIN 8' OF EACH END 4 �i" DRYWALL MIN. EMBEDMENT I-Y4 ' WITHIN 8 OF EACH END 4 18' O.G. MAX SPACING. 2X8:® ❑ TI'X4'OR VX2' P.T. NAILER WITHIN 8' OF EACH END 4 18 O.G. MAX SPACING. 1'X4 OR I X2 P.T. NAILER 18 O.G. MAX SPACING. ❑ 1'X4' OR I'X2" P.T. NAILER 2X8cm 2X8 18' O.G. MAX SPACING SECURE TO BLOCK W/2-346' N6' OS$.:+C 4' MIN. SECURE TO BLOCK W/1-1/4 ' Xb' O.SB. TAPCONS SECURE TO BLOCK W/2-Wib' X 4' MIN. DOOR CASING (MIN- SHANK SIZE .145 DOOR CASING TAPCONS DOOR CASING TAPCONS (MIN. SHANK SIZE POOR CASING DOOR JAMB OR WINDOW MIN. HEAD SIZE 300 MIN. I Y4') DOOR JAMB OR WINDOW (MIN. SHANK SIZE .145 MIN. HEAP SIZE 300 .145 MIN. HEAD SIZE 300 ATTACH TO 2X PER EMBEDMENT WITHIN 8 OF EACH END 4 ATTACH t� 2X PER DOOR JAMB OR WINDOW MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW MANUFACTURES DETAILS. 18 O.G. MAX SPACING. MANUFACT'URES DETAILS. WITHIN 5" OF EACH 4 ATTACH t0 2X PER WITHIN 8' OF EACH END 4 ATTACH 70 2X PER NOTE: SHIM AS NEEDED TO PLUMB JAMB NOTE: SHIM AS NEEDED TO PLUMB JAMB IVO.C. MAX SPACING. MANUFACTURES DETAILS- 18 O.C. MAX SPACING. MANUFACTURES DETAILS. (DO NOT EXCEED Y4') (DO NOT EXCEED Y4') NOTE, Swim AS NmPED To PLAAt81 JAm (oo NOT Do=p )s') NOTE. 84r A8 WM= TO PU M JAM (PO NOT r=MP V) DOOR JAMB TO BLOCK +3/4 OR +5/4 DOOR JAMB TO BLOCK +1-15//16" DOOR JAMB TO BLOCK +T DOOR JAMB TO BLACK +3-7/16" A WINDOW TO BLACK +3/4 OR +5/4 C WINDOW TO BLACK +1-15/16" — E WINDOW TO BLACK +3" G WINDOW TO BLACK +3-7/16" SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. 2X4= 2X4: ® 2X4:® SECURE TO BLOCK W/ 2X4:m SECURE TO BLOCK W/ Wg, SECURE TO BLOCK W/ W,&' TAPGON5 SECURE TO BLOCK W/Y4' TAPCONS OR TAPCONS (MIN. SHANK SIZE .145 TAPCONS (MIN. SHANK SIZE .145 (MIN. SHANK SIZE -145 MIN. HEAD SIZE 300 (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4 ) MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X MIN. EMBEDMENT I V4') WITHIN 8' OF EACH END 4 WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X IS" O.G. MAX SPACING. MUST BE ON OUTSIDE 4 WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.C. MAX SPACING. 15' O.G. MAX 5PACING. MUST BE ON OUTSIDE. 4 2X6:® SECURED THROUGH 18' O.C. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® 2XScm SECURED THROUGH SECURE TO BLOCK W/2-%' NON-STRUCTURAL W6' 2X6mm SECURED THROUGH SECURE TO BLOCK W/2-3f,& SECURE TO BLOCK W/2-%.' NON-STRUCTURAL 3r6' TAPCONS(MIN. SHANK SIZE TAPCON MIN. 1-Y4" SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL -%` TAPCONSCMIN. SHANK SIRE TAPCONS MIN. 145 EMBEDMENT INTO BLOCK TAPCONS TAPCON MIN. I-Y4 EMBEDMENT INTO BLOCK. .145 (MIN. SHANK SIZE .145 IN.SHANK EMBETAPCDMENT INTO EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN- HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') 8 GMU MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 DRYWALL MIN. EMBEDMENT 1 Y4') 8' GMU WITHIN 8' OF EACH END 4 8 GMU �� WITHIN 8 OF EACH END 4 8' GMU V 18' O.G. MAX SPACING. I'X4' OR I'X2" P.T.NAILER WITHIN 8' OF EACH END 4 , DRYWALL 18' O.G. MAX SPACING. J�" DRYWALL 18 OC. MAX SPACING. DRYWALL I'X4' OR I'X2' P.T. NAILER 2X8:® 2ND 2X SECURE TO 18 OG. MAX SPACING. 1'X4' OR I'X2' P.T. NAILER ❑ 2X8:® 1'X4' OR 1' P.T. NAILER ❑ DOOR CASING SECURE TO BLOCK W/2-%' TAPCONS(MIN. SHANK SIZE r,,,5TRUCTURALMEMBER 2X8csm SECURE TO BLOCK W/1-1/4' P.T. X 4' MIN. SECURE TO BLOCK W/2-V 1N DOOR CASING SECURE SECURE t0 BLOCK W/2-3i(6' 145 /(2)12d WITHIN 8' OF EACH TAPCONS DOOR CASING TAPCONS TAPCONS (MIN. SHANK SIZE MIN. HEAD SIZE 300 ND 4 6' TO 8° O.C. MAX (MIN. SHANK SIZE .145 (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT 1 Y4') OOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Ya')7w ATTACH TO 2X PER MIN. EMBEDMENT I Y4') ATTACH TO 2X PER WITHIN 8" OF EACH END 4 18' O.G. MAX SPACING. DOOR JAMB OR WINDOW ATTACH TO 2X PER MIN. EMBEDMENT 1 Y4') OOR JAMB OR WINDOW DTTACH WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. WITHIN 8" OF EACH END 4 MANUFACTURES DETAILS. MANUFACTURES DETAILS. WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. TO 2X PER 18' O.G. MAX SPACING- IV D.C. MAX SPACING./4 MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') NOTE: SHIM AS NEEDED TO PLUMB JAMB (DG NOT EXCEED Y4') NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-1/2" DOOR JAMB TO BLOCK +2 1/4" DOOR JAMB TO BLOCK +3" DOOR JAMB TO BLOCK +3 3/4" WINDOW B TO BLOCK +1-1 2 WINDOW TO BLOCK +2 1/4TO BLOCK +2 1/4" F' WINDOW TO BLOCK +T i1 WINDOW TO BLOCK +3 3/4" 11 SCALE: N.T.S. SCALE: N.T.S. SCALE: N.-I SCALE: N.T.S. 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 Iu W DI 0 F U r F A ti SVBDIV. 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. C ARCHfTECT: STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON iIIIN AR NO 17305 oi PRINT 10 14 19 DATE: SCALE: 1/4"=1'—O" SHEET D3 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 N 113 U W 4 U4 �F y A I A� g' t' SUBDIV. & LOT: i$ CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 DEz+ 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. JC ARCHITECT TATE OF FLORIDA OCT 17219 MICHAEL C. ANDERSONk N AR NO 17305 DATE 10/14/19 SCALE: 1/4"=1'-0" SHEET LEGEND DRAINAGE PLANE (WRS LATER #1, STUCCO WRAP) WRB LAYER *2 (FORTIFIBER 5UILDING PAPER) METAL LATH ;Q0�� X—X—X—X WOOD SHEATHINCx OR 1/16" ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) SELF-ADHESIVE FLASHING - - --- NOTE: METAL LATH: LATH TO BE PER SECTION R-103.1.1 / ASTM C-84-1-mc3, MIN. 2.5 LBS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) STUCCO FINISH 6' SELF ADHESIVE OVER TOP E SIDES SELF FLASHING UNIT PREMANUF- DRYER VENT GAP (SET IN CONT. SEALANT) SEALANT 8 TOP E SIDES 6B DRYER VENT (BLOCK) BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH WALL L SELF ADHESIVE FLASHING (INSTALL PER MANUF. SPECS-) BUILDING PAPER — UNDER 'QUICK FLASH' / NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. ELEG. METEF VERIFY LO AK A I V K>=C,=IYl= STUCCO SCRATCH COAT E 1 GOAT OF PAINT W/BACK- ROLL PRIOR TO ELEC. METER INSTALLATION ELEC. METER FIELD VERIFY LOCATION APPLY STUCCO SCRATCH GOAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLYBLEND FOAM ("GREAT STUFF" OR SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES PROVIDE STUCCO SCRATCH COAT LARGER THAN THE ELEC. METER GAN OR METER CAN COMBO OR METER CAN AND DISCONNECT ELECTRICAL, CONDUIT_ PENETRATION WRB LAYER "I, CUT OPENING IN STUCCO WRAP APPROVED HOUSEWRAP FOR SOX INSTALLATION LAYER 01, ujR5 WRAP I9- MEMBRANERSTUCCO FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING WOOD SHEATHING OVER BOX AND OVER APPROVED WRSLAYER STEP #1 APPROVED HOUSEWRAP BELOW CUT SUCH TPA' NO MEMBRANE ENTERS BOX, APPLY TO FA( EDGE APPLY E-Z SEAD— OVER 60 MIN GRADE: 'D, FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS 5TF 1*3 .o.o. e.o p •O.O.O , •O O. ,. o .O O. o. .o O O. O. .O o ,. o. 0 0. ; •O.O.O G STEP #2 APPLY 60 MIN GRADE 'D' FELT OVER SELF -ADHERING - FLASHING OVER APROVED HOUSEWRAP WRB LAYER 01, STUCCO WRAP SELF -ADHERING MEMBRANE: FLASHING WRB LAYER 02, FORTIFIBER BUILDING PAPER STET *4 ELASTOMERIC COATING OVER STUCCO/ G.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH STEP *5 STEP #(a OELECTRICAL RECEPTACLE 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com IlIka AA #: 0003325 F w U W 4 h 0. v 0 F Q ti SUBDIV. & LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. C ARCHRECT: STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 DATE: 10/14/19 SCALE: 1/4"=1'-0" SHEET LEGEND DRAINAGE PLANE (UJR5 LA4'rER #1, STUCCO UJRAP) UJRB LATER *2 (FORTIFIBER PUILDING PAPER) METAL LATH 5TU000 UJ001D SHEATHING OR 1116" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SELF—ADHESIVE FLA6HING 2 1/211 x x L—__ CORNER BEAD (FASTENER 4 SPACING a 7" O.C.) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES CMU 5/8" THICK, 3 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 14]3LORNER BEAD C BLOCK 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W C W o U Iw I I ti @ u 3 a O Z 1 LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605—HAYDEN" GARAGE SWING: RIGHT PAGE: I WALL ASSEMBLY DETAILS 60 MPH EXP. C ARCHrrECT STATE OF FLORIDA r OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 PRINT 10 14 19 DATE- / / SIC AT 1/4"=V-O' SHEET l I I I t1 ` s � 2x6 SUB -BAND W/1 "x4" NOTCH 6 END, WRAPPED IN PE1=L 8 STICK DRIP EDGE 1/8" TEXTURED FINISH -a WOOD 1/2" TEXTURED FINISH a CMU METAL FASCIA WRAP Yap FROM STUCCO, 1" FRO WOOD WALL \�� EXTERIOR WALL o (FRAME OR CMU NOTE: NOTCH FOR 2X6 SUB SAND ONLY �\ I A)ELEVATION METAL FA 2X6 SUB I: m ROOF KICK OUT REMOVED \\ FOR CLARITY � ROOF DECK (5EYOND) -\DRIP EDGE, 1" OFF WALL (NOT INTO STUCCO) 11/8" TEXTURED FINISH 10 WOOD, 1/2' TEXTURED / / FINISH Q CMU ��2xro SUB -BAND W/I"x4" NOTCH END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP 1" OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 1/8' TEXTURED FINISH w WOOD, 1/2' TEXTURED FINISH a CMU METAL LATH WOOD SHEATHING OR CMU WR5 LAYER *i, STUCCO WRAP (FRAME ONLY) WRB LAYER 02, FORTIFISER BUILDINGS PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: I IF ZIP SHEATHING PLEASE SEE 1`1Al PROGEDURES PRE-ENG'D TRUSS TO BE CUT 6 WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4 "x4' - m" SCABBED TO TRUSS W/126 NAILS ro'-8" O.G. MAX. 2x SUB -BAND W/lY"x4" NOTCH o END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL 0) WALL SUB BAND DETAIL OP WALL W/KICK-OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/12"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT .9 ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. ,V4" 45OVE 50TTOM OF DRIP EDGE 2x SU5-5AND WIV22"x4" NOTCH a END, WRAPPED IN PEEL 8 STICK *ROOF CEI 1r_NT a ROOF EDGE- OMITTED FC,R CLARITY 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w w ti a w 4 F A SvBDIV. 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL: 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB -BAND 60 MPH EXP. C ARCHffECT OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 r"ir' a 190 114 DATE: / / SCALE: 1/4"=1'-0" SHEET WA6 r �jl f1, III j a f,' I I 39'-8' 101-01, v 27-10" j, 4„ T �a �A LJ FM 12X18 d I ao co I o L IN N au g 4" CONC. ILL O w SLAB LL I 3 _j LL n L' U LJ GJ UI C — — — — — — F M -16 x 18 — — — — — — — — — 1 4 ¢rv{ 10 '0„ 11'-8" 15' 4„ JID IO OD 0 0,0„ v,� TfiPOF I� SLAB JQ o wNU O20' 5" cv N `t 7'-51, LL 9 1_ CW-12x12 1.1 s � -- °° cJ ii L 8 op ul 4A00 p cr i i F-2 x24 11 ( o M N ��z II CWC-12x1`2' x N OD "`yw Lu LL OD 4" VC ,.. "� CD d' A <OD I U II U I � UP TO 2ND FLOOR iv �� " 6" 0 At a II J : I (FIELD VERIFY CH SE �� ` I 3' I = 11 w 8 EXACT LOCATION) 5 ` ` r O O II y I I 1.4 1.1 T+ TOP OF � .p SLAB 9' - - 9'-0" 2'-8" 9' 4" o O 1 1.1 NI CV #3 TRANSFER STEEL �I a0 @ 24' O.C. MPX cal I -' N °° So 2 0'-0' FIN. EL V. " I `cm 1.1 ao FIN. CONC. LAB (X x o 4 �`LL L FM+16x18 OD 4 9 -�T-6„ ull 1.1 co00 b? x r o N . 4"CO CIp FM 16x18w aSLAB 1 n L FM-12x18 rr I' N '-4" 101-01, 4„ 6,4„ 20'4„ 18 oll 39'-8" FOUNDATION PLAN FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +4-0". 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NGVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT, 7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH AR@HITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9.- WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITEGTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT: 11:MIINDICATED #5 BAR, OINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN AbI STANDARD 900 HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 5AR DIAMETERS (#5 = 30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS: 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF, TRANSFER REINFORCINQ (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm = 1,50 PSI, TYPE 'M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16, WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED 3-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS T6x61.4xW1.4OVER GENERAL 3 112"MIL VAPOR COMPACTED FILL BARRIEF(r FOOTING PROVIDE CORNER BARS, SAME SIZE QUAN I BARS SCHEWITHDULE FOUNDATION, OCEG EACH WAY. MARK WIDTH LENGTH' THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG FM-12x18 12' CONTINUOUS 181, (2) #Ss (+)0'-0" FM 16x18 16' CONTINUOUS 181, (2) #5's (+)0 0" - FM 20xl8 20" CONTINUOUS 18" (2) #5's (+)0 0" FMC-16z18 16" CONTINUOUS 18" (2)#5's VARIES CW-12x12 12" SEE PLAN 12" (2) #5's (+)0"-0" CWC-12x12 12" SEE PLAN 12" (2) #5's VARIES F-2424 24" 24" 12" (2) #5's 1 (2) #5's (+)0" 0" TE-1 8" SEE PLAN 8" - (1) #5's (-)0"-4" NOTE: WELDED WIRE MESH & VERTICAL REBAR NOT SHOWN FOR CLARITY #3 TRANSFER STEEL @ 24" O.C. MAX ON 1 1/2" CHAIRS @ FOUNDATION SLAB & WIRE TIED TO CONTINUOUS FOOTER STEEL + TOP OF A/C 51MPSON IUB UNIT ROLL STRAP OR EQUAL EACH CORNER 11 OF UNIT --- wrvc.— SECURE STRAP TO SLAB UNITS LU/ (2) "8x1 1/4 < SUPPORT #3 W/1 1/2" CHAIRS SHIT MTL SCREWS ti A�TRANSFER STEEL INSTALLATION SCALE: 3/4"=V-0" SECURE STRAP TO GONG- W/ (2)-3/I6'X2' TAP -CONS A/C CONNECTION TO PAD :DETAIL 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA3290J PH: 321-8023591 www.abdesigngroup.com AA #: 0003325 NOTE: WELDED WIRE MESH & VERTICAL REBAR NOT SHOWN FOR CLARITY #3 TRANSFER STEEL @ 24" O.C. MAX ON 1 1/2" CHAIRS @ FOUNDATION SLAB & WIRE TIED TO CONTINUOUS FOOTER STEEL + TOP OF A/C 51MPSON IUB UNIT ROLL STRAP OR EQUAL EACH CORNER 11 OF UNIT --- wrvc.— SECURE STRAP TO SLAB UNITS LU/ (2) "8x1 1/4 < SUPPORT #3 W/1 1/2" CHAIRS SHIT MTL SCREWS ti A�TRANSFER STEEL INSTALLATION SCALE: 3/4"=V-0" SECURE STRAP TO GONG- W/ (2)-3/I6'X2' TAP -CONS A/C CONNECTION TO PAD :DETAIL 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA3290J PH: 321-8023591 www.abdesigngroup.com AA #: 0003325 17 4 � s Lu ul '1 � I'I k� I� C=1 1 k� I CREEKSIDD LOT #72 +I al PROJECT* 04321.200 072R1� ,MODEL: 4EHI3 "I "2605—HAYDEN" AGE SWING. (. RIGHT Y PAGE: C„ r FOUNDATION PLAN a' 160 MPH EXP. C l' ARCHITECT - STATE OF FLORIDA OCT 173019 MICHAEL C. ANDERSON AR NO 17305 ". zee$n'&�'�i'��5.,'zi`t'•`as.ttxiYA;;,;.. 16� 14 19 DATE: SCALE: 1 /4"=1' — N" SCALE: 1/4" = 1'-0" SHEET s l IT " n� r- I", Z I STEEL REINFORCING IN GROUTED , CELL SEE PLAN FOR SIZE AN SPACING REQUIREMENTS , O } F- �I w ` m J 6; 00 I v o_ 1 _ C-- coz 8" CMU WALL „j O CO o �x co TOP OF SLAB uR LE 4 SEE SLAB SCHEDU EXT. PORCH SLAB L 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) JOINT (WHERE • • APPLICABLE) z SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY c BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30' #6 36" #7 42" 1 EXTERIOR MONO -FOOTING SCALE: 3/4"-1' 0" 2"CAPPED GALVANIZED PIPE Ix W/FLANGE @ BASE 0 cn SECURE FLANGE TO SLAB W/(4) 1/4°Xg.1,14" TAPCONS' BOLLARD.-. SCALE: 3/4"=l'-0" LAP TOP PLATE A MIN. OF48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING — WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. ,SEE SLAB SCHEDULE SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR FOUNDATION WOOD WALL SCALE: 3/4"=V-0" (NO UPLIFT) 1 Z STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND EL } SPACING REQUIREMENTS ¢ r ¢w (01 m C.)w v IL CC U O 8" CMU WALL CD z co 0101, — + TOP OF SLAB VARIES J SEE SLAB SCHEDULE TOP OF GARAGE 4 EXT. PORCH SLAB 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) JOINT (WHERE SEE SCHEDULE APPLICABLE) z_ FOR. WxD, BAR SIZE AND BAR QUANTITY EXTERIOR MONO -FOOTING 2 @ GARAGE SCALE:3/4"=V-0" 30" MIN. EACH WAY MONOLITHIC FOOTING r FM p -- — CORNER BARS, SAME SIZE AS BAR IN FOUNDATION WITH 30" LEG EACH WAY AT ALL CHANGES IN DIRECTIONS SO THAT THE STEEL REINF. IS CONTINUOUS MATCH AMOUNT OF CONTINUOUS BARS ilWHEN LL CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT SEE SCHEDULE RANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO MONOLITHIC FOUNDATION 3 CORNER BARS DETAIL SCALE: 3/4"=l'-0" LA w on I NEW REINF. BAR O IL SECURED W/2-PART ¢ a EPDXY. MIN. EMBED J Q 8", LINO p FOLLOW ALL MANF. = pC SPECIFICATIONS FOR = m I USE AND ~ cc) PREPARATION OF Z 4" 4" HOLE. c w J o o Oco O -4" CHAMFER (1 STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION SCALE: 3/4" 9 0" POURED LINTEL CONT. (TYP.) 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING " DIA. USP 7250SD BO LTS LTS 5" O S MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16- O.C. VERTICALLY MAX INTERIOR FRAME BRG WALL TO mw Q J J � U w w w= U U U RECESS AROUND GARAGE DOOR OPENING LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING - WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE SCALE: 3/4"=V-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO RB FOR SONRY ITS SET ELEV: U UPLIFT IS PRESENT. w ¢ SEE SLAB SCHEDULE _ +- 0' 0" TOP OF SLAB EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY (DNTIE�RIOR�CU RB FOUNDATION WOOD WALL '-0" (NO UPLIFT) z STEEL REINFORCING IN GROUTED SPACING REQUIREMENTS CELL SEE PLAN FOR SIZE AND co Q ~ w w _ z 8„ CMU WALL O m1.4 1 r� co TOP OF SLAB TOP OF SLAB SEE SLAB SCHEDULE z w a EXIT. PORCH SLAB 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) • JOINT (WHERE APPLICABLE) z MATCH STEEL g REINFORCEMENT 6" PVC CHASE iv THRU FOOTING r PER SCHEDULE c� 0 6" PVC CHASE THRU FOOTING MATCH STEEL SEE SCHEDULE REINFORCEMENT FOR WxD, BAR SIZE �+ PER SCHEDULE AND BAR QUANTITY PVC CHASE THRU FOOTING 2 SCALE: 3/4„_1,-0„ BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 CREEKSIDE LOT #72 ej ftOJECT# 04321.200 072R1 4EHB "2605-HAYDEN" GARAGE SWING: RIGHT A .WAGE: DETAILS 60 STATE OF FLORIDA OCT 17 2019 MICHAEL C. ANDERSON AR NO 17305 r'NaT: SHEET S1.1A t`j M FIRST FLOOR DOWEL PLAN SCALE: 1/4" = V-0" 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32! PH: 321-802-3591 www. a b d es i g n gro u p. co r 1 pv r� U �v QQ w � tY i yy LL F f7; u �4w, G CREEKSIDE LOT #72 3 PROJECT# 04321.200 072R1 fId -ZAODEr. 4EHB "2605— HAYDEN" ,EGARAGE S G: 9. RIGH`I9 PAGE: FIRST FLOOR! DOWEL PLAN 0 MPH EXP. C;' r ARCHrrECT-. LlSTATE OF FLORIDA M ACT 17 ZUT9 C AEL C. ANDERSON AR NO 17305 190 14 DATE: 1/ / SCALE: 1 /4"=1' - 0" SHEET s i IN — W O CO U TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK r--GROUTED BOND BEAM IIJ p CLEAN OUT REQUIRED Q FOR INSPECTION co OL 0'-0" FIN. FLR. TIE VERTICAL REBAR TO HORIZONTAL REBAR W/'10" HOOK BAR SIZE 48 BAR DIA. #3 181, 24" #4 #5 30" #6 36" #7 42" HORIZONTAL/VERTICAL REINFORCING SCALE: 3/4"=V-0" w W � V > NEW REINF. BAR SECURED Wl2-PART IL a I EPDXY. MIN. EMBED 6" UNO - FOLLOW ALL MANF. S m EsSPECIFICATIONS I FOR _ Cc USE AND PREPARATION OF m z co HOLE. w \ �' cooQIle STEEL REINF. OF BOND. BEAM ADDING BAR TO 4 BOND BEAM SCALE: 3/4"=V-0" ME Z_ N OFFSET METHOD CONTINUOUS METHOD HORIZONTAL/VERTICAL REINFORCING 2 SCALE: 3/4"=V-0" BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 80" #6 36" #7 42" #5 BARS FEII 1• 8" 1, i CMU UNIT DIMENSIONS 0 ARE NOMINAL SIZES MASONRY SYMBOLS 3 SCALE: 3/4"=V-0" 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F� r, 1 a; � f � �p ll Ifi k11 I• a, C k w k SM u 1 I k } s� A a E ((' k 8 t' ffx%FV:�,"Al-I I� Im CREEKSIDE LOT #72 PROJECT# 04321.200/072R1 n MODEL: 4EHB r ",11-'005-HAYDEN" -AGE SWING: I RIGHT hl PAGE: Sd FT Q A'v Y+N l 1 0) IVI 1-1 EXP. C, ARCHITECT: STATE OF FLORIDA nIT 1 MICHAEL C. ANDERSON AR NO 17305 aINT 10 14 19 SATE: SCALE:1/4"=1'-0" SHEET �a2A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: USP HTA16 W/ (9) 1 Od x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: USP LPTA W/ (10) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD: USP RT16A OR LUGT2 W/ 1Od x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO MATCH CONNECTOR FINISH. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL MANUFACTURER SHOWN IN STRUCTURAL PLANS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE & REMARK DESCRIPTION 1O (2) 2X8 -------- BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER. F.E.S. = FROM EACH SUPPORT. T.O. = THROUGHOUT REINFORCEMENT STIRRUPS MARK DESCRIPTION (psi) WZE REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x16 — (1) #5 (1) #5 N/A — GROUTED SOLID BB2 MASONRY 3000 8x8 — (1) #5 — N/A — GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS 1 SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS 1 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS C SAFE LOAD -POUNDS PER LINEAR FOOT *WF44~m SAFE TOAD I►r lc~m �'��,��11 SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 8F8-0B 8F12-0B 8F16-DB BF20-0B. 8F24-0B SF28-0B 8F32-DB TYPE LENGTH 8U8 8F8 RCMU TYPE LENGTH BFB-lT BF12-1T 8F16-lT BF20-IT 8F24-lT- 8F28-lT 8F32-lT 8F8.16 8F12-1B 8F16-18 8F20-1B 8F24-16 BF28-1B BF32-1B BF8-2T BF12-2T BF16-2T BF20-2T BF242T 8F28-2T BF32.2T T-6" (42") PRECAST 2231 3069 3719 5163 6607 8054 9502 10951 T-6" (42") PRECAST 1025 1024 1598 T-6" (42') PRECAST 1569 2856 3524 4394 5263 6132 7001 3o69 4605 6113 7547 8974 10394 llaos lsss zsss 3524 4394 5263 6132 7001 4'-0" (48') PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 4'-0" (48") PRECAST 765 T63 1309 4'-0" (48") PRECAST 1363 2305 3060 3815 4570 5325 6079 2693 4605 6113 7647 8974 10394 11809 1363 2305 3080 3815 4570 5325 8079 4,-0" (54") PRECAST 1589 1969 2110 2931 3753 4576 54M 6224 4' -8" (54") PRECAST 592 591 1073 4'-6-(54"} PRECAST 1207 2040 2707 3375 4043 4711 5379 2189 4375 6113 7547 0 8672 10294 11809 1207 2040 2707 3375 4043 4717 5379 5' 4" (64") PRECAST 1217 1349 1438 1999 2660 3123 3686 4249 6-4- (64") PRECAST 411 411 745 5'-0" (64") PRECAST 1018 171�11) 2276(0 2838 3399 3961 4522 1663 30M 5365 7547(3q 7342os, 8733„•) 10127,, 1016 1715 2276 2838 3399 3961 4522 5'-10" (70") PRECAST 1062 1105 1173 1631 2090 2549 3009 3470 5'•10" (70') PRECAST 340 339 616 5'-10" (70") PRECAST 909 15670s) 208q,3) 2593 3107 (a)3620 p 4133 4) 1451 2622 4360 71eet„) 6036)„) 7181u„ 8328w) 929 1567 2080 2593 3107 3620 4133 6'-6" (78") PRECAST 908 1238 2177 3480 3031 3707 4383 5061 6'-6" (78") PRECAST 507 721 490 6' 6" (78') PRECAST 83512 1407(2s) 18 2, 2329, 279q,$) 3251, 3712(z) 123E 2177 3480 5381 8360 10,3943n 8825(14) 835 1407 1868 2329 2790 3251 3712 �'-6" (90') PRECAST 743 1011 1729 2632 2205 2698 3191 3685 7'-6" (90") PRECAST 424 534 363 7'-6" (90') PRECAST 727 23 106 , 162 1, 2025(20 2426(aa 2827a) 3228 , loll 1729 2661 3898 5681 84670q) 6472115) 727 1224 1624 2025 2426 2827 3228 9' 4" (112") PRECAST 554 899 1160 1625 2564 3486 2818 3302 9' 4" (112") PRECAST 326 512 230 9'-4- (112") PRECAST 591 708 m 11363a 1474 181 N 2157u 25003, 752 1245 1843 2584 3486 47D5(3n 6390pr) 597 882 1318 1843 1989 2294 2619 10' 6" (126') PRECAST 475 535 890 1247 2093 2777 2163 2538 10' 6" (126") PRECAST 284 401 180 10'-6" (126") PRECAST 530 575 918(33) 1188(33) 1461(33 1T36,, 2011, 843 1052 1533 2093 2781 3643ryq 4754 Ns) 530 695 1180 p) 1472 w 1763 (2 2055 2346 11'�" (136") PRECAST 362 582 945 1366 1846 2423 3127 4006 11'4" (136") PRECAST 260 452 154 11'-0" (136") PRECAST 474 504(m) 8D03z) 1037(32) 1274 151332 17533z sm 995 1366 1846 2423 3127 4006 494 607 1042(10) 1372(11) 1643 p) 1915(o) 2187 (s) 12'-0" (144") PRECAST 337 5O 873 1254 1684 2193 2805 3552 12'-0" (144") PRECAST 244 402 137 12'-0" (144") PRECAST 470 y 458 (,) 724 F1) 938 ,3a) 1153raz 1369m 1585(,) 540 873 1254 1694 2193 2805 3552 470 550 940(,o) 130215 1560(13) 1818,1) 2075,0 13'4" (160") PRECAST 296 471 755 1075 1428 1838 2316 2883 13'�" (160') PRECAST 217 324 110 13'�" (160") PRECAST 418 (,$) 388= ON M 785 ,aa 964 cao, 1143p,) 1323t,,, 471 755 1075 1428 1838 2316 2883 428 460 780 (9) 1159w) 1418,m, 1ss$,o) 1887pr, 14'-0" (168") PRECAST - 279 424 706 1002 1326 1697 2127 2630 14'-0" (168") PRECAST 205 293 100 14'-0" (168") PRECAST 384(15 358(2,) 560(zs) 724m) 889go 1054(3o 1220w 442. 706 1002 1328 1697 2127 2630 41D 425 717 m 1063 1 1 1582 1807p,) " 14'-8' (178) PRESTRESSED N.R. MR MR MR MR MR NR MR 141-80 (176") PRESTRESSED N.R. 284 91 14'-8" (176") PRESTRESSED 239 334 pp 520 (n) 672 (29) 825 (20 978 Qo 1131(3o) 458 783 1370 1902 2245 2517 2712 395 663 990 w) 1 1518 1734 15'-4" (184".) PRESTRESSED N.R. MR MR MR MR MR MR MR 15'�" (184") PRESTRESSED N.R. 259 83 15'�" (184") PRESTRESSED 224 313 z0 488 (za) 827 (za) 769 ¢s) 911 0 1054)zs) 412 710 1250 1733 205e 2320 2513 230 388 818 908 ro, 1240psj 1460r 1668za) 1T-4" (208") PRESTRESSED N.R. MR MR MR MR MR MR - MR 1T�" (208") PRESTRESSED N.R. 194 64 1T 4" (208") PRESTRESSED 187 263 , 405 521 638 756 873 300 548 950 1326 1609 1849 2047 192 305 506 a) , 740 us 1 005(za) 12710, 1473 3t 19' 4" (232") PRESTRESSED N.R. MR MR MR MR MR MR MR 19'-4" (2321) PRESTRESSED N.R. 148 52 19'-4" (232") PRESTRESSED 162 229 or. 348 m 447 m 547 m 647 747 (2s, 235 420 750 1037 1282 1515. 1716 166 263 429 (a 623. os) 841,, 1059(00, 1227(m, 21' 4" (256") PRESTRESSED N.R. MR MR MR MR MR MR MR. 21'.1" (256") PRESTRESSED N.R. 125 42 21' 4' (256") PRESTRESSED 142 2D4 (, 307 ) 393 (z3) 480 (33 568 ) 655 ) 180. 340 598 845 1114 7359 1488 142 232 373 p, 537 a7) 721 (a, 905 1049(a, 22'-0" (2640) PRESTRESSED N.R. MR MR_ MR MR MR MR MR 22'-0" (264") PRESTRESSED N.R. 116 40 22'-0" (264") PRESTRESSED 137 197 (is) 295 (az) 379 in) 462 (a, 546 (23) 630 (a, 165 315 550 784 1D47 1205 1399 137 223 388 513 pry BBB 863 898 24'-0" (286") PRESTRESSED N.R. MR MR MR MR MR NR. MR 24'-0" (288") PRESTRESSED N.R. 91 33 24'-0" (288") PRESTRESSED 124 179 (,a) 267 R,) 342 (2u 418 (zp 492 ! 567 (22, 129 250 450 654 BB4 709z t2z2 124 202 319 ml 455 (ioj 6Wpil 757 vi)l 878 a) (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE PERCENT ADDED REBAR. (#) THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. - ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE -ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 16-0126.03 1: 0.❖.•:.❖.❖:❖.❖:❖.❖.❖:•. .. cli ##•i• co .;: ;:• .. • '1♦ :• o•— nt ;.;. LL .�•� ••' .. 8F40-1T/1 WOB 8F32-1 T/l M/OB TOP OF WOOD WALL EL 8'-8" 1 T/1 8F44-1 T./1 M/l B .........❖.•.. • . • .�.�. • ..•••. • • .. ...� �.� . • ..!.!.!: 8F32-1 T/1 M/OB 1 UNO, PROVIDE BB1 WHERE TRUSSES BEAR TOP OF WALL EL. 10'-8" FIRST FLOOR LIFT BEAM PLAN SCALE: 1/4" = V-0" ti Pq 03 64 4 03 A F 6.: ti SVBDIV. 8e LOT: CREEKSIDE LOT #72 PROJECT* 04321.200 072R1 MODEL: 4EHB "2605- HAYDEN" c�ARwciE SWING: RIGHT PAGE: FIRST FLOOR ILIFT BEAM PLAN AND NOTES 'M MPH EV. C ARCHrrECT- STATE OF FLORIDA OCT 1-) 2019 MCFML C. ANDOISON AR NO 17WS r""°' 10 14 19 DATE: SCALE: 1/490=10 -0ts SHEET S2 Y i #5 CORNER BAR W/ 30"-LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10" HOOK 7 wl 30" TYPICAL #5 BAR IN BOND BEAM CORNER REINFORCING OF BOND ,BEAM- OPEN FACE SHELL SO AS TO ALLOW BENT BAR TO BE PLACED IN UPPER AND LOWER BOND BEAM SI:ALt: SINGLE BOND BEAM AT HIGHER ELEVATION SINGLE BOND BEAM AT LOWER ELEVATION #5 BAR BENT ASSHOWN #5 MIN. REQUIRED IN EACH CELL HOOKED IN TOP BOND BEAM W/ STANDARD ACI HOOK CORNER BARS 3 AT CORNER STEP SCALE: 314"=1'-0" '-01, NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"X8 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM Co 1#5 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING $ \N PLACE STEEL HEIGHT. OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5 TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8 xl6" O��P�V / COURSELOF BOND BD THE EAMLE BISOOMIITTED ANNDND BEAM NA LINTEL S PLACED. THE STEELCIDE WITH A LINTEL THE BOND BEAM / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 TOP OF THE LINTEL. 8" A\r\• 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. 8xl 6 DBL. BOND TOP O BEAM W/ (1) 5 BAR BOND BEAM EACH COURSE G 8X8 BOND BEAM TOP OF • OQ�r\\� W/ (1) #5 BAR Loy BOND BE; !� F =FILLED W/ GROUT _ Y\� U =UNFILLED GROUT SOLID FROM TOP NOMINAL LINTEL TO TOP OF BOND OF OPENING WIDTH # OF #5 S, IN 2ND BOND BEAM BEAM COURSE SITE 5 8x8NOMINAL ��LIN PRE -OAST CONCRETE 1 6- 1 T/ 1 /O B LINTEL W/ (1) #5 BAR (L2) MASONRY LENGTH OF BAR WIDTH OF QP� HEIGHT #OF#5'S,TOP OPENING-2" BEAM DESIGNATICI 4' BOND BEAM COURSE OR — IT IS THIS ENGINEER'S INTENT # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE SCALE: 3/4"=1'-0" THAT XFXX 1T/1 M/OB INDICATES A DOUBLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM TO PLAN FOR LOCATIONS TOP OF OPENING WINDOW 31/4" PRE -CAST N WINDOW I z r SILL _ L SPE O TYPICAL MASONRY WINDOW SILL CONSTRUCTION SINGLE #5 CORNER BAR, 30x3O TURNED UP OR TURNED DOWN INTO FILLED CELL STEEL REINF. OF BOND. BEAM JI:ALt: I I STEEL REINF. OF BOND. BEAM PROVIDE #5 BAR AT EACH SIDE OF ELEVATION -- CHANGE CHANGE IN ELEVATION OF BOND BEAM SCALE: 314"=l'-0" de Sa WOOD SECTION FASTENER SPACING de =2" MIN, 2 4`.' MAX Sa=21MIN, 9"MAX (2) 2x4 sr =1 #" MIN, 2 7" MAX ed = of MIN', 2 J" MAX de =2"MIN, 2 4" MAX sa = 2 q MIN, 9" MAX (2) 2x6 sr =1 J' MIN, 2 Z" MAX' ed = 4" MIN, 2 z' MAX de =2" MIN, 2 4" MAX sa=2q. MIN, 9"MAX (2) 2x8 s, =1 2' MIN, 2 2" MAX* ed=J'MIN, 2�'MAX NOTE`, • ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN • ALL NAILS PENETRATE ALL LAMINATIONS AND AT LEAST 1 4" OF THE THICKNESS OF THE OUTERMOST LAMINATION WHERE: da = END DISTANCE sa = SPACING BETWEEN ADJACENT FASTENERS 1N A ROW s, = SPACING BETWEEN ROWS OF FASTENERS ed = EDGE DISTANCE *MUST HAVE 2 OR MORE LONGITUDINAL 'ROWS OFNAILS DOUBLE STUD W/ 10d NAIL ATTACHMENT SCALE: N.T g_ 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com c AA, #: 0003325 i a, rr $I k1 �a W �a r t a� u i ezz. S CT]BDIV. 8e LOT: `,A h CREEKSIDE 3 LOT #72 PROJECT# 04321.200 072R1 MODEL. 4EHB "2605—HAYDEN" GARAGE SWING: RIGHT a+ a..r k-GE: DETAILS 160 MPH E-A, I ARCiirrEc T: QTATE OF FLORIDA // - �� / ' C1 OCT 1 7 2019 MICHAEL C. ANDERSON AR NO 17305 r-��)�TT 10/14/19 SHEET A S 11 7 - I� FRAMING NOTES: C 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: USP HTA16 W1(9) 10d,x 1 1/2" HOG NAILS. CONCRETE TO WOOD FLOOR; USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TQ WOOD: USP RTI6A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE 3 ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANFACTURER'S SPECIFICATIONS. w 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO MATCH CONNECTOR FINISH. e 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL MANUFACTURER SHOWN IN STRUCTURAL PLANS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4 NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE2x MEMBERS TO WALL WITH HILTI X ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG WITH WASHER @ 16' O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. TRUSS MANUFACTURER / ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500LBS SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN.) 2- COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY /.ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN COLUMN SCHEDULE SIZE & BASE PLATE OR MARK DESCRIPTION REINFORCEMENT REMARK WD 1 4X6 (3Y2N5/2") SYP. USP HTT4 W/5/8" DIA 5/S3.1A PT., WOOD POST x 5" EXP. BOLT FIRE DRAFT STOP FLOOR- - 2X4 NAILER FOR DRAFT PRE-ENG. STOP FLR. TRUSS ELEV. VIEW i PRE-ENG. FLR. JOISTS �I �I 3/4" PLYWOOD��( ) DRAFT STOP PRE ENG. FLR JOISTS 2X4 NAILER FOR DRAFT STOP 3/4" PLYWOOD DRAFT STOP PLAN VIEW DRAFT STOP DETAILS CONNEC1OR SCHEDULL II CONI ROL DAI L:01-15-1] Mll ek USP SIMPSON Mil ek USP SIMPSON DL5 UPLIFT GRAVITY DLS, UPLIFT GRAVITY FAST WLR FASI LNL I ITA 16-1H 1625 MEFA-16 1450 - Y ] lfid 2-PLY, E E04 (8) SOd X 11/2 1 PL , (1 MB B 1Dd 1121-PLY ( / 61d2P t 8t04 6 E, O ,T , (2)H1A 16-18. (2) 24M (2)MElA16 1985 (12f lOtlxl 1/2 (10) Lod 11/2}-PLY,#Mp` "S 1900 (10)14d 2-PLY, LMBLD4" 114)16d2PLVL SED4 I HA 16 1870 1IL1 A-16 1830 (10)lad X 1112 (9)16d 2-PLY, EMBED4 (9)10d x 11/2"I-PLY, 18)16d 2-PLY, EMBED4' I ITA 20 1870 1ILIA-20 1810 (10)10d x 11/2 , (8) I6d2-PLY, EMBE04 (9)10d x 11/2" 1-PLY, 18)16d2 PLY, EMBED4' i I2111TA-20 2430 I2111ETA-20 2035 : (12)1Dd x 11/2", I -PLY, EMBED4 (10) l0d x 11/2"" I -PLY, EMBED 4 2500 (10)16d 2-PLv, LA�BtU4" 112116tl2 PLY, EMBED 4 z 0LOGI-2 L'160 LGl-Z 2150 BLK 511/9"x 3'Wedge-BaIN An[hOry WOWH6)10d (])-1/4'x2.1/4"iI1LN, WOW 1616d DI 11 A-20 2410 UL1AL-.20 248U (l6)- Had xll/2,SPLYALT[RNATE USE OFI2111TA 20ACCCPTABLC. (18) 1 O x11/2, 1 PLY ALTERNATE USE OF (2) I IOTA-20 ACCEPTABUL g MUG115+ 4175 MGT+ 3965 EIS/8'A.T.R. IN HIGH STRENGTHCPDXY(MIN.12 EMBCD),(22) 10d TOWOOD) (1)5/8 TR:INIIIGII STRCNGTII EPDXY (MIN. 12" EMBED),(22) 10d TO WOOD IIUGT2+ 9790 II6T-2+ 10980 WOOD (8) 10d, MASONRY (2) 3/4 AIR (2)9/4 1R IN HIGH SIRENGiH EPDXY (MIN. 121,MBED),(15)10dl0W000 IUGT3+ 9860 IIGT-3+ 10530 WOOD (8) 10d, MASONRY (2) 3/4 AIR (2)3/4 1H I N HIGH 51 RENGI H E FOXY (MIN. I2EMBEDI(16) 10d 10 WOOD I LUGid 3525 LG13-SOS2.5 3295 CORE (4)3/8"X5"Wedgo-Bolt+ Anchors, WOOD (12) WS25 (12)SUS /4x3 10 GIRDER,(4)3/8"xS" 111 LN I ID IO WALL LPTA 1510 PARALLLL IO WALL P6NPENUICUTARIO WALL. LTA2 1210 PARALLLL IU WALL 1210 PERPENDICULARTO WALL (10110d x 11/2' (10)106 , 11/2 MUG115 415O VGT 4940 (1)5/8"A.T.R. INNIGHSTRENGTH EPDXY(MIN.1VEMBED),(4)IMTOP/(6)1dFACE/(12)lOd BAOCOFTRUSS H.15/8 T.R. IN IIIGII STRENGTII EPDXY IMIN. 12' EMULDI,(16) SD51/4"x3" I ILET 7185 (2) Val 7185 (2) 5/8" A.I.R. IN HIGH 51 RENGI H EPDXY (MIN. IVEMBED),(8) lad (2)5/8 ,1.R, I N HIG H SI R LNGI H L FOXY f MIN. 12 IMBED), (32)SM 1/41'x3" MTW 12 1195 MTS-12 LOBO (14)lOd x 11/2',(14)30d (14)10d 1.1/2" H1W16 - 12W HIS-16 1150 (16) 10d X 11/,,(16110d (16110d 11/2 111W 20 15M I11 S-20 1450 (24)10d X 11/2;('20)10d (24) Bad 11/2 111W 24 1530 1115-24 1450 (24) 10d X 11/2,(20) 10d (24)10d x 11/2 LSTA 12++ 930 LSTA-12 ++ 925 (10) Bad - (10)lOtl LSTA 18++ 1235 LSTA-19 HE 1235 (14)10d (14)10tl MSIA18++ 1310 MS1 A-18++ 1315 (14)10d (14)lod MS1A-24, 1640 MS1A,24« 1640 (18)10d (is)lod MS1A 30++. 2UG5 MSI A-M++ 2050 (22)lod (22)lad MSTA36. 2065 MSTA-36++ 2050 (26)lad (26)30d N KSTI236 3890 MSTI-36 3800 (26)10dx 11/2 (36)10tl 11/2 KTS1248 5140 ` M51148 M65 (49)10d X11/2" (49)10d(11/2"- LHAb 1210 116 950 (16) 8d x 11/2',(16) 8d) BISBE PLATE$Da8d TOSTUDS SP124 1030 SP4 885 (b)10c IOS1UDS(6)1M10PUMIF - (6)10d 11/2 TSTUDS MP34 5251N F1 @16D'% A34 513IN F1@ 180W. (9)8tlx31/2"10 BEAM, (4)Bdxll/2"10 P051. (4)8dx 1/2 10 BtAM,(48dx11/2"lO POST. HHCP2 SEE HCP2 645 (10)Wdxll/2-IOIRUSS,(10)10dX11/2"1OPLAIL (12)10tl(1112" R116A 1380 IUDA 1140 (9)10tl x11/2 TO TRUSS (8)10d Xt 1/2 TO PIATC 1810d ( ) 112 ( MUGl15&PIIL]0.4 4175 VGl&IIDU4 4565 (28)1(10101R S,Il IS'WOOD .-N:10'QM W/5/%1H R1ADtD NOD (16)SUS1/4x3lOW()tIDH(+SOS 1/9x2112" W1 I HREADLD ROD, (2)NUTS/WASHER/2 PLY ' MUGT15&PIICWA 4D5 VGT&IID]B 4940 (28)1Od101 RUSS,(10)WS3 WOOD SCREWSTO POST W/5/8"IHREADWROU (16)SUS 1/4x3"10 WUW(31-3/4":SI DO BOLTS.W/IHRLADLDROD,(2) NU15/WASHER/2PLY PAU44 2535 6A5 ABU 44Z 2200' 6665 (1) 5/8" A.I.R. IN IIGI I SI RLN6111 EPDXY, (MIN.]" EMBED) IN COW, (12) 16d1UWOOD (1)S/8" 1.R. IN I IIGI 151 RLNGIII LPDXV,(MIN:]'LMBLD) IN:CONG, 11211bd10 WOOD . PAU66 2390 16005 ABU 662 2300 12000 (1) 5/8' A.I.R. IN IIGI I SI NENGI II EPDXY, (MIN.]' LMBLDIIN CONC.,(12)lbd10WOOD (1)5/H' 1.R. IN 11161151 RLNGII I EPDXY, (MIN, J"LMBLD) INCONE.(12)16d TO WOOD LTS19 +++ 1205 L1119++C 1340 (1)3/4" A.I:R. IN I Hal 15) RLNG111 EPDXY, (MIN.]" LMBLD) IN COW,(8)1M IU WOOD (113/4 I.N. IN II IGI I SI RLNG111 EPDXY, (MIN. ]"LMBLD) INCON6.,(8)10d10WOOD LI S20B+++ 1100 -1120B+++ ICED (113/4' A.T. R. I N I I IGI I STR ENGTI I EPDXY, (MIN.] EMBED) IN COW.,(1011M x 1-1/2 TO WOOD (1)1/2 T.R. IN HIGH STRCNGTII EPDXY, (MIN .}" EMBED) INCONC., 1101 10dTO WOOD � 2 11745 4160 IITT4 4235 (1)5/8" A.I.R. IN HIGH SI SENGI H EPDXY (MIN.]" EMBED) IN GERI(18) 16d X 21/Z" (115/8 1N IN HIGH S1RtNG1HEPDXVIMIN.]"EMBEU,IINCONC., (2611fitl%Pl/2" ZZ 11745 5005 IITTS 509C (1)5/H"A.I.R, N HIGH S1RIFNGTH EPDXY (MIN.]" EMBED) IN CONI(26) 16tl X21/P' (1)5/% 1.R. IN HIGH S1 RkNG1 H EPDXY IMIN. 7" EMBED,) IN CORE, (26)166 X 21/2". Q u PHU11+ 14395 HHD011-SUS 1�. 11830 (1) 1' ALR. INIIIGH STRCNGTII CPO%Y,.MIN.ID"EMBED IN CONE., (29)W53 WOW SCREWS -(11 A R IN IIIGII STRCNGTII CPO%Y,1MIN 10 " EMBED) IN COW., (24) SIDS Y, x2X"WOODSCREWS PI ID5A 6525 1107B 6645 (1)5/8 A,6- IN HIGH SIRLNGIH EPDXY, (MIN ]" LMBLD)INCONC H4)WMWWOSCREWS (1)]/8 B IN HIGH Si RENGiH EPDXY (MIN ]"LMBEU)INCUNC„13)3/4 S1UDBOL1STOW00D TDXS ]8]0 (1)7/8"A.8. IN H IG H X IIIENG1 H L PDXV,(MIN,]"LMBEU)IN CONC.(3)]/W SI UD BOLL S 10 WOOD NFM35Xi2U 2580 ]130. MBI IA 3.56/1125 3475 5330 (1)1/2"'1-8ULI W MIN b"EMBED &NO] LLSS I I IAN4 FROM EDGE OF CONCW/1/4"IAA IIW RAMSLI/RLDI ILAD UYNA BULI SLEEVE ANCHOR 08k0 W/MINS"LMBEU INSIALLEUINFAC6(14)IDtlAIUUISI (1)3/4 EPO%V,I IR, IN 111611 S1 RLNGT I I EPDXY,(MIN 6d5"LMBLDMLNH IN CM:U.IOE,(1)3/4" AA.R IN I IIGI I SI RLNGI II 8t0MEN INCMUTAC 18'lUdlO BEAM IN 6.75"kM 1) E,( 1 M I IUS4121F 3060' 2710(100%) HUSCAI2 (WOOD) 3635 2660(100%) (10) 16d 10 HEADER, (10) 16d 10 WOOD (10) I Ed 10 HEADER, (10) 16d 10 WOOD 33xs H2s%1 3265 (125%) ¢ w LD I4D9101F IEMDI 1950 5000 IIUC410 (fMU6 1H00 45U0 (19)1/4' x3"' WS3 SCREWS, (10) 10d TO _ WOOD. USP (20) 3/16 IAPELR+, (10110d 10 WOOD (18)1/4 23/4 11111N(9 PER kLANGL)lOCMO, (10)lOd IU WUOUt Z S IID21UQ1F(OMU) 1950 5000 IIUC2102 LEND) Iwo 4500 (18)1/4""z.3"' WS3 SCRLWS,(10µ0d10 WOOD USN (20)3/16""TAPPER+,{1U11UtlTU WOOD : (18)1l4 x23/41. 111 LN 19 PER FEANGLI IO CMU,(101 iDd1U WOOD: IIp21D-31F (COOT 1950 5000 IEMU)Q3 1800 4500 WUUDaUSP (20�/i6R9APPER+'11010d 3U WOW (18)1/4 2 i/4 1 II EN(9 VER HANGE)IU CMU, (lU)lOd IU WOOD'. LGUMLG-2 2125 6U65 LGUM26-L SUS 1430 5595. (4)3/8"%4"Wedge BolN Anchors, WUOU(4)WSS WOOD SCNLWS " (43/H x4111 LN IIDANCIIOHS(2 PER ttANGL)tU CMU, 411/4X2-1/1 SIri XRLW5l0 WOW Ski BM1 TO CMU WALL W/USP - LGUM46 WI(4r/e x4" WEDGE BOLTS AND (4) WS3 WOOD SCREWS TO BM1, BLOCK W/ 1/2" PL%WOOD EA. SIDE OF BM1 Los® a EJ3u aICJ1EN , 'r3 L2G GT 1 A i� C. 9A 10B 3 II II II II 11 11 II II II II II II II II II II II II II II II . II II II II II II II II II II II II II II II LI II I, II II II II II II II II II (I 11 II II II II II II II II II II II (( II II II II II II II 11 II II II II II II II II II II IIIii ii ii ii J3IL IIJ2 Lo 11 II J9 II II II II III II II it II II 11 II II II II II II If II NI---IE II II II II II II II II II 2xWALL W/ II II II II II II u n n 11 11 n III (( II II II II ii ii li SYPN0.2 II II II II II II II II II I II II II 11 2x4 WOOD WW/ STUDS @ ALL 12" O.C. aD SYP. NO.2 w II II u u u STUDS@ I u n WDI u n I u 12" O.C. BM1 2X6WOOii II II II WALL W/ DBL. 4 STUD UNDER _-_ J4 ===-41 EACH JOIST J6 II 3.1 II i, II II Il II. II to�� II II I ,II II IF �� 3 10B 9A III - - - S3,1 3.1 3.1 -___-- 11= 4 3.1 10B 9A 3.1 3.t PRE-FABRIt TED FL OOR I JOISTS @ 24" O.C. III o, 3 10B 9B II ; - 3.1 3.1 3.1 --- - -�'_ - - - - - _ - 1A T 3.1 CJ5E= 11 II II II II II III �'e I I II II II II 1 I CJ3E II 11 II II II II II 11-1 11 11 EJ6E CAE u 11 IF II L_11 11 -It j II - H 11 11 EGE Lu M U U U FIRST FLO SCALE:'1/4" = V-0" II LI / 'DBLSTUD� II II II II II II n n II I I 3.1 1 11 (I II II WOOD WALL W DBL. PROVIDE DRAFTSTOPPING n n STUD UNDER II ALONG THIS TRUSS AS TO II I� II EACH JOIST II PER 012 00 S.F. ERFBCR 30I) n n II n n L Ir II _ II II II II J7 II II II II L-1--LLL1 �4L -A-11 rLL 9A 10B 3 3.1 OR FRAMING PLAN I -JOIST rd 551 S. APOLLO BLVD., SUITE 202 nl MELBOURNE, I A, FLORIDA 3290 PH: 321-802-3591 www.abdesitgngrm h sW 04 U W Ir1 0 r v 4 f� E- (�'.. Q E I' Y^ t CREEKSIDE LOT #72 I, ,-"ROJECT# 04321.200/072R1 s 2AODEL: 4EHI3 �s "2605-HAYDEN" GARAGE SWINGE: RIGHT I PAGE: FIRST FLOOR FRAMING PLAN 5dRXXD ARC�I�I ECT STATE OF FLORIDA 1 v - OCTT T `2Q19 p `4 c'N'-VIES C. ANDERSON R N0 T7305 .A, 7kEe 10/14/19 i. _. SCALE: 1 /4"=11- 0'1 SHEET S 3 ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP ' ROOF/WALUFLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" PLYWOOD SHEATHING, SEE 2) USP HTA16 TRUSS ANCHOR "ROOF/WALUFLOOR NITH (9) 1 Od x, 1 1/2" NAILS TO SHEATHING TRUSS EA. PROVIDE 4" MINIMUM NOTE: FOR (A) W/ SINGLE FASTENER SCHEDULE" DONCRETE EMBEDMENT. DEL PLY, A PT SYP #2 2"X6"X4'-O" A-(1)USP HTA16 TRUSS ANCHOR WITH (9) TRAP, 1 EACH SIDE WRAPS UP MAY BE ADDED W/ 1Od 1Dd x 1 P H TO TRUSS. ANCHOR AND OVER TRUSS (NOT NAILS, 2 ROWS, 3 O/C TO B-(2) USP HTA16 TRUSS ANCHOR WITH (9) SHOWN) FACILITATE 2-PLY 10d x 1 1/2" TO TRUSS EA STRAP. FL#17680 SED IN UPLICONFT EC WITH CONNECTOR. ' DBL STRAP, 1' EACH SIDE WRAPS UP AND EAVY UPLIFTCONNECTOR OVER TRUSS (NOT SHOWN) L#1768Q (A) USP LUGT2 W/ (5) 1/4"x3" POWERS 1x2, 2x WOOD FASCIA WEDGE BOLT& (16) 16 GALV. NAILS TO SEE ARCHITECTURAL TRUSS (2PLY) #FL17240 (NOT SHOWN) 2x. SECURED W/ (3).16d (B) USP RFUS STEEL CONNECTOR WITH (4) GALV. COMMON NAILS ENGINEERED WOOD 3/4"x6" WEDGE BOLTS AND 1x2 SECURED W/ 10d TRUSSES C@ 24" O/C, 1x2, 2X WOOD FASCIA (12) WS3 SCREWS FL#6223 GALV.. COMMON NAILS SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL . 12" O/C FOR REVIEW 2x SECURED W/(3) 16dZ/z AND APPROVAL GALV. COMMON NAILS. IF 4 BOLTS ARE USED lx2 SECURED W/ 10d MASONRY BOND ENSURE THAT CELLS ARE GROUTED GALV. COMMON NAILS BEAM SOLID, 8" EACH WAY OF BOLTS MASONRY BOND BEAM 12 O/C A ALLOWABLE SCHEDULE SEE SCHEDULE UPLIFT = U:3980 LBS, L:1785 LBS (2PLY) A ALLOWABLE UPLIFT = U:1870 LBS, L:710LBS (1 STRAP) B ALLOWABLE UPLIFT U:9000 LBS, L:1310 LBS (4 WEDGE BOLTS IN RFUS) B ALLOWABLE. UPLIFT = U:2430 LBS, L:1310LBS (2 STRAPS) TYPICAL TRUSS/ „ , „ _ 1 A 1 B SCALE' 3/a =1 -o TYPICAL ROOF GIRDER CONNECTOR(S) 2A 2B sCALE:3/4"=1-a' GIRDER CONNECTOR(S) 3/4" T & G SUBFLOOR GLUED AND SCREWED AS PER SCHEDULE LSTA12 20 GAUG W/ l Odxl/2 HPG OMMON NAILS. @ EACH END TONAL OF 10 SERIES BACKER BLOCK THICKNESS 4500. 3/4" WOOD PANELS 6Q00 (2) 1/2" WOOD PANELS 60 (2) 1/2" WOOD PANELS 90 2x LUMBER SERIES BACKER BLOCK THICKNESS 4500 3/4" WOOD PANELS 6000 (2) 1/2" WOOD PANELS 60 (2) 1/2" WOOD PANELS 90 2x LUMBER LVUI-JOIST WITH - BACKER BLOCK PRE, -ENG I -JOIST 5/8" GYPSUM BOARD OR 1/2" HIGH STRENGTH CLG. BOARD SECURE I -JOIST TO TOP PLATE w/ (2) 12d TOENAILS DOUBLE TOP PLATE �— 2x4 OR 2x6 WOOD BEARING WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE PROVIDE BLOCKING 1/2" GYP. WL. BD. J <) ��LE: I -JOIST CONNECTION @ L.B.W. 3/4"=V-0' (NO UPLIFT) NOTCH DEPTH 1/4*D O HOLE EDGE>5/8" T HOLE DIAMETER < 2'5*D SGL. STUD OUTER 1/3OF SPAN ONLY —HOLE EDGE>5/8" N__� BTM. HOLE DIAMETER PLATE <3/5*D DBL STUD STUD NOTCHING AND BORING LIMITS 8 SCALE: 1 1 J2"=1'-0" HTT16 W/ 5/8" A.B. WITH MIN. 7" EMBEDMENT TO SLAB & (20) 16d x 2-1/2" NAILS TO POST-, POST TO SIT DIRECTLY ON SLAB LVL/WOOD POST CONNECTIONS A - USP TFL1716 G < 1230 LBS, U < 140 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. EMBED (6) 1Od GALV. COMMON NAILS TO HEADER AND (2) 1Odxl-1/2" GALV. COMMON NAILS. TO JOIST FL#17241 B - USP TFL2316 G < 1230 LBS, U < 140 LBS W/ (2) 3/4"° WEDGE BOLT/J BOLT, 5" MIN. EMBED (6) 10d GALV. COMMON NAILS TO HEADER AND (2) 10dxl-1/2" GALV. COMMON NAILS. TO JOIST FL#17241 BB - USP THF23160 GI < 1335 LBS, U < 140 LBS W/ (2) 3/4"° WEDGE-BOLT/J BOLT, 5 MIN. EMBED (22) 10d GALV; COMMON NAILS TO HEADER AND (2) 1 Odxl-1/2" GALV. COMMON NAILS. TO JOIST FL##241 C - USP TH035160 G � 2280 LBS, U < 265 LBS W/ (4) 3/4"°WEDGE-BOLT/J-BOLT, 5" MIN. EMBED (12) 10d GALV I: COMMON NAILS TO HEADER AND (2) 1 Odxl-1/2" GALV: COMMON NAILS. TO JOIST FL#17241 D - USP HBPH7116 G < 4140 LBS, U < 1610 LBS W/ (8) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. EMBED (16) 10d GALV!,. COMMON NAILS TO HEADER AND (10)'16d GALV: COMMON NAILS. TO JOIST FL#25749 WOOD LEDGER ATTACHMENT DETAIL 9 SCALE: 3/4"=1'-0" # 1175 UPLIFT USP HTWM20 W/10 1 Od TO TRUSS AND (4) 1/4"x21/4" TAPCONS TO CONT POURED LINTEL # 1900 UPLIFT (2) USP HTWM20 INSTALLED ON OPPOSITE FACES OF BLOCK WALL W110 10d TO TRUSS AND (4) 1/4"x 21/4" TAPCONS TO CONT POURED LINTEL PRE-ENG TRUSS CONTINUOUS BOND BEAM -- TAP CONS MIN. 2" COVER 2"APART REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR 6'-0" MAX (W/1 X4) OR 10'-0" MAX (W/2X4) n n Jl_ lx4 DIAGONAL BTM. CHORD BRACING, SEE PLAN FOR LOCATION o U a MAY NOT BE N ¢ a >- REQUIRED F7 BTM. CHORD OF I `T WOOD ROOF TRUSSES lx4 BTM. CHORD BRACING 6'-O" O/C END WALL OR OTHER MAX.; OR 2x4 BTM: CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD INTERSECTION TYP. BTM. CHORD BRACING 6 SCALE 3/4"=l'-O" SUALL: 314"=l'-U" (2) 2X4 No.2 SYP DIAG. — BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER5TRUSSES) 0'-0" TO 30'- , 1) "X" BRACE 30'-1" TO 80'-0\FASCIA, (1) "X" BRACE @ (2) "X" BRACE D FROM CENTER 2x WOSEE APRE-ENG GABLE STIFFBACK (A TRUSS ENG) SEE SCHEDULE FOR 7"' BOND BEAM REQ. .", b F 2x4 BLOCKING BETWEEN /BOLT WHERE G IS PRE TAT . (AT SH HING 2 PT. PLATE 1/2" DIA. BOLT W/ 2"SET IN HIGHH EPDXY 6"ED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX CONT. 2x4 SECURED W/ (2) 1 Od's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. _� BLOCK WALL W/ GABLE E� 7 J PRE-ENG'D TRUSS ' Eiji 24" 24" MAX. w,' I -JOIST 8" END SPACING 8" MAX END (W/I-JOI�T TRUSS BR OR BTM TYP. TYP. vP. PACIN SEE FRAMING FRAM NG PLAN LED E ..LEDGER BD. MAX. MAX .MAX FROM THE USE OF ALTERNATE MATERIALS MAY BE LE2X8 SYP P.T. DGER BOARD C3 LU EDGE LEDGER BOARD TO 3/4"EXP. .BOLT/J-BOLT W/ 2" USED SO LONG AS THEY CONFORM TO THE BOLT BOLT'J BOLT51 2" TO BE USED WASHER WITH I -JOIST. BE USED WITH I -JOIST 1.ENSURETHAT RE WASHER & 5112" MIN EMBED. (TYP) OI I O\A ING FOLLOWING .51/2 MIN EMBED. (TYP) BOLTS/J BOLTS ARE PLACED r L L V V lr-I INTO GROUTED CELLS, 8" ALL AROUND BOLT. FRONT 2. SPLICE OF FRONT AND REAR LEDGER ' 1. METAL STRAPS FOR. ROOF AND FLOOR CONNECTIONS LEDGER SHOULD LAP A MIN OF A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS Z 00 4' s":? - EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES � 3. ALL BOLTS TO HAVE WASHERS 2 2X12 I� AS THE ONE SPECIFIED., CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND 4, EXP.`BOLTS/J-BOLTS SHOULD svP PT NOT BE ANY CLOSER THAN s" ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE O/C. z_ THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO co ONLY LEDGER IN DIRECT � A USP RT16A (FL#17236) OR LUGT2 (FL#17240). ROOF TRUSSES ARE SUBJECT TO UPLIFT, Fl, 2) 2X8 CONTACT .REAR LEDGER) WITH REAR ( _ H AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SYP PT CMU REQUIRED TO BE P.T. LEDGER SUBJECT TO Fl AND F2 FORCES. FLOOR JOIST LEDGER SCHEDULE MARK A SIZE DOUBLE SYP 2x8 BOLT SIZE 1/2" ENDSPACING 8" MAX. CENTRALSPACING 24" O/C MAX. B DOUBLE SYP 2x12 (2) 3/4" 8" MAX. 24" O/C MAX. 1-JOIST WOOD LEDGER DETAIL ALTERNATE MATERIALS SCALE: 3/4"=l'-O" 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 � I CREEKSIDE LOT #72 PROJEC'']P 04321.200 072R1 'MODEL: 4EHB "2605-HAYDEN" GARAGE S VnNG: RIGHT PAC3'E: ') I; DETAILS (I -JOIST) EXF ALM I ARCI-iITEC T: STATE OF FLORIDA OCT 17 2U19 _ f ^ MICHAEL C. ANDERSON AR NO 17305 -ItINT 14 10 19 DATE: / / SCAT :1/4"=1'-0" SEiEET . 1 SGALE: 3/4"=l'-0 ■ USP LFTA6 W/, (16) 8d COMMON NAILS 2x STUDS #8 WOOD SCREWS x 2" USP LFTA6 W/ (16) 8d EACH END LONG @ 3" O.C.; COMMON NAILS, EACH FL#17244 STAGGERED END EVERY STUD OR ON #8 WOOD SCREWS NI AS SHOWN EACH END OF "BUNDLE x 2 LONG @ 3" O.C.; oil OF STUDS CENSTAGERRND OFF DBL.2X8 SYP #2 LEDGER. PLYWOOD FLOOR 3/4 AS SHOWN SEE BOLT SCHEDULE, SHEATHING MI 10/S3.1A. 8" CMU WALL REINF PER PLAN 8" CMU WALLJ_ REINF PER PLAN • _PER ELEVATION 3/4 /4 3 „ PER ELEVATION ;. O �z N SCREW PATTERN LL3� SCREW PATTERN ,�p I JOIST (SEE mz O o�¢"J FRAMING PLAN) �O_ it zuw O 0Ln¢ PER ELEVATION w In m I PER ELEVATION N - (2) 2x4 P.T. W/ DBL 2X12 SYP #2 LEDGER. SEE 2x4 P.T. CEILING _ Qa M I -JOIST (SEE MASONRY NAILS NAILER W/ FRAMING PLAN) j BOLT SCHEDULE, 10/S3.1A. @ 12" O.C. MASONRY NAILS USP SPTH4/SPTH6 BTM. 1 X2 FIRE STOP C 12 O.C. 12, PLATE STRAPS W/ 10d x 1 ; J I -JOIST I LVL 1X2 FIRE -STOP - 1/2""DGNAILS FL#,7239 SECTION DETAIL SECTION DETAIL WALL / FLOOR FRAMING, AT I -JOISTS PERPENDICULAR AT I'JOISTS PARALLEL I -JOIST PARALLEL TO WALL TO EXTERIOR WALL TO EXTERIOR WALL SCALE3/4"_i'-0' NOT USED 2 - 3 SCALE: 3/4"=1'-0" `ry 1 `. 1 l� t 9 Y1 r k$ N I N Q1 (N Hi t 5 NOT USED_ NOT USED NOT USED i I PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT STRAP TRUSS TO PL. PRE-ENG SHEATHING SEAMS) (BLOCKING ® PRE-ENG'D WOOD SEE SCHED. BELOW ROOF TRUSS j NOT SHOWN FOR CLARITY) TRUSS (TYP) 24" O.C. MAX C ' a 2X4 DIAGONAL BTM. CHORD PER ELEVATION BRACING. SEE PLAN FOR `— FOR STRAPPING LOCATION VERIFY PRE-ENG ROOF TRUSS W/ TRUSS PLAN TRUSS TO TOP PLATE 5/8" GYPSUM BOARD OR 1/2" HIGH SECURE 2x6 PT PLATE TO BLK A -USP MTW-12 U < 1195 LBS 4x4/4x6 SYP N0.2 E STRENGTH CLG. BOARD W/ 1/2" DIA. ANCHOR BOLT W/ 2" eE1 WASHER SET IN HIGH W/ (14) 10d GALV, COMMON SECURE TRUSS TO TOP PLATE wl (2) WOOD POST TO A STRENGTH EPDXY 6" MIN. NAILS, 16d TOENAILS SLAB. SEE EMBED. AT 32" OC MAX. B - (2)USP MTW-12 U < 2390 DOUBLE TOP PLATE SCHEDULE a: SECURE GABLE TO 2x8 P.T. LBS W/ (14) 10d GALV. PLATE W/ 12d's 8" O.C. MAX COMMON NAILS EA. 2x4 OR 2x6 WOOD BEARING BELOW FOR �j CONNECTION WALL W/SYP No 2 STUDS SEE FL#17239 � PLANS FOR SPACING. SINGLE r` l CONC- POURED BTM- PLATE TO BE PT.2 LINTEL COURSE PROVIDE DBL. TOP PLATE o^ PROVIDE BLOCKING. '. .o . It USP SPTH4 OR SPTH6 BTM AND TOP PLATE ANCHORS W/ SE GYP. WL, BD. SECURE BT. PLATE TO SLAB W/ 10d x 1 1/2" COMMON NAILS 1/2"x9" WEDGE ANCHOR W/ 2" FILL ALL HOLES, DO NOT USE TRUSS/WOOD POST CONNECTIONS CONT.2x4 SECURED W/ (2) 10ds Ca) WASHER SET IN HIGH STRENGTH TRUSS TO BE INSTALLED C 10'-0" O.C. MAX. 10d x 3' EPDXY 5-1/2':' EMBED. MIN. @ 16" 10a 10b 10C OC MAX. SCALE: 3/4"=V-0" GABLE END BRACING W/ PRE-ENG jGABLE TRUSS @ CMU WALL TRUSS TO POST CONNECTION' SCALE: 3,4"=V-0" A - USP MTW-12U < 1195 LBS W/ (14) 10d GALV, COMMON NAILS. FL#17244 ^� • q B - USP HTW-20 U < 2045 LBS W/ (20) 10d VALV, COMMON NAILS. FL#17244 C - USP MUGT/PHD4A U < 3715 LBS MUGT TO TRUSS W/ (4) 10d GALV. COMMON NAILS TOP; (6) 10d GALV. COMMON NAILS FACE, (12) 10d COMMON NAILS BACK, (1) 5/8"°A T.R. TO PHD4A AND (10) WS3 WOOD �//�/� TRUSS CONNECTION @ L.B.W. SCREWS TO POST FL#17240/FL#172419 4t, 9a 9b POST TO SLAB CONNECTION SCALE: 3/4"=1'-0" A&B - USP PAU44 POST BASE, <U:2,265 G:6,775 W/ 5/8 DIA. x 6" EXP. BOLT FL#17239 USP PAU46 POST BASE <U:2,265 GA3,815 W/5/8 DIA. x 6" EXP. BOLT FL#17239 C - USP HTT4 POST ON SLAB <U:4,465 W/ 5/8" A.B. WITH MIN. 7" EMBEDMENT TO SLAB & (20) 16d x 2 1/2" NAILS TO POST. FL#17324 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 PH: 321-$02-3591 www.abdesigngroup.com � AA #. 0003325 CREEKSIDE LOT #72 ImROJECTIP 04321.200 072RI 4EHB "2605—HAYDEN" x GARAGE SWING: RIGHT .AGE: DETAILS (I —JOIST) i b'30 MPH EXP. ' ARCHrrECT STATE OF FLORIDA 4 MIOH EL C. ANDERSON AR NO T7305 1INT 190 14 .ATE: 1/ / SCALE: 1/4"=1'-0" 1 SHEET 3.1B m VTT SPACING (1) AT EACH END AND 6'-0" O.C. MAX. SIDE VIEW \\L PRE-ENGINEERED VALLEY TRUSS CONNECTION 1 SCALE: N.T.S. 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA'32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W o F V G] 6y k q w A F i i s1 CREEKSIDF, e LOT #72 PROJECT# O4y3^y2�f1.. 2001072R y 'y" 4EHB "2605—HAYDEN" GARAGE SWING: RIGHT k` PAGE: a�a T p i r; 4". 1 60) MI' l EX-f-," f ARCHiI EC STATE OF FLORIDA OCT 17 *19 UCHAEL C. ANDERSON AR NO 17305 19 10 14 -;. DATE: / / SCALE: 1/4" =1' — 0:a° SKEET S3.I 551 S. APOLLO BLVD.,, SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 CYBIMV. 8GT. CREEKSIDE LOT #72 PROJECT 04321.200/072R1 1103DEr. 4EHB "2605-HAYDEN" GARAGE SWING: NV RIGHT PAGE: SECOND FLOOR DECK PLAN 20 APH EXP. ARCHTECT: STATE OF FLORIDA L ! EL C. ANDERSCs 2Pla h., illNO 17305 DATE: 10/14/DIT 19 SCALE: 1/4"=1'—O" SHEET S4 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 PH: 321-802-3591 www.abdesigngroup.com s AA #: 0003325 F=o pox Fu Y N ti, N L,5 4 P t � r! O U4 k� A f 4� Q F a l; �i d w � xl F� t� x � A 32 P+ �7 m 3 A3 CREEKSIDE LOT #72 PROJECT# 04321.200/072R1 MODEL: 4EHB "2605-HAYDEN" m; , GAGE SWING: k RIGHT r PAGE; l SECOND FLOOR DOWEL PLAN U160 MPH EXP.0 ,R-C-ITECT� - STATE OF FLORIDA t p�T ANDERSON F"FUNT 1914 DATE: 10 / / SCALE: 1 /4"=1' - 0" SHEET S4.,f FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: USP HTAt6 W/ (9) 1 Od x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: USP LPTA W/ (10) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD: USP RT16A OR LUGT2 W/ 1Od x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 1 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO MATCH CONNECTOR FINISH. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL MANUFACTURER SHOWN IN STRUCTURAL PLANS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER; ZF 72 P8S36, .177" ' x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZ DESCRI & TION REMARK (2) 8 BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL /T.O.A. = TOP OFARCH /T.O.S =TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION (psi) SIZE ZE, REINFORCEMENT STIRRUPS REMARKS BTM. `TOP MID SIZE SPACING BB1 MASONRY 3000 8x16 — (1) #5 (1) #5 N/A GROUTED SOLID gB2 MASONRY 3000 8x8 — (1) #5 — N/A — GROUTED SOLID 1 ♦♦ 8F16-lT/0M/0B 81`16-iT/OM/OB 8F16-1T/OM/OB y 1 1 ♦♦ 2 ®## 1 Cli ♦♦♦ 1 ♦♦ �� 1 ♦♦ 1 � 1 GT ♦< ♦ — .- 1 1 1 ♦♦♦♦ ,I, 1 1 ♦♦ I� 1 1 ♦ I U.N.O. PROVIDE B82 WHERE 1 1 ♦♦ � ROOF TRUSSES BEAR, 1 ♦ TOP OF WALL EL 10'-0" 1 1So1 1 ♦♦ +*� 1 1 1 ♦♦ ♦ }___.� I� 1 1 1 1 1 �I ♦♦ 1 1 1 1 I ♦ ♦♦ 1 �� 1 ` "CAST-CRETE" SAFE LOAD TABLE 1 ♦� All 10, �� ## SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED I1-LINTELS Be PRECAST '& PRESTRESSED U-LINTELS COFF I IPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U LINTELS . w9 SAFE LOAD - POUNDS PER LINEAR FOOT C Any SAFPL OAD SAFE LOAD - POUNDS PER LINEAR FOOT 1 I �� 1 GT 1 TYPE 8FMI3 8F12.0B OF16.OB 8F20-OB BF24-OB 8F28-OB BF32-OB TYPE RCMU TYPE 8FB-iT 8F12.1T BF16-1T 8F20-1T BF244T BF28.1T BF32-1T ` LENGTH 8U8 8F8-1B. 8F12-iB OF16-16 8F20 8F241B OF28-1B BF32-iB LENGTH SU8 SF8 LENGTH 8FB-z7 SF72-2T SF18-27 BF2D-2T BF24-2T BF28-2T BF32-2T # I 6132 7001• 1 ,� ♦♦ 1 3'-6" (42") PRECAST 2231 3069 4805 8113 7547 8974 10394 PI809 3'-6" (42") PRECAST 1025 1024 1598 3' 6" 1569 2655 3524 4394 I , ,' 2751 5325 6079 1 ♦♦ Nt 4'-0" (48') PRECAST 1966 808 4'-0' (48") PRECAST 765 763 1309 4'-0" (48") PRECAST 3060 3615 457� 5325 8D79 , 25931 4605 6113 T547 as7a 1D39a 11107 t363 23Ds O 1 , 1989 2110 2931 3753 4576 5400 6224 GT 4'-6' (54") PRECAST 1599 4'-6" (54") PRECAST 592 591 1W3 '( 1 �, 2189 4375 6113 7547 m 8672 10294 11809 � ♦ 1349 1438 1999 25B0 3123 3686 4249 � 1016 171`5n) 2276 1q 2838 3399 3961 4522 1 � ', ♦ 1 5'-4" (64") PRECAST 1217 734T{,» 8733p9, 1012709) 5'4" (64") PRECAST 411 411 745 5'4" (64") PRECAST 1016 1715 2276 2838 3399 3961 :4522 1 - ♦` �r 1663 3090 5365 7547091 � � 1 11 DS 1173 1631 2090 2549 3009 3470 PRECAST 909 1567ry» 2 1s 2593 9 3107ycj 3620 4j 4133 (» ,� 1 T-10" (70") PRECAST 1062 V-10" (70") PRECAST 340 339 616 F-10" (70") 929 2080 2593 3107 3620 4133 —_ _— __. ___. 4360 381� 74383 �» 506 �) 1567 ' ` 1 6'-6" PRECAST 908 1238 -. 267�7 3480 30 3707(7» , " 6-6" (78) PRECAST 507 721 490 „ 6-6 " (78) PRECAST 835 1s 1407ps, iB6lizn 2329 s 279(>11e1 3251n<, 3712pz IL .`. BF16.1 T/OM/.. OB m 1 0 (78") 39Qs0 _ w, '. 3251 3712 .. m '� r ■ 1 • ( 727 1a 1065(zs, 162E si, 2025 °" 24211 � 28271m) 3228 z4, III 1 �. r J 1 ♦ ♦ 1 101i 1729 2632 2205 2698 3191 3685 T-6" 10" (' ) PRECAST 743 8467Np 6472ps, T-6' 90" PRECAST ( ) 424 534 363 T-6" 90" ( ) PRECAST 727 1224 1624. 2025 2426 2827 3228 Q 1 ♦ 1 1011 1729 2661 3898 5681 1 I 8F161T/OM/OB 8F161T/OMlOB 8F16-1T/OM/OBE 9'-4" (112") PRECAST 554 sss 11sD lszs z684 3466 2818 33oz 9'4" (112") PRECAST 326 512 230 9'4" (112") PRECAST ss1 708(0) 113s„, 1474 19St„' 21571m) 2500(3aj 1 1 - 752 1245 1843 2504 3486 4705p , 6390pr, 691 862 1318 1643 1969 2294 2619 1 - - - - 10'-6- (126")' PRECAST 475 535 890 1247 2093 2777 2163 2538 10'-0' (126') PRECAST 284 401 180 10'-6" (126") PRECAST 530 575(m, ..916'", 118803) 146'y33) 173603) 2011,33, �„ ♦--1 643 1052 1533 2093 2781 3B430» 4754(45, 530 695 11801s) 1472 (q 1763 z 2055 2346 ".. 582 945 1366 1846 2423 3127 4006 474 504 in 800 (3z) 103T0z) 1274M 1513M) 1753(sz) - 1 V4" (136") PRECAST 362 11'4" (136") PRECAST 260 452 154 11'4" (136') PRECAST -' - -- - - - I _ 582 945 1366 1846 2423 3127 4006 494 607 1042no) 1372(11) 164:t je, 1915o) 2187(5) I` 540 873 1254 1084 2193 2805 3552 470 9 458(,,, 724 31 938.3z 11&t ) 1369 1585 rz 12'-0" (144") PRECAST 337 12'-0" (144") PRECAST 244 402 137 124 (144") PRECAST 540 873 1254 1684 2193 2805 3552 470 550 940,1o) 1302,s, 1560(13, 1818(„) 2075„0) 471 755 1075 1428 1838 2318 2883 418 ,s 386 (z) 607.3u, 785,,) 96400 114300 1323(3,) 13'4" (160") PRECAST 296 13'4' (160") PRECAST 217 324 110 13'4" (160") PRECAST 471 755 1075 1428 1838 2378 2883 428 460 780 IR 11591z4 1418po 165319, 1887(1r) ' 4'-6" (54") PRECAST 1zo7 z6ao 2707 3375 4043 4711 5379 1207 2040 2707 3375 404:1 4T71 5379 �•j 14'-0' (168") PRECAST " 279 - 424 706 1002 1326 1597 2127 2630 14'-0' (168") PRECAST 1697 2127 2630 205 293 100 14'-0" (168") PRECAST 38413 358(21) 560.20 724(m) 889 0 1054 ) 1220(w 442 706 1002 1326 410 425 717 (9) 1063(zU 1358p3) 1582p2) 1807,21, 14'-8" (176") PRESTRESSED N.R. NR NR NR NR N.R. 284 -. 91 14'-8" (176") PRESTRESSED 239 334pn 520(, 6721z9 825 978 9 1131(w NR NR 'R 14'-8" (17611) PRESTRESSED 2245 2517 2712 458 783 1370 1902 246 395 663 980 (2o) 130:ta 1518 1734,m7 o-1 NR NR NR 15'4" (184") PRESTRESSED 2056 2320 2513 i 15'4" {1'84")PRESTRESSED N.R. NR NR NR NR N.R. 259 83 15'4" (184") PRESTRESSED 224 313 ») 4860,) 627.1zp. 769p9) 911 (z9) 1054ps) 412 710 1250 1733 230 368 616 » 9081po) 124(1pa, 1460a7, 1668 ps) 1T-4" (208")PRESTRESSED N.R. NR NR NR NR N.R. 194 64 tT4" (203") PRESTRESSED 187 263 19 405 ps) 521'(27) 638 (R) 756 in 873 (21) " � NR NR NR 1T4' (208") PRESTRESSED 1609 1B49 2047 300 548 950 -1328 192 308 508 (61 740'. p9) tOD5,z7 1271 1 1473 3t t9'-4" (232") ,PRESTRESSED N.R. NR NR NR NR N.R. 148 52 19'4" (232").PRESTRESSED 162 229 (17) 348 ps) 447'.(21) 547 ps) 647 ps) 747 ps) 'i NR NR NR 19'4' (232") PRESTRESSED 1282 1515 1716 235 420 T50 IN7 166 263 429 (a) 623 (13) 841 im) 105900> 1227(30) 21'-411 (256") PRESTRESSED N.R. NR NR NR NR NR NR NR 21'4" (256") PRESTRESSED 1114 1359 1488 N.R. 125 42 2t'4" (256") PRESTRESSED 142 204 (1s 307 (23) 393'(23) 480 in, 568 v) 655 (m) iB0 340 598 846 142 232 373 p, 537. p7 7211zs1 905 p91 1048(z9) 22'-0" (264") PRESTRESSEDEN.R. NR NR NR NR N.R. 116 40 22'-0' (284") PRESTRESSED 137 197 (1s) 295 379 m 462 z3 546 3 639 m NR NR NR 22'-0" (264") PRESTRESSED 1047 1285 1399 165 315 550 784 137 223 358 p 513 (17) 888. (zal 883 p6) 999 (m) 24'-0" (288") PRESTRESSED24'-0" NR NR NR NR NR NR NR (288") PRESTRESSED 884 1092 1222 N.R. 91 33 24'-0" (288') PRESTRESSED-, 124 119 (1a) 267 p1) 342 p1) 416.. p1) 492 p0 567 (zz) 129 250 450 554 124 202' 319 p) 455 0s) 606(zs) 757 R7) B76 p7) (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE PERCENT ADDED REBAR. W THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRE�E MAY 2015 EDITION - PREC T PRODUCTS BY OTHERS TO MEET bR EXCEED VALUES STATED ABOVE -ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EAbH SIDE OF WINDOW OPENING PRODUCT DIVISIO CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE ACCEPTANCE#:16-0126.03 SECOND FLOOR LIFT BEAM PLAN Ah 551 S. APOLLO BLVD., SUITE 202 I° MELBOURNE, FLORIDA32901 PH: 321-802-3591 www.abdesigngroup.com h w �y 0. a y q W ca � A I r ,-0 B; F CREEKSIDE LOT #72 15 c' 04321.200 072R1 ' 4EHB "2605- HAYDEN" GARAGE SWING: RIGHT SECOND FLOOR LIFT BEAM PLAN pr y jp7I'TJE F) x STATE OF FLOC a=(:M MICFtAtEL C. AND � N Ali b0 -T,3S D'ATEr 10/14/19 SCALE: 1 /4"=1' — 0" SKEET L® FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: USP HTA16 W/ (9) 1 Od x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: USP LPTA W/ (10) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD: USP RT16A OR LUGT2 W/ 1 Od x 1 1/2 HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO MATCH CONNECTOR FINISH. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL MANUFACTURER SHOWN IN STRUCTURAL PLANS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 27/8 LONG, WITH WASHER @ 16" O.C. . 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-011, FINISH FLOOR. UNLESS NOTED OTHERWISE. TRUSS MANUFACTURER / ENGINEER NQLES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 1_815 SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN COLUMN SCHEDULE MARK SIZE & BASE PLATE OR REMARK DESCRIPTION REINFORCEMENT 4X6 (3Y2"x5Y2")SYP. USP HTT4 W/518" DIA 5/S3.tA WD-1 PT., WOOD POST x 5" EXP. BOLT CONNECTOR SC[ I [DUE[ - I I CONTROL DATC:01-05-12 Miiek USP SIMPSON: MiTek USP SIMPSON ; DES UPUH GRAVITY DES. UPUFI GRAVITY FASILNLR FASILNLR ."mx16 IIIA IS 1625 MUAA% 1450 (9)1Dd X 11/2' 1-PLY, 1])lbd2PLY,CM6C04' (8)10d x 1112' 1- PLY, (W),l'6tld. PLN„ (211TA16-18 2430 R)META-16 1985 (12110d x 11/2'1-PLYLMBLD4 (10110d x 11/2"1-PLY, EMBED 4" 1900 (10)16d 2-PLY,. LMBL04" - H1ALU 1820 HEI A-20 1910 (10) W 11/2', (6)36d __CMBE 4' ,., (9)lBdxll/2"4MPLY, HH 16d 2-PLY, EMBED 4" y (2)1IIA20 2430 (2)1ILIA 20 2035 (12110dx 11/2'. 1-PLY, EMBED 4" I(5)1/4166 (10110d 11/2"1-PLY,EMBEDW' �WOOD C 2260. UST -2 '2150. BLKoo 'x 3�Wed8cBaltFA" rl, WO6p(16)IBd {7))1/4"x2L1/4MJ 11 EN, (16) 16d 2430 BE AL20 2480 (lb)-10dx11/2,A PLY AU LRNAIL USE OF(21111A 10 ACCLPIABLL (181 10 x11/2, 1 PLY ALI LRNAI L USLOF(2) I ILIA20:ACCLPIABU 4175 MGI+ 3965 (1)5/8"A.T31 IN HIGH STRENGTII EPDXY(MIKU'CMBED), 122) 10d TOWOOD) (1)5/8 TR IN I IIGI I STRENGTI I EPDXY (MIN. 12' EMBED).(22) 10d TO. WOOD 9790 IIGI-2+ 1098U WOOD (9) IN, MNSONRY(2)3/4'ATR - (2)3/9 TR IN I IIGI I STRCNGTI IEPDXY (MIN 11'EMBED),(16) 1pd TO WOOD 9860 HGT-3+ 10530 WOOD (9) lOd, MASONRY (2) 3/4'AAA (2)3/4 .1 H I N H I G H SI R LNGI H E PO%Y(M IN 12 EMBED), (16) 10d 10 WOOD r1lucli 3525 LGT3-SD52.5 3285 CONC(4)3/8'%5AI WMW-Bok+ Anchor WOOD(12) WS25 (12)SOS J4"x3 10 GIRDER,(4)3/8" x5111 EN HDIO WALL 153UPARALLLLIOWALL PCRPCNDINIAR TO WALL L1 A2 1210 PARALLH OWALL14TO 1210 PLRPLNDIr_JLARIU WAIL (10)10dx 10'(10110d 13/L" 41]5 VG1 4940 (1)S/8-A:T.ft INIIIGIISTRCNOTII CPDXYI((M""IN.12'CMBCDI,(4)10d TOP/16110d FACE/(12) 10d 0ACK OF TRUSS (1)5/8" T.R. IN I IIGI I STRENGTI I EPDXY(MIN, 12T EMBED 116)5%1/4N37185 (2)VGI 7185 (2)5/8'A.T.R IN HIGH STRCNGTI I EPDXY(JEEL 2' EMBED),(8) 10d (2)5/8--1 T.R. IN I IIGI I STRENGTI I EPDXY (MIN 12" EMBED), 132) SIBS 1/4"0 MTW 12 1195 MTS-12 1000 (14) 10d x 11/2', r14) 101 (14)10d (16) 10d) 11/2" I ITW 16 1260 1 ITS-16 u5o (16) 10d% 11106) 1LM 11/2 H1W20 1530 HIS-20 1450 (24)1Ed%11/Y, 0)3M (24)10d 11/2 " H1W24 1530 IIIS-24 1450 124)10dIII 1/Y, )10d (24)10d 11/2 LS1A 12, 930 LSIA-12++ 925 (10130d (10110d LSTA 18++ 1235 ESTA-18++ 1215 (14110d (14)111d MSTA-18++ 1310 MSTA 19, 1315 (14)10d (141 UXI MS1 A-24++ 1640 MSIA-24 r+ 1640 (18)SBd (1811Ud MS1 A-M++ 2065 M51 A-30 ++ 2050 (22)l0d _. (22110d Q< MblA-36« 2065 MST A-36r 2050 - (26110d `. - (2611DI KST1236 3890 M511-36 3800 IN) 1WX 11/2' (36)lod 11/2 KTS1249 5140 MSTI-48 5065 148110d%1])2 (48)IOd 31/2 LF1 A5 1210. HE 950 -. (16)8dxllW,(1(r)8d) (8) Sd TO PLATES, (8)8d TOSTUD9 SR124 103D SP4 885 (6) l0d TO MILES (6) 10d TO PLATE (6)10dx 11/2TO STUBS MP34 5251N F1@160% A34 5151N F1@ 16W" (4)Edx 11/2' 10 ELAM,(4) 8d x 11/2" 10 VOSI (4)Ed. 11/1 10 BEAM, (4) 8d x 11/2" 10 POS1. HHCP2 ROD H02 645 (1011Wx 11/2' 10 TRUSS. (10) IW X 11'' 10 PIAIL (12)10d 11/2.1 Ni1fiA 1380 HIM>114U (9110tlx 11/2-TOT RUSS, Q ELI x 111A?0 PLAIL" (:us) 10d) 11/2" MUG115 & PI IU4A 4125 1 Iu4 VG & I U 4565 810d TO TRUSS 10 WS3 WOOD SCR STO POAW/ 58'TIIRE4D[DROD ill .1 6lY/ 16 SDS 1 I OD (10)-SOS TIIREADCD ROD WASI CRIB PLY 4'x3"TO WO / / 2.NUT5 / / l 1 / ,U / MU(iT15&PI1D4A 1 4125 VGl&IIB]3 4940 (28)10d TO TRUSS, (10) WS3 WOOD SCRFIWSTO POSTW/5/8'TIIREADED ROD (16)SDS 1/4"x3"TO WOOD, (33/4"STUD BOLTS WITHREADED ROD, (2) NUTS/WASI ICR/ZPLY PAU" 2535 6]]5 ` ABU 44Z 2200 6665 (1)5/8'A.I.X. IN HIGH SI RENGI H LPDXV"(MIN. r EMBED) IN CONC,(12)16d 10 W 0D (1)5/8 A I. R IN H IG H 51 RENGI H EPDXY, (MIN. T" LMBEU) IN CONC,(12)16d 10 WOOD PAUEB 2380 16005 ABU 66Z 2300 12DD0 (1)5/8' A.I.R. IN HIGH SI RLNGIII LPDXt(MIN.]" LMBLB)INCONC,(12)lWlOWOOD (1)5/8"A.1.R. IN III GI I Si RLNG111:EPDXY, (MIN ]" 1MBLD) INCONC,(12116d IDWOOO Lt519++i 1205 L1119. B40 (1)3/4-A.I.R INIIIGIISIRLNG111LP0%YI(MIN.]"LMBLD)INCONC,(8)1Dtl 10 WOO - (1)3/4".AA.R. IN I IIGI I SI RENGI I FLPDXY,(MIN ] EMBED) INCONC,(811Ud 10 WOOD L152U8+ro 1100 L11208 ♦♦+ 1500 (1)3/4-A.1.R.INIIIGIISIRLNG111LPDXYj-(MIN.2'LMBL011N CO NC,I10)lOdxll/FO WOOD (1) 1121, AA.R. IN I I G I I Si RLNGI I I LRPO l (MINT EMBED.) IN CONC,(10) 10d 10 WOODP S 111145 4160 11714 4235 (1) 5/8' A.T.R.IN IIIGI StRENGTIICPDXY$MINJ'EMBED) IN CONC, 118) 16dX21/2" (1)5/8"4 T. R. IN HIGH STRENGTH EPDXY (MIN T'[MBED,),INCONC.,126)16d%21/T' U Z" 11R15 5005 IITb 5090 (1)5/8'A.1.0.1N HIGH SI RENGIH EVO%V(MIN. T'EMBEU) IN CONE, (26)16tlX21%1':� (1)5/8'.A.1.R. IN HIGH STRENGTH EPDXY (MIN 7"EMdE6,)IN CONE, 126)16d %11/2" c" UVHUllf 14395 IT IDQI1 SDS 25+ 11810 (1)1"A.1.R.IN IIIGII SIRLNG111 EPDXY(MIN.10"EMBED) INCUNC. (24)W53 W000SCRLWS 4) 1' IN IIIGI151RLNGTII EPDXY, (MIN:10"LM0L6.1NNNG, (24)SCS /. x2N"WOOD SCREWS PI IDSA 6525 HU28 6(+:45 (1)5/8"A.B. IN I RON STRENGTI I EPDXY, (MIN 7' EMBED) IN COI (14) W53 WOOD: SPEWS (1)2/8 B IN II IGI I STRENGTI I EPDXY, (MIN. 2 EMBED I IN CONC,(3) 3/4 STUD BOLTSTO WOOD TDX9 7820 (1)7/8"A.B. IN HIGH SI RENGI H EPDXY, (MIN.J"EMBEO)IN CDNC.(3)2/B $I UU BOLTS IU WOOD NFM35%12U 2580 J130 MBIIA 3.56/1115 34]5 5330 (1)1/2"'I-BOLI WMIN B"EMBED&NOI, UIIHAN 4" FROM EDGE OECONCW/ 3/4" CIA II W RAMSEI/REDHEAD DYNA BOLT SLEEVE ANCI FOR OR CQ W/MIN 5'CMBCD INSTALLED IN PACC(14)10d ATJOIST EPDXY ,( IINCE6,755"EMBEDMENT I IN CM,U.IOR, (1)3/4" AAA IN HIGH SI RLNGIH INRbNS'IGH Sl RLGII IN 1 110d 10 BEAM IIUS4121F 3060 2710HOM) HUSC411 (W000) 3635 Il86D(1H1Y) (SO) 16d TOIICADER,{10)16tl TO WOOD (10)16d011[AD[R, (10)16d TO WOOD 3325 25°e) BD65 f125'M1 N ZK . IIU4IUIF (CMU 1950. -5000 ICMU) CMU) 1800 4500 WOOD. US BU)3/1WSI 5CRLw9,(10) SUtl 10 WOOD. USP I2U)i/16""TAPPER+, (10) 10d 10 WOOD (18)1/4 2-3/4..1I1LN 19 PER #LANGLhOONU, NO)30d10 W003; Q Z HD210-21F(CMU) 1950 5000 IIUC2IU-2 (CNI U) 1800 4500 (19)1/4"'x3' WS3 SCREWS, 10d 10 : WOOD. USP (2013/16"" I APPER , (10) 10d 10 WOOD. (18)1/4"Ix2-3/4" 111 EN 19 PER FLANGE) IU CMU,(10) 10d lO WOOD, H0210-31F(CMU) 1.950 5000 'lIUC2103 (CMU) 1800 4500 (19)1/4""x 3' WEB SCREWS, (10) 1061O. 11 WOOD. USP (20)3/1G TAPPER, (10) 10d TO WOOD (18)1/4 23/11 II TEN (9 PER FLANGE) IUCMU,(10)]WHOWOODi LGUM26-2 2125 6065 LGUM262SM 1430 5595 (4)3/8"X4"WMBc Bolt, Anchors, WOOD(4)W53 WOODSCREWS (4)3/8x 111 LN HD ANCHORS(1 PER FLANGL)IQ CIVIL, (4)1/4%2.1%2 SMSCRLWSIOWOOLI r2 U U ROOF FRAMING PLAN SCALE: 1/4" = V-0" En m uo M .- U U 0 1 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 mmommmmI g svBDIV. & LOT: CREEKSIDE LOT #72 a 1'in (iili 4 x, f� PROJECT* I1 04321.200 /072R1 MODEr. 4EHB "-HAYD ,, 260/5��gmE�wN' F$ V9 T=�IGE: i ROOF FRAMING .' PLAN AND NOTES 10 MPH EXP. C ARCHrrECT- STATE OF FLORIDA _ rs I P, N ' OCT 1,r �1i9 MICHAEL C. ;%)NE)F7(a_sQ1; PRINT DATE: 10 14 19 SCALE: 1/4"=1'-0" h b .MEET' I YI )Tj' GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4". T'..-^`Fan .... :',. fuffiu vu`�.. .,.. .c ."..--.._, ,.°��i%+'dFh.�i,' - „x-r:`L;...,C„ � �•�un STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD;. "A" AR HITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS: CONSULT PROVIDE 6°!° AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN 8E SPF. . GABLEENDAR HITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS AND OTHER DETAILS NOT SHOWN O O O O 0 ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS; FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4 ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, a 0 '2 O O 3 0 2 0 0 3 a 3 - AO 318-14, BUILDING CODE. REQUIREMENTS PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. ED = 1100 PSI AND A MODULUS OF - 0 0 0 0 0 0 - FO STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE -PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES 0 O O 0 O 0 ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORM -WORK: SHALL BE RATED TO RETENTION LEVELS OF 0.25PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM CORROBORATE TETRAHEDRAL (DOT) WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY 0 0 0 O 0 SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE_ ON THE PROJECT, FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE.. NAILS, SPIKE, BOLTS USED O O 0 EXCEPT WHERE A.DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT B "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN 112' OF HEARTWOOD. 0 0 ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE O O O 0 O O DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR`2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. . 0 0 0 0 TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE .AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS - 0 0 OF THE WORK. ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER ` 2 1 2 2 1 2 ' THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED. BUT ARE BY OTHERS. SYP #2 q• "A - A' 1S COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY. TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE.. SEAT PLATES SHALL BE PROVIDED 0 0 SE@UENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 0 0 0 0 DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, 0 O O 0 0 TEMPORARY BRACING,GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM At85, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: 0 TYPICAL DETAILS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE O 0 O 0 O O 0 OO THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH. 2' CHAIRS SPACED T-0" OC, EACH WAY.. TO BE S-GRADEDAND UMBER AND ITS FIN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS'BYTHE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND. O OOO OO OO REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. O O O 0 O O O O DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0. "AND E 036 B MANUFACTURED FROM STEEL O O O O O O O TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446, GRADE A; AND SHALL BE HOT -DIPPED GALVANIZED. C? O O O O O I GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE 0 50 0 0 00 2 00 DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI. STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL 2 Q 0 CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPI/WTCA BCSI 1" 0 17, O .. 0 0 O OO 0 O ROOFLIVE LOAD FLOOR: LIVE LOAD 40psf AND VERTICAL BARS SHALL LAP 6x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED 0 00 2 2 0 0 00 20 psf TOP CHORD non concurrent REVIEW. TYP. MIN LAPS: SHALL BE AS FOLLOWS #4BAR - 25" #6 BAR - 36" WOOD TRUSSES. O O 0 O O O 0 O 0 0 0 O O 0 0 psf BTM CHORD -non-concurrent #5 BAR - 30" #7 BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF \/ 0 0 0 0 0 OOOO PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEEDETAILS LOCATIONS WITH GUSSETS; CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR O O O O 0 0 0 0 DEAD LOAD DEAD LOAD 15 TOP CHORD 20 TOP CHORD l FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 0 0 O 0 0 0 pef psf 0 Q L (7psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCHETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE. STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 'P O 0 0 0 0 0 0 0 10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH O 0 0 0 0 3 O O O O O "a 2 O O O O 3 a DEAD LOAD TO RESIST WIND UPLIFT: 10psf MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT 0 0 0 0 0- O 0 0 0 O BALCONY LIVE LOAD 60'.psf WALL.. TRUSSES/GIRDERSTO COLUMNS AND WALLS FOR APPROVAL, "A- .> HIPRODE> WIND: 'DEAD LOAD SPEED =17) MPH SECOND GUST STAIRS LIVE 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF &FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TORE USED AS GUIDE FOR BEARING S ROOF" WIND DESIGN PRESSURES (ASCE 7 10 (BBC EXPOSURE C, RISK CATEGORY 11) S INTO INTERSECTING WALLS AND HK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. HOOK DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE, TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL NET (GROSS) ASCE 7-10 LIVE LOADS: UNINHABITABLE ATATTICTIC WITHOUT STORAGE: tOpsf, UNINHABITABLE ATTIC WITH LIMITED - LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT ZONE 1 = PSF (49.48) STORAGE: 20psf, HABITABLE ATTICS. AND ATTICS SERVED WITH FIXED STAIRS: 30 sf BALCONIES (EXTERIOR) P p O ES ( IOR) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE ' ZONE2 = 39.48 PSF (49.48) 39.48 AND DECKS: 40psf,. GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: SOpsf, PASSENGER WITHOUT THE APPROVAL OF THE ENGINEER. - STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL ZONE = 67:16 PSF (77.16) GARAGES: SOpsf, ROOMS OTHER THAN SLEEPING ROOM:40 sf, SLEEPING ROOMS: 30 p psf, STAIRS: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION "A"= 4'-0-0 " END ZONE DISTANCE 40 sCLE p MASONRY: PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED ANDSEALED BY A FLORIDA . BASIC WIND SPEED: 160 MPH MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER:. WIND EXPOSURE: "C" SHOP DRAWING REVIEW: r "SPECIFICATION MASONRY STRUCTURES" (ACI 500/ASCE 5/TMS 402, BUILDING. CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS THE HURRICANE U CANE STRAPS SPECIFIED ON THE WALL. SECTIONS AND PLANS ARE PROVIDED TO FACILITATE TI I.i_ RISK CATAGORY: II SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS APPLICABLE INTERNAL - OF THE CONTRACT DOCUMENTS ONLY: IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PROVIDED BY THE TRUSS. ENGINEER, PRESSURE COEFFICIENT +- 0A0 COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIME NSIONS,`ETC. Y - CONCRETE MASONRY BLOCK ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW OC THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL;, SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM 0-90, GRADE f'm = 7500 P51. BLOCK SHALL BEPLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT CLADDING AND CLADDING WIND LOAD PRESSURES. THE DELE ATE ' TRUSS ENGINEER SHALL BE RESPONSIBLE FOR G DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE -D ALL T TRUSS NNE SS O USS CONNECTIONS. ROOF DIAPHRAGM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. dROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH U FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT ASTM C-47fi, AND SHALL PROVIDER MINIMUM C®MPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS UNLESS ALL SHEET METAL FRAMING CONNECTORS SHOWN ®N THE PLANS SHALL BE "USE STRUCTURAL O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR ROOF/ WALL/ FLOOR DOCUMENT WILL GOVERN OVER THE S SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT. SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION - CONNECTORS" BY USE, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS CEMENTITIOUS TILE AND METAL ROOFING, USE I WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING i TO CONSOLIDATE GROUT. LATEST CATALOG. SHANK GUN NAILS AT 4" O.C. AT SUPPORTED SHEATHING FOUNDATION/ SITE PREPARATION' ; . TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PANEL EDGES AND Sd RING SHANK GUN NAILS FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOT,INC�,.r PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE FASTENER SCHEDULE EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95 % OF -THE- SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO DETAIL. -MO DIFIED'PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D j557rTREATALL CELLS TO BE FILLED. ROOF SHEATHING TO GABLE ENDFRAME USE SOIL FOR TERMITE PROTECTION- 8d GUN NAILS @4"O.C.0 EDGEWISE 2x4 1 FILL CMU CELLS SOLID WITH. GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE NAIL SCHEDULE U THE:OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING. Fnln SU I CESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING RINGS SCREW SHANK PER I PER INCH) 8d SCREW SHANK 2 1/2" 0.120" PNEUMATIC SCREW -NAILS GE -TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE -- . ;, LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY THE GEO=TECH. ENGINEER. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE C NGRETE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE:AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CO CRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: A36, Fy = 36 ksi FOR ANGLES, PLATES; AND W-SHAPES. STRUCTURAL, TUBING SHALL BE ASTM A 500,,. GRADE B, o" Fy = 46 ksi. STRUCTURAL. PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35ksi. TUBE AND PIPE 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5".S'TROCTURAL TERRACE SLAB 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' ANCHOR BOLTS AT THE COLUMN HALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL :I INTERNATIONAL STAPE NAIL & TOOL 2. INTER O 0. C- MAX. IN FIRST 2 FRAMING +' ,CO<�TRACTORSHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX -PRIOR TO s 25-NBASES BOLTS OTHER BOLTS SHALL BE ASTM A325-NBOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL „ CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/ PRIOR TO THE ADC.ITION OF PLASTICIZER BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. ASSOCIATION (ISANTA) ESR 1539 SPACES AT EACH END. ."- RAFTER OR TRUSS'. CO CRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 ANDASTM C-94ORMEASURING; MIXING, TRANSPORTING, ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ROOF SHEATHING CO ETE. TICKETS. SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS CR E ADE ED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A I, DE Y IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES,. THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE EXTERIOR SHEATHING ''"'• I RES ONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING COMPLIANCE WITH THE ABOVE SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & Z REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS, ` BOTTOM PANEL AND 8d RING SHANK GUN 0 A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): NAILS .AT6" O.C.ATINTERMEDIATE 'SUPPORTS OR 7/16"'ZIP SHEATHING SYSTEM (INSTALLED w..3 m -. B. FOR CONCRETE EXPOSED TO EARTH AND/OR.WEATHER: 1-112'FOR#SAND SMALLER PER MANUF. SPECS.) SEE DETAIL. T FOR #6AND LARGER c C. FOR CONCRETE NOT EXPOSED TO WEATHER. - -, BUILDING LENGTH L 3/4" FOR SLABS WALLS AND JOISTS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS ,`� 1 ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES z co FASTENER SCHEDULE z WINDOW AND DOOR BUCK FASTENERS FASTENER w Z (� APPLICATION SIZE TYPE SPACING, -__ REMARKS APPLICATION SIZE TYPE- SPACING REMARKS � (� LUC G SHANK GUN NAILS 8d RING 1x2 PT FURRING TO CASE HARDENED COIL B" O/C GARAGE DOOR BUCK 14"CIA TAPCON MASONRY -- 11i2"EMBEp.,.4"END DIST.. z @ 6" O.C; IN FIELD MASONRY / CONC. NAIL 1. 1/2" LONG --- - -- TO MASONRY/GONG — - — NO WASHER FASTENER 8" O/C 11/2" EDGE DIST. 'V SGD, AL. EXT. DOORS 1 x PT, SEE NOTE fi CASE HARDENED COIL NAIL 1. 1/2' LONG 9" O/C STAGGERED WINDOW/DOOR/ FASTENED INTO MASONRY/GONG. GARAGE DOOR BUCK TO MASONRY/GONG -1/2" DIA W/ WASHER EXPANSION 24' O/C 4" EMBED., 4" END DIST., = O 3 EDGE DIST 'IT- 0 - WINDOW BUCK CASE HARDENED COIL 9'O/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING. aU Z tx PT, SEE NOTE 6 NAIL 1 112" LONG. STAGGERED INTO MASONRY/CONC. MASONRY / CONC. REQUIREMENTS Q S J Q "6 EXT. SWING DOOR (2( 3/16"DIA 'TAPCON 18" O/C 1 1/2' EMBED, 8"END. NON -BEARING WOOD 1Y2" EXPANSION 4" EMBED. 4" END ", BUCK 2x PT SEE NOTE 6 NO WASHER FASTNER DIST., 1 1/2" EDGE DIST. WALL TO CONE SLAB W/ WASHER BOLT 24 O/G V' DIST., 3" EDGE DIST. Q Z. w Z J TYP. F EXT. SHEATHING ATTACHMENT OR ROOF SHEATHING (O.S.B zx PT WINDOW BUCK Z Q J W (3 LL r E3-1 I O BE O I HVCTU HAL GRADE) PT TO SYEEL COL.; SEE 0.1 WIPASH21i8" W/ WASHER 9'G/C. STAGGERED 4- END. DIST,712' EDGE DIST. NOTE 6 Y CaJ U) J NOTES Q Z 1 STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS U - Z `L 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA _ O Z m Z Cf)- Z W 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED = w C7 4. RAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOAOR THE SPACING DETAILED ABOVE - Z LU (� C 6. WINDOW AND DOOR BUCKS SHALL BD AS WIDE OR WIDER AS THE DOOR OR. WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. h>k MEMBERS ARE NAILED AND LijU � Sd RING SHANK GUN NAILS 12" O.C. IN 2x MEMBERS ARE SECURED W/ TAPCONS OR PAFTOTHE SUBSTRATE. 00 2' U N U FIELD or 8d x 2 1/2" SCREW SHANK Z � O 00 LU PNEUMATIC SCREW -NAILS @ 12" O- N FIELD AA V z r a a 00 TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS �..=_�:-thN3ie`?T. ..,., a:`- or "'�.�"F, �di'fTC. �`Rs, .Tip.: •:__,..SQL-� „iin�-`,a .,::... ".: 3..: .. q'�3 t�:�%'��.a �'±Y.RX^.; . 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321-802-3591 www.abdetigngroup.com AA #: 0003325 �3 I„ W i7 W o-3 C3 0 I o A, ky q A 4� a Cl f 1 i I r,. 1751 F I 4 � m m1 a U 4 I� 640 d sURIr 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 �.. ODEL• ,a 4EHB 2605-HAYDEN" ,ARAGE SWING: rl RIGHT PAkGE: r R �pp DETAILF Y{ ,- Ni 5{ 60 MPH EXP. C:; ARCHrrECT. -ATE OF FLORIDA I J l^ MICHAEL C. ANLZERSO APR NO 17305 IffINT _DATE: 10/14/19 SCALE: 1/4"= V — 0" II SHEET _ r S I 3 Planning & Development Services Department Building & Regulations Division Procluct KevIeW Attldavlt .................. -- ......................... ......... ------------------ -- ................... ....... ............ ................... ........... ........ -- .................... ............... - .......... .... ...... ....... --------- ........... ........ ...... FL # or Miami -Dade ......... ....................... --- .. ............ . ......... ........... ...... 11 ----- ......... ................................... ........... - ................. ........ . .................... FLORIDA PRODUCT REVISION EXPIRATION Product Model # Manufacturer Glass Description method of Attachment Building Design Pressure Product Design Pressure APPROVAL REVISION DATE 1/4" concrete screw 611 edge distance @ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking. fastener spacing @ 15" o/c max. @ head and jamb. FL5891.2 R6 12/3112021 Swing door Smooth Star Thermo-Tru N/A Min, embedment of all anchors to be 11/4" (+36) / (-47) (+67) / (-67) --------- -- -- ------I-- -------------- --- - -- - ---------- ------------ ---- - -- ------------------ --- ------------- - - --------------- - ----------------- -- - ---------- ---- --- -------- ------- — ----------- ----__-__-- Type 1: 3/16" or 114" ELCO Ultracon anchor 6" max, from corners, 113/4" a/c at jamb, 16" @ head. 11/4" embedment, Type 11: 3/16" or 1/4" ITW concrete tapton anchor. 6" max. from comers, 7 1/4" o/c at jamb, 101/4"@ head, 11/4" embedment, Two additional tapcons midspan and one at lower frame required vertically each side, FL16103,1 R12 4/3012020 SH Window Ply Gem 1500 Ply Gem Non Impact Install per manufacturers recommended requirements. (+38) (-49) (+50) (-50) Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max, from corners, 14�'o/c at iamb, 10" @ head. 11/4" embedment. Type II: 3/16" or 114" ITW concrete tepcDn anchor. 6" max, from comers, 8 1/2" o/c at jamb, 6" @ head. 11/4" embedmenL Eight additional tapcons top and bottom required bontontally, one midspan vertically each F1.16100.1 R6 6/30/2020 Vertical Mullion Ply Gem 1500 Ply Gem Not) Impact side, Install per manufacturers recommended requirements. N/A N,,A Type 1: 3/16"cirl/4!'ELCO Ultracon anchor 6" max, from corners, 14" o/c atjamb, 16" --- @ head / sill, 11/4" embedment. Type ll: 3/16" or 1/4" ITW concrete tapron anchor. 6" max, from comers, 8 1/2" o/catjamb, 10 1/2" @ head / silL 11/4" embedment. Five additional tapcons top and bottom required horitontally,two midspan vertically FL16104,2 R5 11/30/2022 Fixed Window Ply Gem 1500 Ply Gem Non Impact each side. Install per manufacturers recommended requirements, (+38) (-48) �+55) (-55) 1/4P concrete tapcon anchor. 2 1,/2" minimum edge distance. 6" max c/o from comers and 20 3/4" max o/c elsewhere top, vertically and bottom, 21/2"min embedment. FL146�4,1 R3 12/31/2019 Sliding Glass Door Builders Series 4780 w/ Ply Gem Non Impact (+33) 1 (-41) (+50) (-So) Sill Riser 1/4" concrete screw 6" edge distance @ head, 4" edge distance @jamb, 4" each side of transom centerline to bucking. Fastener spacing @ 1511 o/c max. @ head and jamb, FL20461.17 R4 12/211/2019 Opaque single Smooth Star Therma-Tru N/A Min. embedment of all anchors to be 11/4" (+36) / (-47) (+47) I (-47) door with transom x 2-3/4" HIM sleeve anchors 6" from ends 22" O/C FL161 RiO 12/3112020 Double Garage 16.2x7 73 W6 Clapay N/A (+29)/ (-35) (+36) (42) Door Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" di a. heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6 -1/8" above the butt edge, approx. V and 13" from each end and 1/21' F1,700iij RIO 12/21V2620 Roof IKO Cambridge N/A above each cutout, Drive nails straight so that nail head is flush with, but not cutting (+36) (-47) N/A into shingle surface. Miami -Dade approved corrosion risstant tin caps and 12 ga. 1-1/4" annular ring R4, 12/31/2020 Imerweb N/A shank nails spaced 6"O,C. at all laps and three staggard rows fastened 12" D.C. in the N/A FL15216,1 (PENDING APPROVAL) Underlayrnent Rhino U-20 field, .................... . .... . .. ... ..... ........................... ........... . ... ........ .. .......... . . ------------ - - .. . .... ..... . . ........... Position Vent Flange beneath loosened shingles aligned w/ deck opening. Apply ASTM D 4586 orASTM D 3409, Type I roofing cement/mastic to the underside of the vent flange at both the inside and outside perimeter and to continuously surround and seal the flange. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with galvanized or stainless steel roofing nails having a min 12 ga shank, min 3/8" diameter head and sufficient length to penetrate through the sheathing {ring shank nails shall be used in the HVHZ). Nails shall be located I" from the edge of the flange and 8"O.C. along all Fll R2 9/9/2026 Off Ridge Vent OFF -RIDGE VENT WITH TAIVICO N/A four sides of the vent. All exposed fasteners shall be seated with roofing N/A N/A BAFFLE cement/mastic. all loosened shingles shall be adheared down with roof cement/mastic. Refer to and follow ALL Manufacturers installation instructions, AOR is not responsible for Errors, Ornssions or interpritations of this Installation Method. Apply Roofing Sealant on all seams inside the Roof Collar. Apply Roofing Sealant along all (4) sides of the bottom of the Vent Flashing, Install in location under shingles to roof deck, Fasten Base Rang to Decking using 11/4" Ring Shank Nails. Fasten Base Flange w/(1) nail ea corner @V'frorn edge. Fasten each Side of Base flange using (3) nalles spaced nominal 5" apart and V from edge. Fasten Top and Bottom using (3) nails spaced a nominal 5" apart and V from edge for a total of 22 FL3792 R11 9/1612021 Roof Vent 770-D Lomanaco N/A nails. Seal all seams and nail heads and loose shingles. Refer to and follow ALL N/A N/A (alternate) Manufacturers installation instructions. AOR is not responsible for Errors, Omissions orinterpritations of this Installation Method, AOR is not responsible for Errors, Ornssions or misinterpretations of this Installation Method. FL24161,1 NONE 12/31/2020 soffit Variform Soffits PlyiGem N/A F1.24161.1 (+31.6) (-38.8) (+77.0)/(-73.6) 1/4' x 20 stainless steel or ELCO Parielmate with minimum embedment @ 13/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 1/2" min, edge distance, 12" o/c max. spacing. Can be headed FLI6291.1 R2 12/3112019 Less than 6' span 24 GAGE panel MFG. N/A screw or all thread but with wing nuts. N/A +or - 20 p.s,f. ......... --- ...... --.- ...... ........... .. ..... ........... - ........ ....... ... .......... . ........ --- ....... . - ........... .. TIC x 20 stainless steel or ELCO Panelmate with minimum embedrivirit @ 13/4" in concrete / masonry, 2 112' min, edge distance, 12" o/c max. spacing. Can be headed FL14943,1 R2 12/31/2019 Hurricane Panels 24 GAGE Hurricane Storm N/A screw or all thread but with wing nuts. N/A + or - 20 p,s,f, 6� span or more panel MFG. Install per manufacturers recommended requirements. FL17147:1 R3 6/27/2019 ZIP System Wall Sheathing Huber N/A N/A Sheathing *1 75 CK I SONT;;ZZOL 1-"4,TEF T! i'a 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA 32901 PH: 321802-3591 www.abdesigngroup.com AA #: 0003325 U T =4 I BDIV. ac LOFN,� S f 11 I-Auc -1 1;lf COTNT MA.TER PA PROJECT# MODEL: FTINE LE GARAGE SWING: f. PAGE: r ARCHITECT= STATE OF FLORIDA tt 1 ZAP a OCTU" "" 'll" R LMICHAEL a. AND R � 1 ENW�4 � AR NO 17305 V DATE; zr 07/1.6/19 SCALE: 1 STIENT Flea :0 GENERAL NOTES SITE WORK TIMBER 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE !IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER HEREIN: FBCR 6TH EDITION (2017) UNO. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL B. NATIONAL FOREST PRODUCTS ASSOCIATION: 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HERERSEE LANDSCAPE DRAWINGS FOR FINAL I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION. C. SOUTHERN PINE INSPECTION BUREAU: THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS, THESE OPENING PROTECTIONS SHALL BE L. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2. 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE D. TRUSS PLATE INSTITUTE: ARCHITECT. I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK E. APA - THE ENGINEERED WOOD ASSOCIATION: PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. PERFO 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN THE HORIZONTAL I. ENGINEERED WOOD CONSTRUCTION GUIDE DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE 3. MINIMUM NAILING PER CHAPTER 6 WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. CONTRACT DOCUMENTS, OF WHICH SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. FABRICATION OF THE WORK. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 6, COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR 1 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM: AREA SHALL BE 8 FT . SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED, PLUMBING 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL, 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM 3/<" PVC (SCHEDULE 40), INSULATED WITH''%" AMAFLEX. 8, THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 10.CTO RACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALLAPPLICABLE STATE, CITY AND 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC, UNLESS SPECIFICALLY DETAILED. TY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED ACE THE FINISHED FLOOR ELEVATION MIN V-0"ABOVE THE BFE, PER FLORIDA BUILDING CODE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. Q 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005 2 GARAGES AND CARPORTS 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE,PERMITTED SEPARATELY BY ENGINEERED SHOP 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903. 1. -GARAGE DOOR DRAWING. 9.. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE, A. ENGINEERED FOR MIN WIND LOAD, LISTED ON COVER SHEET 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION EXTERIOR WALL COVERINGS 2. DIRECTLY INTO A ROOM USED FOR SLEEPING AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE G R C TLY LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR PURPOSES SHALL NOT BE PERMITTED. OTHER BETWEEN THE GARAGE AND RESIDENCEBE INOTPED WITH APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301. 2 AS MODIFIED BY TABLE ) TEELDOORSLL HEOPENINGSINTHICKNESS, B LESS THAN ' SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CO S BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: R3012(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1:5 TIMES THE DESIGN PRESSURE( 1-318 INCHES THICK, OR 20 MINUTE FIRE -RATED DOORS "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF EXTERIOR FINISHES 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES." 1, WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM N0.26 GAGE (0.48 MM) SHEET STEEL 1"MIN. RIGID APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE " _ THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. GARAGE. Ilk 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM•C926 & ASTM-Cl063-12a. 4. AS PER SECTION R302:6 &.TABLE R302.6: THE GARS E SHALL BESEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT o- 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITEDTO: LESS THAN 1/2 -INCH GYPSUM -BOARD APPLIED TO TIDE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMSALL BE _ _ ALL STUCCO CONTROL JOINTS _ _ _ KICK -OUT -DETAILS SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD (�R EQUIVALENT. - �`' LL FLASHING - HORIZONTAL LATH AND PAPER DETAILS 1"WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE � -� PIPE PENETRATION DETAILS -- -- VENT PENETRATION DETAILS PROTECTED BY NOT LESS THAN 1/2-INCH GYPSUM Ei®ARD OR EQUIVALENT. WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS - WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4, SHALL BE INSTALLED PER ASTM-C1063-15AAND R703.7, • FIRE RESISTANT CONSTRUCTION ,- 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" GYPSUM BOARD. R302.7. EXTERIOR CEILINGS 1 EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDERS/ CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. I 551 S. APOLLO BLVD., SUITE 202 MELBOURNE, FLORIDA32901 PH. 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W :w V n w z F N Q p Q o u- F a C 0 � ri 0 E ti a N SLTHDIV 8e LOT: CREEKSIDE LOT #72 PROJECT# 04321.200 072R1 MODEL 4EH13 "2605-HAYDEN" GARAGE SVfMG: RIGHT ]PAGE: GENERAL NOTLEXP.JC 60 MPH VSTATE HrrECT-. FFLORIDA OCT 2 7 2020 MICHIAEL C. ANDERSON AR NO T7305 PRINT DATE: // 10 14 19r:; SCALE: 1 /4"=1' - 0" SIMET { GN