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Home My WebLink AboutBuilding Plansah STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR 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 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDERASSUMES 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. DESIGN CRITERIA: PWRMA BUILDING CODE, RESIDENTIAL EDITION (2020) ®ALL LOCAL AND STATE CODES -OCCUPANCY — RESIDENTIAL, GROUP R3 CONSTRUCTION TYPE VB MIN. INTERIOR FINISH — CLASS B - BASIC WIND SPEED - Vu.lt=160 MPH Vasd=124 MPH -EXPOSURE — C -I—STORY RESIDENCE — .2—STORY RESIDENCE -MAX. HEIGHT AS PER LOCAL AND STATE CODES Jff. CAW. LIVING 1916 SQ. FT. GARAGE 430 SQ. FT. ENTRY 16 SQ. FT. LANAI 80 SQ. FT. TOTAL 2442 5Q. FT. A/C VOLUME 191411.6 CU. FT. _I � ABBREVIATIONS REVISIONS ABV. ABOVE LAV. LAVATORY DATE DESCRIPTION A/C ADJ. AIR CONDITIONING ADJUSTABLE LUM M.C. LUMINOUS MEDICINE CABINET'. 01/26A8 CD�818SUED OIA5118 2011 FBC UPDATE ALT. AMP. ALTERNATE AMPERAGE MFR. MIN. MANUFACTURER MINIMUM. 01/108 CD'S RE -ISSUED BD: BOARD M.T. METAL THRESHOLD CL CENTERLINE MTD. MOUNTED 02nIA8 SIDING ELEVATIONS ADDED CAB CABINET MTL. METAL CLG. CUR. CEILING CLEAR N.T.S. O.C. NOT TO SCALE ON CENTER 03l16A8 CD'$-188UED CONC. CPT. CONCRETE CARPET PL P.B. PROPERTY LINE PUSH BUTTON 04ASAS FOOTING REVISION PER M. BOWES 06/11/18 CO'S REISSUED C.T. D. CERAMIC TILE DRYER. PH. PLT PHONE PLATE 02A9/19 ADDED CURELESS FOOTER AT GARAGE DETAIL (FORT MYERS) DBL. D.G. DOUBLE DUAL GLAZED PLYWD. PR. PLYWOOD PAIR — DIA-: DIAMETER.. PT, PRESSURE TREATED 02/22A9 PLAN MAINTENANCE DIM. DISP DIMENSION DISPOSAL R. RAD. RISER RADIUS 03/28/19 -- REVISED LINTEL SIZE AT FRONT ENTRY DOOR DP. DR. DEEP DOOR A.A.G. REF. RETURN FRIGERAIR ORILL REFRIGERATOR 04/24/113 _ ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON (MEL13.) 04/24/19 REVISED HVAC VOLUMES ON SOFT GALC SCHEDULE (MELB.) D.S. DTL. DOWNSPOUT DETAIL RM. R.O. ROOM ROUGH OPENING 002AS ADDED TXMERIOR MONO DEEP FOOTER' DETAIL 12/81.1A (ORL) D.W. DISHWASHER S.C. SOLID CORE MDR EA. EACH S;D, SMOKE DETECTOR - 06/21AI3 ADDED LED LIGHTS + KITCHEN t BATH PER MARK BOWES ELEV. ELEVATION S.H. SINGLE HUNG EQ. EXH. EQUAL EXHAUST SHT. SHTHG. SHEET SHEATHING 01AI3119 ADDED STONE OPTION ELEVATION C 4.D (TAMPA) EXT. X F.G.fF$.i. EXTERIOR FIXED GLASS SIM. Sim. SIMILAR SHOWER 09/11/19 ELEVATION 'G' SIDING -ADDED LOUVER ® GAELE ROOF I0/25A9 e ADDED OPT. 6-0' CEILING HEIGHTS F.G.FUEL FIN, GAS FINISH SL. SL. GL.. SLIDING SLIDING GLASS 01/01/20 — REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS FLR. FLOOR STD. STANDARD FLUOR. FLUORESCENT SWS SHEAR WALL 04/01/20 REVISE ENKAVENT RADON PLAN DIMENSIONS FR. DR: FRENCH DOOR SECTION - FTG. GA. FOOTING GAUGE TEMP. THK. TEMPERED GLASS THICK' 04/09/20 OPT. 8'-0' CLG. HGT: ADDED LED LIGHT IN FOYER GAR. DISP. G.F.I. GARBAGE DISPOSAL GROUND -FAULT CIRCUIT ' T.O.C. T.O.P. TOP OF CURB TOP OF PLATE 04/05/20 OPT. 6-0` CLG. HGT. ELEVATION 'C'- REVISED HEIGHT OF ARCHWAY _ 05/06/20 ADDED ELEVATIONS 'L' t 'M' (ORL) GL. INTERRUPTER GLASS T.O.S. TYR TOP OF SLAB TYPICAL OIA5120 ADDED ELEVATIONS 'MG'-'MH'-'MS' (ORL) GYP. BD. GYPSUM BOARD U.N.O.: UNLESS. NOTED H.B. H.C. HOSE BIB HOLLOW CORE V.P. OTHERWISE VAPOR PROOF 01/01/21 2020 FBC UPDATE HDR. HEADER. W. WASHER HOT. OR HT HEIGHT W/ WITH rNSUL. INSULATION. WD. WOOD TNT. INTERIOR WOW. WINDOW W/H WATER HEATER W.I. WROUGHT IRON INDEX OF DRAWINGS ARCHITECTURAL SHEET # DESCRIPTION PG Cl—COVER SHEET PG GN— GENERAL NOTES PG Al —FLOOR PLAN PG A2-ELEVATIONS E1011111mm Reviewed for Code PG E1—ELECTRICAL PLAN Cornpliance PG Pi —PLUMBING PLAN universal Sc` ""g : PG Ml—MECHANICAL PLAN PG DI —DETAILS PG D2—DETAILS PG VIWA1—WALL ASSEMBLY DETAILS PG WA2—WALL ASSEMBLY DETAILS PG WA3—WALL ASSEMBLY DETAILS PG WA4—NOT USED PG WA5—NOT USED PG WA6—WALL ASSEMBLY DETAILS STRUCTURAL SHEET # PG Sl—FOUNDATION PLAN PG SI AA —DETAILS PG S1.2—DOWEL PLAN PG S1.2A—DETAILS PG S2—LIFT BEAM PLAN AND NOTES PG S2.IA—DETAILS PG S2.2A—SAFE LOAD TABLE PG S3—FRAMING PLAN PG S3.IA—DETAILS PG S3.1B—DETAILS PG SSAC—DETAILS PG SNl—DETAILS �u � Napo DESCRIPTION 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 i 4 F"1828--CALI" V. LOT': EKSIDE ASE II T #32 CT 20C 032R2 : EBB AGE SWING: RIGHT PAGE: COVER SHEET 160 MPH EXP. C ARC,HfTECT. STATE OF FLORIDA a- JAN 2 7 WI -At MICH AEL C. A&V SON Ake NO 17305 rrcaav 01 1$ DATE:: 20 / / SCALE: 1/4"=1 #_011 SKEET' GENEML NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 7th EDITION, (2020) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR7TH EDITION (2020) UNO. 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS Y THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS�SHAL DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2. 3. DO NOT SCALE DRAWINGS THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE TTENITION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK; 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODE; 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CON RACIOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED, 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FORALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTI-NGIN ER. 9. NO STRUCTURAL MEMBERS ARE 70 BE CUT FOR PIPES, DUCTS, ETC UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET 2. 3. 4. L BE 3 WM WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 4, NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Yz THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 El, THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 10. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND COUNTY BUILDING AND ZONING CODES, 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWING. 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 OTHERAPPROVED METHODS OF TERMITE PROTECTION AS PER SECTION R302.5.1: OPENINGS FROM A'PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE PURPOSES SHALL NOT BE PERMITTED, OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT ESSiTHAN BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: 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 AS PER SECTION R302.5.2:'DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING HE AGRICULTURE AND CONSUMER SERVICES." DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. ilGIC ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS IN 0 THE GARAGE, AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA Y NOT LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIV LENT: WHERE THE SEPARATION IS FLOOR -CEILING', ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO E E PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN; A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: I: NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) E. APA-THE ENGINEERED WOOD ASSOCIATION; I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION, 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1, 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. PLUMBING 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, 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH 1/2" AMAFLEX• 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH, 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE, 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE, 10 DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2. EXT'ERI Nt WALL COVERINGS 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR TABLE R301.2(3),'MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 112" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926-18b, ASTM-Cl063-19a & ASTM-Cl787. 3. LATH & ACCESORIES PER ASTM-C-1063-19a & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS 1" FLASHING HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS Reviewed for Code CONDUIT PENETRATION DETAILS CASING BEAD DETAILS Corn DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAI umverse e Sciienceseermg CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4, SHALL BE INSTALLED PER ASTM-Cl063 - 19a AND 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. EffEl= 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 1l4 TYPE W DRYWALL SCREWS AT 12 O.C. (PER MANUFACTURERS SPECIFICATIONS) . CONMUCT10N OBSERVATION CONSTRUCTION OBSERVATION SERVICES 1 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. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA 1#: 0003325 PAGE: GENERAL NOTES 160 MPH EXP. C ARc.HIrmcT-. STATE OF FLORIDA JAN2 7 2112t MIC. C. ANDERSON LNC , 17305 �""S DAT7E: 01 /18 /20 .3G.A.Lo: 1/4" V-0" 1 CONTROL DATE: 12/10/20 (RM) GROUND WIND DESIGN SEISMIC SUEIJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN SNOW SPEED tOPOGRAPHIC DESIGN WEAtHERING° FROST LINE TEF�"11TE DESIGN UNDERTLAYMENT HAZARDS g FI�EZING ANUAL LOAD CMPH7 EFFECTS" CATAGORY' DEF'TH°a TEMP' REQUIRED° INDEX' TEMP NA 160 G NA INEGLIGAIRILE I NA I VERY HEAVY 42 NA 15EE SURVEYJ NA I NA FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL 5E IN ACCORDANCE WITH SECTION FBG R302.9.1 THROUGH FBG R302.9.4 12'_4" im'-0" 17-4° FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBG Ill THROUGH NBC R302.10.5 -1�_4' 4 • UJIM V- - — — — — — — — — SQ.FT. CALC. S LIVING GARAGE ENTRY LANAI I916 SQ. FT. 430 SQ. FT. 16 SQ. FT. 80 SQ. FT. Tl 2442 SQ. FT. A;C: VOWME 1641-Ib CU. FT. -- 27-0" 12'-5'oo ! 3'-4 10 -4 I 10'-0 ° �COWONEiff AND CL LOADS BW WM FOR 3 Ci�JSI8 r � I pp ICOVERED m. a w.w�. � (2) 3052-SH 3 6068 S G D. EGRESS SC -A g3 !O WALLS LIVING 0� Q LSL\il\G =- sx :;w ` eez -�t 3 i 5, Fk tj a f — I ROOMRM BFEEEI7ROOM #1 ; r �, `— B B� 8-8 CLG CLCa ° — tt a _ 0` €I z3W BASIC WIND SPEED MPH = 160 (Volt) 6-8 CLG a INTERNAL PRESSURE C„ EFF'ICENT = t 0.18 BLDG. CA`Il EXP.=C, MEIA.N :ROOF HT. = 11°-31" 10 0 W PRESSURES HAVE BEEN MODIFIED PER FBCR 7TH ED. 2X8 (2020) SECTION R301.2.1 TO MEET TESTED ALLOWABLE 4 -4 4 Sk t A" 3t&tsri m, I �i� • 17^" > OR NOMINAL WIND LOAD 'VALUES FROM THE PRODUCT .� ;Na „� A � ; psi <3m - MANUFACTURER. COMHOL DATE 00/21 N e C COMPONENT AND C A00MG P SD B' ZME cv ?` V. i ° Reviewed for Coae Q Q ��....// _ - Compliance IRIS I -� 1 j��"�J ? l Universal Engineering - Sciences - ---- -------- -- — I b36 - ciI �LC. $' 6 CL o `� I'-4" — — — — — — — - --L In C. V. ° r+1 e ! `w: I .36 X60 DBL. �r i IOPTJi I I SHWR. PAN TOP r- I IREF n 2 SINK •row L 1R-iSH 3-S W/ ENCL PLATE B '3,-0 II 2'-8° i KRIM r Ai B'-8' CLG r,—n I I d)LAUNDRY - IR-ISH El 2-8 n 6'-®°B 6-S`2-4 PAN. b36 A° BAR DETAIL ® Q BEDROOM A3R_ SCALE: 1/2 -1 0 DEN V 2 1' I p[ U �n�nIIIl--4'-0"a'a303-S QQ N FLOOR PLAN cv - -- — --- ---- -- ®� © d BEDROOM#3_am �, MT�B''1' — I ATTIC I e Ii L ACCESS J LAv- II I I 0 'n cb - BATH #2 > ILl '8 B u�u I Iq s BOLLARD As REQ. AI + 61-bilCLCt I I I PER BLDG. GODS GARAGE I V-6, CM BEDROOM #2 � 3068 W/ V-8° CLG. � fy � s 36'X12" N `) ILL TRANS. 5 1/2" d 3 _5, 1/2° EMY (2 )3062H 95I v ❑ 0 — — — — — — — — — — — — — — — — — — — — � -6t 1fD'-2" 3'-10" 2'-8" 16' 0" 2'-8" 14'-0" 4'-4" 21'-4" SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. Q - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 Q MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT LESS THAN 1 3/13' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY 0 DOOR TO BE EGFitESS POINT WHEN THE HOME IS SHUTTERED. p - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED DIM. VARIES GARAGE: AND CONDITIONED SPACED SHALL HAVE AN INSULATION (L 0 R VALUE OF R-13. 1 -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED r SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE U PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS m ■0��00 ARCH DTL. SCALE: 1/2 = 1'-0' 2194 H WY A1A, SUITE 301 INDIANs'HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVHIEa7:V. & LOT: CREEKSIDE PHASE II LOT #32 PRwECT C --- 20 032R2 M®DEL,: 4EBB "1828-CALI" GARAGE SWING: RIGHT ARCHITECT. STATE QE FLORIDA -�AN272Q�,` " MICHAEL C.ANDERSON AR NO 17305 173 DA01 0 DA7lE: /18 2,/ SCJLLE: 1/4"=1°-0" SHEET l SHINGLE ROOF FYPON 5KT11XFI OR EQUIVALENT I-m 16'X62' FYPON --� DECORATIVE SHUTTERS OR EQUIVALENT T. 4' RAISED ELAND (TYP.) 0'-0" FIN. FLR. HGT 1' II 1 0'-0" FIN. FLR. � 1= IIII �� IIII I ■� �� I_I ICI ICI ICI III ie iillll pal LI ICI ICI IIIU - ��®��_ _��II�I_I�I ICI I�II� • �- �- - FRONT ELEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FBGR 103.4 8'-0" BRG. HILT MR o'-O" FIN. FLR.#,- 12 6� 11E a 4i3 A r I TYP. II I�6 OFF RIDGE VENT OFF RIDGE VENT 8'-8' BRCS- I4GT I-O 4i3 `WA I TYP. r 0'-0" FIN. FLR..4, 45 A TYP.I r 2 12 6 -8" 5RCs. Hr=T. -------i-I-t-+---------- ______.o0'--0' FIN. FLR. "EAR ELEVATION SCALE: 114 = I'-0' TEXTURED FINISH Reviewed for Code Compliance Universal Engineering - Sciences 12 HE �6 A ��4�� I I 'UA TYP. I I r II — — — — — — — — — — — — — — — — — — — — — — — — — IR-UGHT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH II OFF RIDGE VENT r OFF RIDGE VENT -- o5'-8" BRCS. HGT. 1'-O" N — gy0'-0" FIN. FLR. LEFT ELEVATION SCALE: 114 = I'-0' TEXTURED FINISH / 2' 1'-0' \ I � I I I I. I I m e I va'-8° BRG. HGT. -0" R ECO. DTL. A ALE: 1/2 = I'-0" ,1,0'-0" FIN- FLR. MODEL 1828-CALI-4EBB AREA OF ATTIC 2450 5Q. FT. NET FREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 2450 /300 = 8.17 SQ. FT. 8.17 = 1176 SQ. IN. MIN. REQUIRED VENTILATION = .4X 1176 IN UPPER PORTION OF ATTIC = 470.4 SQ. IN. (BALANCETO BE PROVIDED IN SOFFIT V ENTS) OFF RIDGE VENTILATION AREA 138 SQ. IN. PER VENT(net free area) TOTAL # OF VENTS REQUIRED = 3,41. TOTAL# OF VENTS PROVIDED 4 SOFFIT VENTILATION AREA 7 SQ. IN, PER LINEAR FT (net free area) LINEAR FEET OF SOFFIT REQUIRI 67.20 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH:321-802-3591 www. a b d es i g n gro u p. co m AA #: 0003325 W U �w 0 F ti w C F Q ti SVHDIV. 8e LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20( 032R2 MODEL: 4EBB "1828-CALI" GARAGE SWING: RIGHT PAG M ELEVATIONS 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA -JAN 2 7 2921 MICHAEL C. ANDERSON AR NO V305 DATE 01/18/20 SCALE: 1/4"=1'-01 SHEET A ELECTRICAL LEGEND SYMBOL DEFINITION NOTES �---) 125V OUTLET 20 AMP SINGLE POLE 110V OUTLET 110V OUTLET In OF OUTLET WILD TO SWITCH GFI 110V OUTLET EOUIPED WA3RND FAUL INTERUPTER (TAMPER RESISTANT TYPE) E@ 220V OUTLET (4) WIRE CONNECTION WP EXT. WATERPROOF GROUND FAULT GFI OUTLET INTERRUPTER ID SWITCH SWITCH 3-WAY OF ER �t4 SWITCH 4-WAY OPER I- i1 WALL MOUNTED �_f LIGHT CEILING LIGHT © LED CLG LIGHT OLED vt-PROOF VAPOR LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN VENT. FAN I CFM PER SO. FT. VENT. FAN Ukl_IGHT 1 CFM PER Sa FT. VANITY LIGHT FIMIiRE (SPEC'S TBD BY BUILDER) W FORERES 2-5UL5 WRAP ® LIGHTT AROUND (RECESSED) ® 41X21U FLUORESCENT LIGHGH T WRAP AROUNN D AR (SURFACE MNT.) 2' FLUORESCENT 4' FLUORESCENT p i- —o-- 21 1 4' TRACK LIC44T 0 PANEL METER SMOKE DETECTOR GATT. BACK-UP W/ HARDWIRE WALL MOUNTED BATT. BACK-UP SMOKE DETECTOR W/ HARDWIRE BATT. BACK-UP W/ HARDWIRE LATER -CONNECTED SHALL BE A DISTANCE ® S/CO CARSON M0412AIDEd SMOKE DETECTOR C 0MBO OF NOT LESS THEN 4' FROM WALL PENDANT LIGHT FI> GAS OUTLETT TELEPHONE JACK WATER HEATER IGNITION SOURCE TO ELEVATED DISCONNECT ' AIR CONDITIONING ffi A/ NN DISCOECT SEE �UN.O. THIS T TV TELEVISION JACK CEILING BOXREOUIR35 OJ-BOX TO BE SUPPORTED N ACCORDANCE W/ BOX MARKED A& SUCH FOR INSPECTION CEILING BOX SUPPORTED N TO BE &JPPORTED CEILING FANLIGHT ACCORDANCE Ul/ BOX MARKED AS SUCH FOR INSPECTION ST 24' NCANDEOCLIGHT STRIP nn nn nn 36' INCANDESCENT © LIGHT STRIP nnn(](']nnn � 48•INCANDESGENT LIGHT STRIP FLOOD LIGHT OPT. SECURITY KEYPAD PB. PUSH-BUTTON FOR CHIMES ~ + USB PORT • LOCATION CF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARCFAULT PROTECTED PER ELECTRICAL PROVISIONS OFF5Cg 1TH EDITION (2020) 4 NEC 21OJ2 2011 EDITION. • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI • ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MK CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MI5013 FBCR 1TH EDITION (2020). • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR 1TH ED (2020)- • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 1TH ED (2020). • ALL LAMPS SHALL BE SELECTED BY BUILDER AND '15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER F.B.C. ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2020, 1fh EDITION R404.1 CEILING MTD. LIGHT TO BE INSTALLED, PROVIDE J-BOX FOR OPT. FAN ---------------------------- OPT. COACH L ICxHT ELECTRICAL PLAN SCALE: 1/4" - V-0' WP Panel MAIN -A PANEL: 8116 vvp crt, breakeir VOLTAGE: 120 1240 V -1 Ph MAIN: 1'50Amp M.GB FEE DER 3-#1CuTHAN &1-#6Cu(G)In11/2"G OR3-#2/0ALTHWN&1-#6Cu(G)in11/2"C. Wire Pole 8kr Description watts Circuit #12 1 20. Extenor Receptacle GFl forlUG 1200 1 #12 2 1 20. 1 Irrigation Pump 1000 3 5 A/C -load C.UA Space I I Z 1 I a PANEL - A PANEL: ,42crtbreaker VOLTAGE:120/240V-1Ph MAIN: 150 Amp M.L.O. FEEDER341CuTHvVN&1-#6Cu(C)In11/2"C OR3-#2/OALTHWN&1-#6Cu(G)In11/2"C. KVA at 05% M 35 ) 2 1 08 2 8000 Range I 5D I2 I ._ 1* 4 T 6 4500. water Heater 25 1 2 I #10: -ma ABBREVIATIONS: AFCI'. ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER 30 1 2 1 #10 LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD. Reviewed for Code Compliance Universal Engineering03 Sciences I � i 1 I I � I i LED LIGHTING LED LIGHTING C� SINGLE LAV. � DOUBLE LAV. BATH 02 BATH 01 150 AMP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS or THE FBCR TTH EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER COMPANY IEG"IR=MENT8. B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS NOTED OTHERWISE. POWER CO -IPA TRANSFORMER r2'7�T= PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY - ELECTRICAL SERVICE. PROVIDE 3 h COPPER CCU) IN 1-I/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 62/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC CONDUIT UNLESS SERVICE 18 PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. PROVIDE 3"•2/0 CU, THWN + 1% CU IN 2' CONDUIT OR 3 04/0 AL, THUN • 1% CIJ IN 2' CONDUIT OR 2/0 AL. SP.R. (CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG) COMBINATION SERVICE DISCONNECT SWITCH AND ELECTRIC METER IN M N NEMA 3R ENCLOSURE 150ZT1 MC15 TELEPHONE SERVCE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS ISO AMP D/240 VOLT I PHASE MLO PANEL CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT 1 04 CU SERVICE GROJND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISION& O° THE FBCR 1T44 EDITION (2020). 5/8" DIA j(III FT LONG COPPER CLAD GROUND ROD 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W r O F ti V h 4 F q F r SVSDIV. 8e LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.206 032R2 MODEL 4EBB "1828-CALI" GARAGE S'VrMG: RIGHT PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHFECT= STATE OF FLORIDA JAN 2 1 2021 MICF [AEL C. ANDERSON IIIIIIIII AR NO V305 J PRINT DATE: // 01 18 20 SCALE: 1/4"=1'-0" SHEET E1 TUI TI MIZ (RIC. PLUMBING PLAN SCALE: 1/4 - P-0' Reviewed for Code ED Compliance Universal Engineering Sciences KITCHEN 51NK U1/ AUTO VENT 1-1/2' VTR I I I (ALTERNATE LEFT) PLUMBING RISER DIAGRAM A.A.V. V 2' 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y U O F N v q F A E.' ti S'UBDIV. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4EBB "1828-CALI" GARAGE SWING: RIGHT PACE: PLUMBING PLAN 160 MPH EXP. C ARCHrrECT-. STATE OF FLORIDA AN F 2621 MCHAEL C. ANDERSON AR NO 17305 PRINT DATE: 01 18 2Q SCALE: 1/4"=l'-0" SHEET PI LIVING ROOM 1 I I I j LANAI j I I I I I DINING ROOM 10x6 I I 120 CF1'1 � 1 10x6 10x6 10 CFM 120 CFM ° ° — — — — — — — — F fx� I I I IOX6 120 CFM KITCHEN 0 0O 12X16 II BDRM. 3 MLOWERI I PLANTATION I I I50-04 2'5" I 1 10x6 MAX AIR I i5 CFM 554.15 CFM II 5° II 12X5 " PASS TH RU 10 I0x6 �// CFM FOYER BDRM. 2 II ENTRY a j W.I.C. sx, 1,4(o. 45 CFM 13 MECHANICAL PLAN SCALE: 1/4 ® 1'-0' l' 0- Do BDRM. 1 05 BATH#1 110X6 5 CFM F------ I I L-----� GARAGE DEN 0 FE Reviewed±ot c 91 Universal F Sciences MN ; ti w U 0 g U h W 4 F Q x SUBDIV, 8e LOT: CREEKSIDE PHASE II LOT #32 PROJECT 0.1 - -- 0 032R2 MODEL: 4EBB "1828-CALI" G akRAGFE SVfMG: RIGHT ]PAGE: MECHANICAL PLAN 160 MPH EXP. C 60-�-M-R SHEET m i J PREFORMED CONTROL JOINT - FLANGE OF CONTROL JOINTS TO BE WIRED TIED TO LATH • 9' O.C. MAX (VERT.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ )1(°' LEG MAY BE USED TO TEMP. SECURE CONTROL JOINT DURING INSTALLATION ----\ FASTENERS TO BE SPACED • T' O.C. MAX VERTICALLY 7 ill THICK 3 COAT CEMENT PLASTER WRB LAYER 02, FORTIRBER BUILDING PAPER APPROVED METAL LATH FASTENED •T' (VERT.) O.0 MAX AT SUPPORTS WRB LAYER 01, STUCCO WRAP WOOD SHEATHING \ TO �" LATH SHALL NOT Lp MIN. BE CONTINUOUS 6, rO a' 6' TO e' THROUGH CONTROL MIN. JOINTS BUT SHALL MIN. BE STOPPED AND TIED AT EACH SIDE. PROVIDE 2X4 BLOCKING PER ASTM C1063 PLACED FLAT MAX. W TO V \ FROM CONTROL JOINT WHEN NOTE. \ I. FASTENERS FOR LATH TO BE NAILS OR CONTROL JOINT FALLS ON / STRUCTURAL STUD STAPLES IN COMPLIANCE W/ ASTM C1063 2. WIRE TIES TO BE (NO. 19) 0m4T V WIRE 3. BLOCKING SHOWN MAY BE IN ADDITIONN \ TO WALL STUDS REQUIRED PER PLAN IO"M" TYPE CONTROL JOINT O1. FOLD INWARD .. PT. A OI. FOLD NWARD • PT. A 7. CREASE 1.11 5 a CREASE • PT. C ® ®FOLD . TT• SHINGLE ROOFNG-1 DRIP EDGE, OVERLAP 3', EXTEND 1/2' BELOW SHEATHNG, MIEC 4ANICALLY FASTEN 4' OL. MAX. O1. FOLD INU6= • PT. A 2. CREASE • F'T. B C NOTE: APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF 6' • VERTICAL LAPS (ROLL ENDS) 4 b' • HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE I / I" MIN. LAP o METAL LATH 6" MIN PAPER LAP BELOW ONLY / WRB LAYER 02, FORTIFIBER BUILDING PAPER 2 PAPER LAP SCALEr 1 n KIC KO UT DETAIL LATH VERTICAL LAP TO BE I' VERTICAL LATH & PAPER DETAIL SIDE LAPS OF METAL PLASTER BASES SHALL BE SECURED TO FRAMING MEMBERS. THEY SHALL BE TIED BETWEEN SUPPORTS WITH 0.0415-IN. (IZI-1111) WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM CI1863. FOR REPAIR OF TEARS IN WRB LAYERS, TEARS MAY BE PATCHED W/14CUSE WRAP TAPE PER MANUF. SPEC. OR PEEL 4 STICK J' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDING PAPER WRB LAYER 01, STUCCO WRAP F �w F ' ZEAOPL!- wooD SHEATI BUILDI PAPEF STUCCO HORIZONTAL LATH & PAPER DETAIL aTH PER WOOD SHEATHINGS ® 1. FOLD INWARD . PT. A OR CMU � t a. CI�ASE + PT. B t LRB LAYER *1, a. CREASE a Pr. C STUCCO WRAP (FRAME ONLY) ;b " 4 FOLD PT. C OVER PT. B TILL PT. C ToucHEs X BOTTOM FLANGE w ® 8° THICK, 3 COAT CEMENT - PLASTER(FRAME), 1/2" 2 COAT `• CEMENT PLASTER (CMU) ,A41' la METAL LATH (FRAME ONLY) ® LAP UJRP 4 TAPE OVER ROOF/UJALL SCREED FLANGE L WATER TIGHT SEAL FOLP, QQ = CUT. ]' THICK, 3 COAT CEMENT PLASTER (FRAME), la' a COAT C MENT PLASTER (CMU WFI5 LAYER 4, FORTIFIBER BUILD ING PAPER (FRAME ONLY) WRB LAYER 'I, STUCCO WRAP (FI¢A4 m ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILNG FLANGE, STOP 1111111101 ASS. I k' ABOVE SHINGLES (FRAM ONLY) FRAME OR CM EXTERIOR IX OFAIlAl I BM_ ES12 Sxs WALL FLASHING p —HIp KICK -OUT FLASHNG (s> DETAIL) b FASCIA WRAP NOTIEa NSTALL KIMCT FLASHING AT BOTTOM F ROCF WALL INTERSECTIONS _.. X5" °L" TYPE CONTINUOUS 4LV. METAL FLASHING AIL TO ROOF DECK, NOT %LL SHEATHING) AP SHINGLE - DO NOT NAIL, ,STALL WITH ROOF CEMENT OOF PER ELEVATIONS 5 " L" FLASHING N.T.S. 4'x4' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE I' OR LESS PIPE PENETRATION CUT AND OVERLAP ONE SIDE OF SELF -ADHERING MEMBRANE FLASHING STEP "I INSTALL FASTENERS (CLIPS, STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING '4 Wxb' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE CUT AND OVERLAP ONE SIDE OF SELF -ADHERING MEMBRANE STEP 02 FLASHING WRB LAYER 01, STUCCO WRAP Willi LAYER 4, FORTIFOER BUILDING PAPER METAL LATH b'xb' SELF -ADHERING MEMBRANE FLASHING OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE —' CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYP WALL SECTION) SECTION - Reviewed for Code 23 Compliance Universal Engineering Sciences Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-18b. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. I FE FENETRAT f ON D T)4 f L DR)4INAG-sE FLANE (WR5 LAYER #11 STUCCO UJRAF) U 5 L)4YER *2 (FORTIFIBER...... -'-'- 3UILDING FAFER) 1"lET)4L LATH X X X X WOOD OR 1/16II ZI1= WALL eHE/4THING SELF-ADHESIVE FL45HING - - - - - - NOTE: 1 ITAL LATH: LATH TO 5E RER SECTION R-103.1.1 / AeT1 l C - 84-I -1'4a) t" 1IN. 2.5 L5e. fi ER SCE. �T ARD (UTILITY OR NOt"I INAL LATH DOEe NOT 1IEET el"ECIFICATIONS) 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W 0 EEZ ti V 4 F Q ti sLTHDIV. &LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4EBB "1828-CALI" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHffECT: STATE OF FLORIDA JAN 2 7 2021 WCHAEL C. ANDERSON AR NO 17305 DT 01/18/20 SCALE: 1/4"=1'-0" SHEET Y Y AI BACKER ROD BACKER ROD WRB LAYER 01, STUCCO WRAP INSTALL 6' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDES) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST. SEQUENCE OF FLASHING TO BE: I BOTTOM 2 SIDES 3 TOP VENT CAP IS TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES, Y4' CAULKING m JOINT ALL AROUND PER SECTION R703.7 Exbodor lathing and plea6aring Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-18b. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. HOODED VENT J' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 62, FORTIFIBER BUILDING PAPER WOOD SHEATHING 11 LEGEND DRAINAGE PLANE (WR3 LAYER *11, STUCCO WRAP) WRB LAYER *2 (FORTIFIBER 5UILDING PAPER) METAL LATH STUCCO FRAME X—X—X—X WOOD OR -1/troll ZIP WALL SHEATHING SELF-ADHESIVE FLASHING — — — — — NOTE: METAL LATH: LATH TO 15E PER SECTION R- 03.1.1 / ASTM C-54-1-14a, MIN. 2.5 LBS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) FINISH 6' SELF ADHESIVE OVER TOP E SIDES SELF FLASHING UNIT PREMANUF. DRYER VENT CAP (JET IN CONT. SEALANT) SEALANT 0 TOP 4 SIDES 9 DRYER VENT (BLOCK) BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL 6" SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER UNDER 'QUICK FLASH' ELEC. METEF VERIFY LO r— — — — 7 I— I A VENT PENETRATION SCALE: N.T.S. AKtA IV I'K>=LltzlVC STUCCO SCRATCH COAT E 1 COAT OF PAINT W/BACiG- ROLL PRIOR TO ELEC. METER INSTALLATION CUT OPENING IN- APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER *I, STUCCO WRAP WOOD SHEATHIP eT F '*I - WOOD SHEATHING LAYER "I, STUCCO WRAP WRB LAYER 02, FORTIFIBER BUILDING PAPER METAL LATH OS SwODGONRUCTION FINISH WOOD $ FASTEN TO WOOD STRUCTURAL MEMBER a 1' O.C. MAX S' Chu I Ye' TO J2' MID -WALL WEEP SGI ED 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING �— FINISH • MASONRY 78 HORIZONTAL WEEP SCREED (FRAME TO BLOCK) WRB LAYER 01, STUCCO WRAP CUT 'X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER "1 a STEP #2 APPROVED HOUSEWRAP — WRB LAYER AY *1 BELOW STUCCO WRAP ELEC. METER FIELD VERIFY LOCATION APPLY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLYBLEND FOAM /IV_s01-At CTI Its II 7R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES 7�O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION APPLY E-X BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS WRB LAYER 142, FORTIFIBER BUILDING PAPER ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5TF=P # 5TFP #� ( ) ELECTRICAL RECEPTACLE 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www, a b d e s i g ngro u p. c o m AA #: 0003325 F w U w 0 F Wrn q ti SUBDIV. & LOT: CREEKSIDE PHASE II LOT 32 PROJECT 04321.20 032R2 MODEL.• 4EBB "1828— C ALI" GA :tAG}E SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHFrECT: STATE OF FLORIDA JAN 2 7 2021 MICHAEL C. ANDERSON AR NO 17305 DATE 01/18/20 SCALE: 1/4"=1'-0" SHEET WA2 LEGEND DRAINAGE PLANE (WR5 LATER #1, STUGGO WRAP) WR8 LATER #2 (F0RTIF15ER—.—.—.— — BUILDINC-z PARER) METAL LATH x x x x 5TU000 WOOD OR 1/16" ZIP WALL SHEATHING SELF-ADHESIVE FLASHING a CORNER BEAD (FASTENER 8 SPACING a -1" O.C.) 5�rdpj 1/2' THICK, 2 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY i A -n1CORNER BEAD @) BLOCK JL -r 1J Reviewed for Code 1B Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORI DA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W U rm O F R V 4 ti A FF SUBDIV. ea LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4EBB "1828—CALI" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT-. STATE OF FLORIDA JAV 2=2 2021 MICHAEL C. ANDERSON AR NO 17305 rscaar + DATE: 01/ 18 20 SCALE: 1/41'=1r-011 8HEET 2x6 SUB -BAND W/1"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK DRIP EDGE -1/8" TEXTURED FINISH 1w WOOD 1/2" TEXTURED FINISH a CMU METAL P� i� i� I� I� I I � 2x6 sue METAL FASCIA � O WRAP Ya" FROM STUCCO, 1" FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) 1� �\ NOTE: NOTCH FOR 2Xh SUB BAND ONLY ROOF KICK OUT REMOVED \\ FOR CLARITY ,-ROOF DECK (BEYOND) `DRIP EDGE, 1" OFF WALL `CNOT INTO STUCCO) I1/5" TEXTURED FINISH IT I WOOD, 1/2" TEXTURED FINISH e CMU '— 2x6 SUB -BAND W/1"x4" NOTCH G END, WRAPPED IN PEEL E STICK METAL FASCIA WRAP I" OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL I/V TEXTURED FINISH ® WOOD, 1/2' TEXTURED FINISH * CMU METAL LATH Wo= SHEATHING OR CMU WRB LAYER 119, STUCCO WRAP (FRAME ONLY) WRB LAYER 112, FORTIFIBER BUILDING PAPER (FRAME ONLY) DRIP EDGE METAL KICK OUT PRE-ENG'D TRUSS TO BE GUT a WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -0" SCABBED TO TRUSS W/126 NAILS (6'-8" O.G. MAX. 2x SUB -BAND W/IY"x4" _9__�_NOTCH a END METAL FASCIA WRAP t��DRIP EDGE EXTERIOR WALL (FRAME OR GMU) SUB BAND DETAIL 0) WALL SUB BAND DETAIL C) 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/lYz"x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT -8 ROOF EDGE OMITTED FOR CLARITY Reviewed for Code - Compliance Universal Engineering 91 Sciences FRAME OR CMU WALL KICK -OUT FLASHING 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 WIV22"x4" NOTCH a END, WRAPPED IN PEEL 6 STICK *ROOF CEMENT 6 ROOF EDGE OMITTED FOR CLARITY F w 134 U w 0 t4 r w a F A StTBDIV. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4EBB "1828-CALI" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB -BAND 160 MPH EXP. C ARCHrTECT STATE OF FLORIDA AN 2 7 2021 MICHAEL C. ANDERSON AR NO 17305 PS RIE 01/18/20 CAT :1/4"=1'-0" SHEET WAS 2X4 TOP PLATE PER FLR. PLAN 1/2' CLG. 1/2' DRYWALL SECUFM BT. — PLATE TO SLAB W/ I0d MASONRY NAIL a 32' O.G. MAX FIN. FLR@ P1;E-FA5 TRUSS 2X4 WOOD STUDS 024' O.C_ SLAB 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. .1:)TYP. INT. WALL (NON—BRG. Ell SCALE: 3/4'=I'-0' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 2105.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED 5/8' GYPSUM Bt PER FASTENER OR 1/2' HIGH SCHEDULE STRENGTH CLG. BOARD 3 5/8" OR 6 3/8, 1/2' DRYWALL TOP CHANNEL(25 GA.) 3 5/8' OR 5 3/8' 1/2' DRYWALL METAL STUDS 24' O.C. 20 GA METAL TO BE INSTALLED IN WALLS 3 5/8' OR RECEIVING UPPER/ 5 3/8' LOWER CABINETS BOTTOM AND TUB/SHOWER 25 CHANNEL GA. METAL TO BE (25 GA.) INSTALLED IN ALL SECURED OTHER WALLS. STUDS TO CONC TO BE SPACED 16' FLOOR W/ O.G. AT 2ND FLOOR 3/4' PAF E WALLS ADJACENT TO TO WOOD STAIR WELLS AND FLOOR W/ BATHROOM WALLS W/ 1/4' WOOD TILE FINISH SCREW 11_I n c AFC# =%7' C V PRE-ENG TRUSS SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL MTL. DRIP EDGE O PER ELEVATION 2x FASCIA PER TYf - — ELEVATIONS o.�. VENTED SOFFIT R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL ix2 P.T. FURRING STRIPS a 24'O.C. 1/2' THICK, 2 COAT PORTLAND 8' CMU CEMENT PLASTER APPLIED `{ . 1/2' GYP. WL. BD. DIRECTLY TO MASONRY WOOD BASE 0'-0' FIN. FLR.W ! ° <a ° m d'a n W/ WINDOW OPENING SCALE: 3/4' = U -0' 1—STORY x--FINISH FLOOR TYP. INT. WALL METAL STUDS 1A (NON—BRG.) SCALE: I/2'=I'-0' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR S05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT BOND BEAM SOLID GROU1 W/ (1)- "5 (2) COURSE 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY ID'-0' FIN. FUR. a e d n TYP. WALL SECTION " NO OPENING NOTE: PER SECTION FBCR 905.1.1 - FOR ;Pnrjr- _AI n;D=A ''M') Tr] I >=AR TL1Akl DIA. SLEEVE, f) NOT CUT EBAR PE-. CAULK AND SEAL GAS LUB DO NOT CUT I ? PVG SLEEVE FOR GAS LINE THE BOND BEAM IR' GYP. U_ BD. REBARS wooD BASE .. •r ..4 2a'�PIPE THROUGH BOND BEAM D1 SCALE: 3/4'=1'-0" SYSTEM IS REQUIRED. FOR ROOF SLOPES OF 4.12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PIER ASTM D226 TYPE 11, ASTM D 4869 TYPE IV, OR ASTM D 6151 FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR S05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SNi. SECURE PER FASTENER SCHEDULE ON SHEET SNI 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, 8' CMU 1/2' THICK, 2 COAT - PORTLAND CM -ENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALV STEEL - APPROVAL REQ VERTICAL TRACK I' MM. BY MAUR SLIDE FASTENED TO ROOM TRACK BRACKETS 111/ PRODUCT APPROVAL RECL 28 GAS LINE THRU BLOCK o� SGALB.IR•.1'.®' tD Reviewed for Code 91 Compliance Universal Engineering Sciences i 2X4 SPF 24' O,C. MAX.—,, SECURE W/ (2) 12d NAILS In EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS—, CONT, 2x RAT RUN SECURED I STRUCTURAL DETAILS SEE ENERGY CODE FORMS Ft INSULATION R-VALUES J.PER ELEVATION 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD d °. a <b A V. as d W/ WINDOW OPENING R-4:1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL -Ix2 P.T. FURRING STRIPS A 24' O.C. 1/2' GYP. WL. BD. WOOD BASE a CORNER BEAD a, CMU BEE STRUCTURAL FOR RE[WORCEMENT 2x6 P.T. ILm ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REC. SEALANT 1 BACKER ROD WEATHER STRIP MOULD MG ALL AROUND !BY DOOR MANUF.1 OVERHEAD POOR I BY OTHERS GARAGE DOOR JAMBS SCALE: 1 1/2"= V-0" FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR'305.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE g \2x FASCIA PER Ax. ELEVATIONS VENTED SOFFIT \—WALL SHEATHING THICKNESS AS PER SHEET SNi. SECURE PER FASTENER SCHEDULE ON SHEET SNi. �.° a, PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS n TYP. WALL SECTION L NO OPENING 1—STORY GABLE BLOCK WALL SCALE: 3/4' = I' -O' CMU 0-0' FIN. FLR. Note: WALL FENESTRATION FLASHING PER FBCR 103.4 - Approved corrosion -resistant Flashing shall be applied shingle -Fashion in a manner to prevent entry Of water into the wall cavity or penetration Of water to the building structural framing Components. Self -adhered membranes used as flashing shall comply with AAMA -[11. All exterior fenestration products shall be sealed at the ,juncture with the bullding wall with a sealant complying with AAMA 800 or ASTM 0920 Class 25 Grade NS or greater for proper Joint expansion and contraction, ASTM C1281, AAMA 512, or other approved standard as appropriate for the type of sealant. Fluld-applied membranes used as flashing in exterior walls shall comply with AAMA -114.. The flashing shall extend to the surface of the exterior wall finish. 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W Eli U w 0 G~. 0. V h W 4 F A ti Sv13Div 8: LOT: CREEKSIDE PHASE II LOT #32 PROJ CT 0432T 20 032R2 DdODEL: 4EBB 711'828-CALI" 1GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EV. C ARCHITECT. STATE OF FLORIDA JAN 2 1 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE; 01/18/20 SCALE: 1 /4"=1' — 0" TOP: 2X6 P.T. • CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X 8' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X I/8' WASHER 4 NUT OR W/ (2) 1/2' X S' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT-7 'SECUf;?r= 2x4 ONy FLAT TO BILK W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED 0 W/ (5) 1/2' X OR J-BOLT OR ANCHOR 0 BOLTS, WJ 4' MIN. EMBEDMENT, W/ 2' X 2' X 1/8' WASHER 4 NUT. (I) WITHIN 8' OF TOP, (I) WITHIN 8' OF THE BTM, (3)EVENLY SPACED. of 1© °I Imf NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 1 BUCK ATTACHMENT D V SCALE, ve'.r-W Ix4 P.T. OR 5/4'X4' MIN. SECURE THRU FRAME 4 EXTEND 1-1/4' INTO BLOCK W/ 3AW TAPCONS (MIN. SWANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-1/4' WITHIN W OF EACH END 4 18' O.G. MAX SPACING S' CMU 1/2' DRYWALL 1'X4' P.T. NAILER DOOR CASING POOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +3/4" OR +5/4" VYINDOw TO BLOCK +3/4'° OR +5/4°' 2X4: CM SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' OZ. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/16' TAPG S (MIN. SHANK SIX .45 MIN. HEAD SIZEMBEDME MIN. E1 /4') S' CMU WITHIN 8' OF EACH END 4 18' Q.C. MAX SPACING. 1/2' DRYWALL 2X8: ® I'X4' SECURE t0 BLOCK P.T. NAILER W/(2) 3/16' TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN B' OF EACH END 4 18' O.G. MAX DOOR JAMB OR WINDOW SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +1 1/2" WINDOW TO BLOCK +1 1/2" D 2X4: SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN W OF EACH END 4 18' O.C. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18, O.G. MAX SPACI 2X8: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. u 8' CMU - 1/2' DRYWALL 1'X4' P.T. NAILER 1/16' OS.B. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE. SHIM AS NEEDED t0 PLUMB JAMB (DO NOT EXCEED 1/47 DOOR JAMB TO BLOCK +1 15/16" �C� wow TO BLOCK +1 15/18°' 2X4: CEO SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE AS MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING- NOTE- STRUCTURAL 2X MUST BE 2X6. ® ON OUTSIDE 4 SECURED SECURE TO BLOCK THROUGH NON-STRUCTURAL W/(2) 3/16' TAPCONS 3/16' TAPCON MIN. 1-1/4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN_ EMBEDMENT 1 1/49 WITHIN 8' OF EACH END e' CMU 4 OR O.C_ MAX SPACING. 1/2' DRYWALL 2X8, CEM SECURE TO BLOCK I'X4' W/(2) 3/16' TAPGONS P.T. NAILER (MIN. SHANK SIZE J45 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS_ NOTE: SHIM AS NEEDED TO LUMB JAMB (DO NOT EXCEED 1/4 DOOR JAMB TO BLOCK +2 1/4" TO BLOCK +2 1/4°' ��INrDOw 2X4: CM SECURE TO BLOCK W/3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END a 18' O.G. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/1W TAPCONS (MIN. SHANK SIZE -145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' OZ. MAX SPACING 2X8: C2= SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 3oc MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 I8' O.C. MAX SPACING. �11 ► - � R Y, s .► ra r1. DOOR �. OR WINDOWATTACP TO 2X MR NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3" 111P�TNT)nw Tn BT.QCK IS" Reviewed for Code Compliance Universal Engineering 93 Sciences 2X4: CM SECURE TO BLOCK W/ 1/4' TAPGONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN W OF EACH END 4 19' O.G. MAX SPACING. 2X6: CIM SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH F D 4 10' Or- MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN On OF EACH END 4 10' O.G. MAX SPACING. 0 r 8' CMU 1/2' DRYWALL I'X4' P.T. NAILER 1/16' O.S.B. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS_ NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +3 7/16" NDOW TO BLOCK +3 7 16" 2X4: ® 2X4: IZI SECURE TO BLOCK WJ SECURE TO BLOCK W/ 3/I6' TAPGONS (MIN. 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH WITHIN 8' OF EACH END 4 OR O.C. MAX END 4 18' O.C. MAX SPACINGG, NOTE: STRUCTURAL 2X MUST BE SPACING. NOTE: STRUCTURAL 2X MUST BE 2)(6: ® ON OUTSIDE 4 SECURED 2X6: CEM ON OUTSIDE 4 SECURED SECURE TO BLOCK THROUGH NON-STRUCTURAL SECURE TO BLOCK THROUGH NON-STRUCTURAL 3/16' 7APGON MIN. 1-I/4' 1/4' 3/16' 7APCON MIN. I-1J4' SIZE .15 (MIN. SHANK SIZE .145 (MIN. SHANK EMBEDMENT INTO BLOCK. SHANK SHANK SIZE .145 MIN. M .145 I . EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 HEAD SIZE 300 MIN. MIN. EMBEDMENT 1 1/4') e' CMU EMBEDMENT 1 1/4') WITHIN 8' OF EACH END WITHIN 8' OF EACH END 8 CMU 4 18' O.G. MAX SPACING- 1/2' DRYWALL 4 10' O.C. MAX SPACING. 1/2' DRYWALL 2X8: ® I'X4' 2X8: ® 1'X4' ❑ SECURE TO BLOCK P.T. NAILER SECURE TO BLOCK P.T. NAILER W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 DOOR CASING WR2) 1/4' TAPCONS (MIN. SHANK SIZE .145 In P.T. X 4' MIN. MIN. HEAD SIZE 300 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') 2ND 2X SECURE TO STRUCTURAL MIN. EMBEDMENT 1 1/4') DOOR CASING WITHIN 8' OF EACH END MEMBER W/(2)12d WITHIN 8' WITHIN 8' OF EACH END 4 18' O.G. MAX OF EACH END 4 6' TO 8' O.G. MAX 4 18' O.G. MAX SPACING. SPACING. POOR JAMB OR WINDOW ROR WINDOW ATTACH TO 2X PER ATTACH TOB 2XX PER MANUFACTURES DETAILS. MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/47 JAMB (DO NOT EXCEED 1/47 DOOR JAMB TO BLOCK +3" DOOR JAMB TO BLOCK +3 3/4" F1�rrNnnw Tn TaT.nrx +�" iOH N,DOW TO BLOCK +3 3 4°' c«"mp; CMU Q ... DRYWALL ti IX FURRING w RIP 2XIO TO DOOR- 8-1/81W FRAMIN3 HOLD FLUSH TO INTERIOR FACE OF DRYWALL ENTRY DOOR BUCK K REQUIREMENTS _ 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLO131DA 32937 PH: 321-802-3591 www.abdesigngroup.com AA a: 0003325 Si.7RDIV. & T: CREEKSIDE PHASE II LOT #32 PROJECT 04321. F?0 032R2 MODEL; 4EBB "°1828-CALI" GARAGE SWING: RIGHT PAGE: DETAILS 160 Ml'R EXP. C 811111111111 ARCHITECT. STATE OF FLORIDA j�;IANMICHAELAR I DATPRIA 01/18/20 1 SCALE: 1/4"—V-0" 1 ,o, Q 1, 10'-2" 1, 3'-10" I1, i 1, 2'-8" 1, 16'-01, � 2'-8 � 14'-0" 4'4' 39'-8" FOUNDATION PLAN SCALE: 1/4" = T-0" 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 NAVD. 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 ARCHITECTURAL 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 ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.111IIINDICATES #5 BAR, MINDICATES #6 BAR,MNDICATES #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 ACI STANDARD 900 HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12, SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR 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 REINFORCING (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 TMS 402/602-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH TMS 402/602-16, USING: F'm = 2,000 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 a OF SLAB SUPPORTED 3'-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 7th EDITION Reviewed for Code Compliance. Universal EngineeringEa . Sciences SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW1.4 OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION WITH 30" LEG EACH WAY. MARK WIDTH LENGTH THICKNESS BOTTOM REINF, TOP REINF. T.O.F. SHORT LONG TE-1 8" SEE PLAN 101.(2) s N0"-0" FM-12x12 12" CONTINUOUS 12" (2) #5's + 0"-0" FM-12x18 12" CONTINUOUS 18" - (2) #5's (+)0'-0" FM-16x18 16" CONTINUOUS 18" (2) #5's (4)0.41 FMC-12x18 12" CONTINUOUS 18" - (2) #5s #5 IN CURB VARIES F-24x24 24" 24" 1 s s )0".4" SECURE STRAP A/C SIMPSON WB G ONG. W/ UNIT ROLL STRAP C2)-3/16'X2' OR EQUAL a TAP -CONS EACH CORNER OF UNIT GONG -� `SECURE STRAP TO SLAB UNITS W/ (2) "8xl 1/4 SHT MTL SCREWS A/C CONNECTION TO PAD DETAIL 2194 H WY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325. F W w 0 U w 0 F 0. r4 h 4 h A ti SLTBDIV. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: -4EBB "1828-CALI" OARAC:E SVfMO: RIGHT PAGE: FOUNDATION PLAN 160 MPH EXP. C r ARCHfTECT; STATE OF FLORIDA JAN 2 7 2n�A MICHAEL C. ANDERSON AR NO 17305 mm PRINT 01 18 20 DATE SCALE: 1/4"=1'-0" SHEET S , 0 G� ~ Q W M U co J a O� 0 0 M EXT. PORCH SLAB / W/ 1/2" ISOLATION JOINT (WHERE I/ APPLICABLE) Z •_ CN STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8"CMU WALL 40- °. . SEE SLAB SCHEDULE 4' ' a 4" CHAMFER (1-STORY) ° 6"CHAMFER (2-STORY) SEE SCHEDULE ziFOR WxD, BAR SIZE AND BAR QUANTITY 11 +_ 00" TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" EXTERIOR MONO -FOOTING 0 cn BOLLARD LAP P PLATE A MIN. OF 48" AND N W/ 96d COMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OC ROVER STUD 2x4 OR 2x6 W\2UDS — WALL WI SYPEE PLANS FOR SLE BTM. PLATE TPROVIDE DB +- 0'-0' TOP OF SLAB SCALE: 3/4"=l'-0" 2" CAPPED GALVANIZED PIPE W/FLANGE @ BASE SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS +.... SCALE: 3/4"=V-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKIJr RE B . PLATE TO LA d MASONRY NAIL TAGGERED. r ALMETAL TORS NOT D WHEN NO PLIFT IS PRESENT. SEE SLAB SCHEDULE 40. o SEE SCHEDULE FOR WXD, BAR SIZE D BAR QUANTITY 9 INT IOR FOUNDATION OD WALL SCALE: 3/4"=1'-0" (NO LIFT) z I, STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS m W rn uj co _U co J �N O ' a 8" CMU WALL 0 M Z — ° SEE SLAB SCHEDULE TOP EXT. PORCH SLAB 4" CHAMFER (I -STORY) W/ 1/2" ISOLATION 'O 6" CHAMFER (2-STORY) JOINT (WHERE s' i SEE SCHEDULE APPLICABLE) z 4. FOR WXD, BAR SIZE AND BAR QUANTITY ry EXTERIOR MONO -FOOTING 2 @ GARAGE SCALE:3/4"=1'-0" 111 W J 0 a- j w INEW REINF. BAR O a SECURED W/ 2- PART CL Q I EPDXY. MIN. EMBED J Q 8", UNO J — <( O FOLLOW ALL MANE. SPECIFICATIONS FOR `t USE AND co 4" 4" PREPARATION OF —HOLE. Z W J 0 M — �. r.- 4" CHAMFER (1STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION SCALE: 3/4"=V-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS ' C _ N - OEM IS §10ECZ - '' - �SEE SLAB SCHEDULEzZE "ISOLATED" COLUMN PADCENTERED UNDER WALL ANDPOURED MONOLITHICALLY WITHFOUNDATION AND SLAB° 4 SCH ULExD, BA SIZEAR QUAN TYXTERIO MONO- D COL. P QCA 2IA"-I _n" 30" MIN. EACH WAY MONOLITHIC FOOTING s vP FT s > v v :'I sv: : � .FM ° CORNER BARS, SAME SIZE AS LARGER BAR >I. I IN FOUNDATION WITH 30" LEG EACH +� ? WAY AT ALL CHANGES IN DIRECTIONS ..> v SO THAT THE STEEL REINF. IS CONTINUOUS . MATCH AMOUNT OF CONTINUOUS BARS LL v � KWJVHrE�N CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT SEE SCHEDULE ANSITIONS 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 CORNER BARS DETAIL AP TOP PLATE A MIN. OF 48" ANQ NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 W D BEARING — WALL W/SYP No 2 STUDS SEEP S FOR SPACING. SINGLE BT PLATE TO BE PT. PROVIDE DBL. OP PLATE SIMPSON SPH4 OR SPH6 BTM AND TOP PLATE ANCHORS W/ 10d x 1 112" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x3 +- 0'-0" TOP OF SLAB ° . ° 4 , <. ° IL_ 4.� EQ. EQ. - ° SEE SCH ULE FOR WXD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WA SCALE: 3/4"=1'-0" (W/ U P L SCALE: 3/4"=l'-0" VERIFY HEIGHT OF WALL W/ PLAN VPROVIDEENG TO SLAB W/ HORW/2" H STRENGTH D. MIN. @ 16" OC SLAB SCHEDULE POURED LINTEL CONT. (TYP.) + 0101, 0'; u >: •. 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING F SLAB 112" DIA. SIMPSON STB2 BOLTS 5" ': MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=l'-0" 11 RECESS AROUND GARAGE 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 U) W SCALE: 3/4"=l'-0" VERIFY HEIGHT OF WALL W/ PLAN 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 FOR N RY SET EV: OF SLAB a �. �, _- 4 4 0�� - °_; .._4 4 . 4 • As ° EQ. EQ. SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY $ INTERIOR CURB FOUNDATION WOOD WALL SCALE:3/4"=l'-0" (NO UPLIFT) 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 r y 04 Chi W 0 0. 34 rn W 4 F A E4 ti SUBDIV. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL• 4EBB "1828-CALI" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA JAN 2 7 2021 MICHAEL C. ANDERSON AR NO 17305 DATE 01/18/20 SCALE: 1/4"=1'- 0" SHEET Sl°IA o1E1 Eli uo 0 I bo Q i V (O N Co 10'-6" 36'-0 29'.0" 27'-0" 26-10" 19'-oO 17'-8" 14--0" 10'-0, 11 ILA 19'-0" Reviewed for Code Compliance Universal Engineering Sciences. 0 , N----------------- V i r M O V co W W N O ii N N GD ib W O r V 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 vvvvvv. a b d es i g ngro u p. com AA #: 0003325 i;]RIryyg 01/18/20 SCALE: / DOWEL PLAN SCALE: 1/4" = 1'-0" -- TIE VERTICAL REBAR TO HORIZONTAL REBAR W110" HOOK GROUTED BOND BEAM VARIES PER ELEV. Z � q. • d I e CLEAN OUT REQUIRED FOR INSPECTION 0'4" FIN. FLR. TIE ERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK BAR SIZE 148 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" HORIZONTALNERTICAL REINFORCING SCALE: 3/4"=1'-9' Z STEEL REINFORCING IN GROUTED a CELL SEE PLAN FOR SIZE AND CELL 2 SPACING REQUIREMENTS mW U co co J = Z 8" WALL O co Cl)q ° TOP OF SLAB .. ' a ' a .. q4. ° TOP OF SLAB . q. e L e e d .qF ° q• °q• ° q -SEE SLAB SCHEDULE W a d. q ° d EXT. PORCH SLAB d 4" CHAMFER (1-STORY) BAR SIZE 48 AR DIA. O q'.. e . ° " q p • #3 18" M U W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) q , JOINT (WHERE i #4 24" ? a a • APPLICABLE) Z ° MATCH STEEL #5 30" b ° 6" PVC CHASE g REINFORCEMENT PER SCHEDULE #6 36' 6" PVC CHASE THRU FOOTING THRU FOOTING v r #7 42" MATCH STEEL SEE SCHEDULE REINFORCEMENT FOR WxD BAR SIZE PVC CHASE I PER SCHEDULE AND BAR QUANTITY THRU FOOTING 4 #5 BARS ® 00 1. 81, 1, 0 0 Reviewed for Code Compliance. Universal Engineering. Sciences CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBOLS SUBDI'V. 8C T: CREEKSIDE PHASE II LOT #32 PROJEC:T 04321. �'.0 032R2 MODEIz 4EBB "1828-CALI" GARAGE SWING: RIGHT PAGE: DETAILS 160 M]aH EXP. C AaRC:HfTECT. STATE C)F FLORIDA r � 1\' r MICHAEL d. {kF OtFISON AR NC317305 DATA 01/18/20 S CAIeE: 1/4"=1' — 0" SHEE7C 1 ° 2 aC7_1LTA 11►Eel ► lei I= 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9)�10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILLALL 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 BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7, BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. 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 REVIEWAND APPROVAL. 10. 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. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. BEAM SCHEDULE ZZMM 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 T ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION (P51) WxHZE ' REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8z8 — (1) #5 — N/A — GROUTED SOLID SEE SHEET S2.2A FOR SAFE LOAD TABLES on o_ 1� 0 1� 1� 1 ♦ 8F16-1T/0M/0B —_ 1 1 ♦® 1 1 ®♦ 1 1 ♦♦ 1 1 ♦. GT ♦ .�i�i��f�* v�t�i'i'��f�M�.'t"s�i�i�l�i �r s� ® 1 dl-24- ♦ 11T/OM/OB 1 ♦♦® 1 !® ♦1! ♦♦ I! ♦♦♦® ♦ I ®♦ I ♦ ! ♦ ! ♦ I Y 1 1 i 1 1 1 1 1 1 1 1 1 1 2 I 2.1 1 i 1 1 UNO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP OF WALL EL. 8'-8", UNO. 4 8RF6- 1 T/0M/OB 5'-4" 1 1 1 1 1 4 #[4' y,�r.w�. sir �`. �:•, !"f'�f'�1��K'�I'I�T11��r��f"�1�►'��'1��R*1 : O ABOVE 9 Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, fLDRIDA 32937 PH:'321-802-3591 www.abdesigngroup.com AA #: 0003325 Q17 x Si7B:D1«7 & T: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 dOIDEI: 4EBB "1828—CALI" GARAGE SWING: RIGHT PAGIE: LIFT BEAM PLAN AND NOTES ARCHITECT - STATE OF FLORIDA %�AN 2 7 2021 MICHAEL C. AN DERSON API14017305 , A DATE: : 01/18/20 A SCAT-': 1 /4"=1'—O" LIFT BEAM PLAN SCALE: i/4" = 1'-0" I_ NOTES TO THE INSPECTOR/CONTRACTOR TYp.8"x&' 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 00 1#5 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. S REQUIRED TO ACHIEVE THE REQUIRED BEARING I 8' 3. PLACE MASONRY UNITS A Q Q (� STEEL PLACE 7f� ` \F \ E , HEIGHT. O REINFORCING L2 ( ) L #5 BAR CONTINUOUS AROUND 4. THE LAST COURSE WILL BE A BOND BEAM WITH 1 AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 4#5 TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"x16" (p 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM +� #5 CORNER BAR W/ 30" LAP FOR EACH O COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 COURSE OF BOND BEAM TOP OF THE LINTEL r 8 VERTICAL REBAR W! 10" HOOK / � 5 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16"DEER P� F� 8x16 DEL. BOND TOP OF BEAM W/ (1)#5 BAR BOND BEAM ;J1 Qi EACH COURSE L—P® O N\�G 8x8 BOND BEAM TOP OF Q�C W/(1)#5BAR_ BOND BEAM F =FILLED W/ GROUT 30" TYPICAL �\AO� U = UNFILLED GROUT SOLID FROM TOP S1\p NOMINAL LINTEL TO TOP OF TO OF OPENING WIDTH /�# OF #5'S, IN 2ND BOND BEAM, IF FILLED LINTEL. #5 BAR IN BOND BEAM /J/ BEAM COURSE 1 / SEE NOTE 5 A\\, E� 6_'I T/ 1 M/ B 8x8 PRE CAST CONCRETE 5 LINTEL W/ (1) #5 BAR (L2) P� �F� NOMINAL �� MASONRY LENGTH OF BAR = WIDTH OF CORNER ie ?IF HEIGHT #OF#5'S,TOP < OPENING DESIGNATION IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR (DPBEAM THAT XFXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE SCALE: 3/4"=1 -0" 1 REINFORCING OF BOND BEAM AND XFXX-1T/OMrOBINDICATES ASINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1)REFER SCALE: 3/4"=1'-0" IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS • TOP Reviewed for Code AND XUXX-tT/1M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED Compliance LINTEL OF OPENING Universal Engineering AND XUXX - 1TIOMlOB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED. LINTEL 12 Sciences PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 1-3116 PCON OR DRIVE PIN S K SIZE.145 MIN HEAD WINDOW SIZE. MIN EMBEDMENT 1 1/4") 8" FIR EACH END AND 18" O.C. MAX. 1-1/4" EMBEDMENT r$ 1kA' 2x6 (MIN 2 X 3) 23/16 TAP PRE -CAST . a OR DRIVE PIN (MIN SHANK WINDOW SIZE.145 MIN HEAD SIZE.300 SILL MIN EMBEDMENT 1 1/4") 8" SLOPE FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3)2-3116 TAPCON OR DRIVE PIN (MI SHANK SIZE.145 MIN H D SIZE .300 MIN EMBEDM 2X4 SOLID BLOCKING 1/4") 8" FROM EACH END D SECURE TO SHEATHING W/ 18" O.C. MAX. MIN 1-1/4" MIN. 2-12d PER BLK. EA. END EMBEDMENT 7116" OSB SHEATHING TYPICAL MASONRY WINDOW CMU WALL SILL CONSTRUCTION ARCHWAY FRAMING DETAIL SCALE: 3/4"=1'-0" SINGLE #5 CORNER BAR. 30x30 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM PROVIDE#5 BAR EACH SIDE STEEL REINF. OF 0 LEVATION BOND. BEAM CHA E CHANGE IN 7 ELEVATION OF BOND BEAM SCALE: 31411= 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www. a b desigrlgrou p.corn 4A #: 0003325 STJEDIEV. LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4EBB "1828-CALI" GA -RAGE SWING: IZIGHT PAGE: DETAILS 160 M:PH EXP. C ft�r�mmmmmmwxmmm XRCHIffECT STATE OF FLORIDA ,2 1 2021 - MICHAEL C. ANDERSON IL AR NO T7305 SCALE: 1 /4-"=1' — 0"' SHEET Spa 1A " ' TE" / "CAST-CIRETE" / "QUALITY" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT SAFEELLOAD SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 8/8411113 1T/OB 1T/0B 1T/OB 1T/OB tt/OB TYpE LENGTH 818 PLAIN 818 SOLID TYPE LENGTH 8/8-1T 8/164T 8/20-IT 8/24-1T 8128-1T 8132-IT 8/8-1B 16-1T/1 lT/1B 1T/1B 1T/1B -lT/1B B/a2T etl& T 6aa-2T a -2T B28-2T =2-2T 3'-0" PRECAST 143$ 952 3114 4217 5321 6420 7531 3'$" PRECAST $89 1024 3°-$' PRECAST 1569 3624 4394 5263 6132 7001 2465 61131 OM7708 9031 10000 1569 3524 4394 5263 6132 7001 4 -0PRECAST " 1085 700 2305 3125 3945 4765 6587 4"-0" PRECAST 514 763 4°-0" PRECAST 1363 3060 3815 4570 5325 6079 1961 6113 7192 6524 7627 8751 1363 3080 3815 45M 5325 6079 W-60 PRECAST 819 533 1770 24W 3033 3666 4300 4'-0" PRECAST 398 591 4°-W PRECAST 1207 2582 3376 4043 4711 5379 1625 5743 7547 6752 6541 7565 1207 2707 3375 4043 4711 5379 59-4" PRECAST 931 1247 1999 2560 3123 3686 4249 6-4" PRECAST 411 411 5' PRECAST 1016 1806 2374 20" 3513 4084 1319 4460 7196 7342 5780 8259 1016 2276 2838 3399 3981 4084 5'-10" PRECAST 817 1024 1631 2090 2549' 3009 3470 5'-10" PRECAST 340 339 5'-10' PRECAST 909 1499 1971 2443 2915' 3367 1161 3693 5877 am6548 5778 929 2080 2593 3107 3020 4133 $'-$" PRECAST $92 1139 3227 3031 3707 4383 5081 PRECAST 410 721 $'-$" PRECAST 835 1201 1578 INS 2332 2709 1139 3227 7054 10000 SON 835 835 18Bi8 2329 2790 3251 3712 T$" PRECAST 570 938 2498 2205 2098 3191 3685 T-0" PRECAST 303 534 T-8' PRECAST 716 _90D 1181 1482 1743 2025 938 2498 3408 4864 7067 6472 727 1624 2025 2426 2827 3228 9'-4" PRECAST 42$ 633 1593 2481 2818 2621 9�-4" PRECAST 192 384 9'-4° PRECAST 464 593 767 90 1129 1310 639 1674 2298 3061 4099 4899 572 1318 1643 1969 2164 2519 1®'-$" PRECAST 3� 487 1247 1767 1904 2103 2028 10'$" PRECAST 151 301 1®°-$" PRECAST 358 468 812 756 899 1042 550 1407 1897 2781 3222 3784 504 11E� 1472 17CS 1710 1989 11 °-4" PRECAST 330 5" 1312 1742 2252 2888 3030 11'-4" PRECAST 132 417 11 °�" PRECAST 430 406 530 am 777 872 644 1312 1742 2262 2868 3552 466 1042 1372 1643 1470 1710 12°-0" PRECAST 308 507 1210 IBM2048 25M 3191 12'-0" PRECAST 111 37® 12°-0" PRECAST 383 366 476 587 ON 783', 507 1210 1596 2048 2586 3171 440 940 1300 1560 1314 1476 13'-4" PRECAST 270 433 1045 1365 1732 2157 25M 13'-4" PRECAST 82 298 131-4" PRECAST 308 303 393 484 575 645 414 1045 1305 1732 2316 26M 396 1 780 1067 1312 1071 1203 14'-0" PRECAST 254 388 978 1272 IBM1988 2279 14'-0" PRECAST 71 293 14'-0" PRECAST 279 278 360 443 526 609 390 978 1272 1608 1950 2389 378 717 981 1192 975 1133 141-8" PRESTRESSED N.R. NR NR NR NR NR NR 14'-8" PRESTRESSED N.R. 283 14'-8" PRESTRESSED 239 422 506 620 746 $65 458 1079 14N 1824 2277 2712 248 BOB 980 1237 1474 1715 15'�" PRESTRESSED N.R. NR NR NR NR NR NR 15`-4" PRESTRESSED N.R. 252 15'-4" PRESTRESSED 224 387 484 574 ON 793 412 1014 1340 1703 2118 2513 230 Ole 908 1134 1353 1572 " 1T� PRESTRESSED N.R. NR NR NR NR NR NR IT-4" PRESTRESSED N.R. 183 17'-4" PRESTRESSED 187 320 305 451 587 680 300 am1121 1413 1739 2047 192 506 720 501 1135 1312 19'-4" PRESTRESSED N.R. NR NR NR NR NR NR 19'-4" PRESTRESSED N.R. 148 19'-4" PRESTRESSEDL162 266 348 43iD _513 595 235 736 959 1200 1467 171621'-4" 429 623 803 950 1098 PRESTRESSED N.R. NR NR NR NR 21'-4" PRES SSED N.R. 125 21'-4" PRESTRESSED 308 381 527180 18 598 833 1038 1188 46 1488 373 3'73 537 69D 816 818 943 22'-0" PRESTRESSED N.R. NR NR NR NR NR NR 22'-0" PRESTRESSED N.R. 116 Y°-0" PRESTRESSED 226 290 35D 428 497 165 550 784 992 1203 1361 137 356 513 659 779 900 24'-0" PRESTRESSED N.R. NR NR NR NR NR NR PRESTRESSED N.R. 91 24'-0" PRESTRESSED 124 174 245 302 300 418 129 ,45® 654 824 1014 1147�-0" 124 1 319 455 581 687 793 - ALL VALUES TAKEN AS THE AND CASTCRETE MAY 2015 - ALL PRECAST PRODUCTS LESSER EDITION. ARE TO FROM BE INSTALLED "SAFE LOAD TABLES" PER MANUFACTURES BY QUALITY SPECIFICATIONS 2018 EDITION, LOTT°S MAY 2015 EDITION - PRECAST - PROVIDE PRODUCTS BY OTHERS TO MINIMUM 4" OF BEARING PAST MEET OR EACH EXCEED SIDE VALUES OF WINDOW STATED OPENING ABOVE PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 19-0130.13 Reviewed for Code Compliance Universal Engineering1B . Sciences 2194 HWIr A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #r": 0003325 STJBDIV. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL: 4-EBB "1828-CALI" GARAGE S G: FIGHT PAGE: SAFE LOAD TABLES 160 MPH EX'. C Em ARCHF I T ECT; STATE OF FLOPJDA r� c. JANJ 2 1 2021 MICHAEL C. AN DERSON Air NO 17305 PRIM 2018 DATE: 01 / / SCALE: 1/4"=1' — 0" SIiF.,I+..'I° -,_ FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 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 MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6, LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. 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. 10. 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. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0%0", FINISH FLOOR. UNLESS NOTED OTHERWISE. 14. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES, ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE!DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE, CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LES 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. END JACK G I RDER/TRUSS W/2X6 BOTTOM CHORD " 2x4 SCAB NAILED TO TRUSS BOTTOM CHORD W/MIN (4) 10d NAILS FOR EACH CHORD CONNECTION TRUSSES W12X4 BOTTOM CHORD DIAGONAL BRACING/BOTTOM CHORD BRACING DISSIMILAR BOTTOM CHORD BRACING @ END YUK tPLUN I:NUKU CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ MID RUN a Reviewed for Code Compliance Universal Engineering 1B Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SX7BDIV. & LOT; CREEKSIDE PHASE II LOT #32 PROJECT H04321.20 032 RS 2 AOnEx34EBB "1p%�V-CALT /Y Ap/pary RIG %�_9 2021` , MICHApNC. ANIRSON AR NO 17305 `-"LAN " Ol DATES 1820 / / SCJ9. E:1/4"=1'-O" MiEET S3 FRAMING PLAN SCALE:1/4 V-0" ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/WALUFLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" -(1) SIMPSON HETA16 TRUSS ANCHOR WITH-- (9) 10d x 1 z" NAILS TO TRUSS PLYWOOD SHEATHING, SEE "ROOF/WALUFLOOR # 1100 UPLIFT SIMPSON HTSM20 TO (2) SIMPSON HETA16 TRUSS ANCHOR WITH SHEATHING T USSANSIMPSON OR WITH TRUSS ANCHOR WITH NOTE: APT SYP #2 2" x 4", AND TRUSS AND (4) 1/4" x 2 1/4" () 1/ "x (12) 16d x 1 z" NAILS TO TRUSS FASTENER SCHEDULE" (g) 10d x 1 z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED TITEN 2 ANCHORS TO DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" CONT POURED LINTEL OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE -(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: APT SYP #2 2" x 4", EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO # 1900 UPLIFT (2) SIMPSON (16) 10d x 3 4" NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED CONJUNCTION WITH ACCOMMODATE GIRDER INSTALLED ON PRE-ENG TRUSS 2 SIMPSON HETA16 TRUSS ANCHORS O W/ 10d NAILS, 2 ROWS, 3" HEAVY UPLIFT CONNECTOR TIEDOWN REQUIREMENTS. OPPOSITE OPPOSITE FACES OF WITH (12) 16d x 3 Z' NAILS TO GIRDER O/C TO FACILITATE ONE BLOCK WALL WI10 10d TO ADDITIONAL PLY MAX. TO ACCOMMODATE TRUSS A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM SE2x WOOD FASCIA ANCHOR REQUIREMENTS. WITH 4 a x 5" TITEN HD TO CMU AND 12 SDS .. () e' ( ) CONT POURED LINTEL SEE ARCHITECTURAL ' 4' x 2 q'" TO GIRDER 2x SECURED W/ (3) 16d GALV. COMMON NAILS. ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH 1x2 SECURED W/ 10d TRUSSES @ 24" O/C, 1x2, 2x WOOD FASCIA (2)12" x 5" TITEN HD TO CMU AND (18) SIDS �' x GALV. COMMON NAILS i SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL 3" TO GIRDER 12" O/C FOR REVIEW 2x SECURED W/ 16d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH ANDAPPROVAL GALV. COMMON NAILS. N 2 1 41 Oi' x 5"TITEN HD TO CMU AND (18) SDS a x 3" 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED 7 MASONRY BOND BEAM 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) TITEN 2 ANCHORS MIN. B ALLOWABLE UPLIFT = U:2365 LBS, 1:1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) 2" COVER & 2" APART C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) REPAIR OF MULTIPLE YPICAL TRUSS/ MISPLACED EMBEDDED TRUSS ANCHOR SGALE:3/4"=1'-0" See-GTI TYPICAL ROOF 3 RDER CONNECTOR(S) 2a 2b 2c SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" GIRDER CONNECTOR(S) (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA. TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENTAT COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING U-0" TO 30'-0" (1) "X" BRACE SEAMS) 30'-l" TO 60'-0 (3) "X" BRACE SECURE 2x8 PT. PLATE (1) "X" BRACE @ CENTER TO BLK W/ 1/2" DIA. (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/2" 6'4" MAX (W/1X4) FROM CENTER TO END. WASHER SET IN HIGH OR 10'-0" MAX (W/2X4) 2x WOOD FASCIA, STRENGTH EPDXY 6" SEE ARCHITECTURAL MIN. EMBED. AT 32" OC MAX. 1x4 DIAGONAL PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 BTM. CHORD P.T. PLATE W/ 12d's 8" BRACING, SEE STIFFBACK (AS PER O.C. MAX U) WPLAN U a FOR LOCATION TRUSS ENG) CONT. 2x4 SECURED W/ o MAY NOT BE iv a F}- REQUIRED TO BE INSTALLED55 @ 10'-0" O.C. MAX. BTM. CHORD OF WOOD ROOF TRUSSES SEE SCHEDULE FOR ' BOND BEAM REQ. Reviewed for Code a Compliance Universal Engineering Sciences 1x4 BTM. CHORD BRACING6-0 O/C END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION. IF O/C MAILS (2) 10d 10'-000MMON DEPICTED SEE PLAN COM N AT EACH C BLOCK WALL W/ GABLE E N D INTERSECTION TYP. SECTIOLSATEACHCHOR BTM. CHORD BRACING � SCALE: 3/4"=1'-0" 7 PRE-ENG D TRUSS G 6 SCALE: 3/4"=1'-0" THE USE OF ALTERNATE MATERIALS MAY BE NOTCH DEPTH1/4*D ° � HOLEDIA EDGE USED SO LONG AS THEY CONFORM TO THE HOLE DIAMETER FOLLOWING < 2/5`D SGL. STUD OUTER 1/3 OF 1 _ METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES HOLE EDGE >5/8" AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. BTM. HOLE DIAMETER PLATE < 3/5'D DBL. STUD STUD NOTCHING ALTERNATE MATERIALS 11 AND BORING LIMITS v 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLO RI DA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 U W O 4 U w 4 F F( ti SuBmv. & LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 MODEL 4EBB "1828-CALI" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA r — o JANI M WCHAEL C. ANDERSON AR NO 17305 rL-0A." A DATE: 011820 / / SCALE: 1/4"=1'_0" SHEET S3. 1 L 1 PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES — AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK / 1/2" DIA. ANCHOR BOLT W/2" V1rASHER SET IN HIGH S' RENGTH EPDXY 6" MIN. EMBED. AT 32"AC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX u PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONC. POURED LINTEL COURSE CONT. 2x4 SECURED W/ (2)10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL i SCALE: 3/4"=1'-0" Reviewed for Code Compliance Universal Engineering Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdosigngroup.com AA #: 0003325 SUBDIV T: CREEKSIDE PHASE II LOT #32 JAN 2 12021 MIC;S AEL C, ANDERSON AR NI® 1730 a DATE: 01 18 20 I SCALE: 1/4"-1'-0a, SHEET �''1' ta_.� S. _JL.. ppWpppppW ppppppppl VTCR SPACING (1) AT EACH END ppppppppG 2x4 BLOCKING BETWEEN TRUSSES VTGR AND 6-0" O.C. MAX. W p p p I (2) 2X4 No.2 SYP DIAL. WHERE X-BRAC;ING IS PRESENTAT BRACE W/ (3) 12d @ EA. 4'4- O.C. (AT SHEATHING SEAMS) -- TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) pppplGG p 0-0" TO 30-0" (1) "X' BRACE 30'-1" TO 60'-0 (3) "X" BRACE \� I MIN; I I (1) "X" BRACE @ CENTER PRE-ENG GABLE TRUSS — WIIWpl11 (2) "X' BRACE DIVIDED EQUALLY 2x SUB -BAND �� FROM CENTER TO END. STIFFBACK ATALL UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) \� o O PLYWOOD SHEATHING, SEE -- \ � kI "ROOF/WALUFLOOR �\ SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR -- DETAIL FOR STRAPPING INFO. SIDE ®C VIEW A / fENG NNECTION PER J LE V E V V 1x2, 2x WOOD FASCIASS MFG. SEE ARCHITECTURAL 2x SECURED @ (3) 16dWOOD GALV. COMMON NAILS. 4" O/C, 1x2 SECURED W/ 10d DRAWINGS GALV. COMMON NAILS CONT. 2x4 RATRUN�+C12"O/C L SECURED W/ (2)12d's @ PRE-ENGINEERED MASONRY BOND BEAM EACH TRUSS VALLEY TRUSS CONNECTION SEE SCHEDULE GABLE END PRE-NG'D TRUSS 2 SCALE: N.T.S. W/ HIP RETURN SCALE:3/4"=1'-0 Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abde,signgroup.com AA #: 0003325 suBDIV. & LOT: CREEKSIDE PHASE II LOT #32 ARC WTECT: 3TATF OF FLORIDA t� 2 1 2021 RACHAEL C~ANDERSON AR NO T7305 '`-"4X4 ` 01 18 2Q DATE: / / i SC 1/4"--1r-O" SHEET O u l GABI E - END a� > HIP ROOF ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-16 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) 'A"= 4'-0' END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT +- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 19132"STRUCTURAL SHEATHING EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 19132" STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD AND EDGE SPACING) SEE DETAIL ROOF SHEATHING TO GABLE END FRAME USE 1Od RING SHANK GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4- OF GABLE END. ' WOOD: NON -BEARING WOOD WALLS TOP PLATES &.STUDS CAN BE SPF. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS OF 0,42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED WI DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER. THAT CONTAINS MORE THAN Yd' OF HEARTWOOD. MINIMUM NAILING PER FBCR 2020, 7thEDITION. SEE NAILING SCHEDULE ON PLANS. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. WOOD TRUSSES: TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,"DESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION% AND "BCSI LATEST EDITION" COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES, TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITHANSUASCE 7 68: 1990. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS, CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS. TO COLUMNS AND WALLS FOR APPROVAL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS GUIDE FOR BEARING DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES, THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND:A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THE TRUSS ENGINEER. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ONASCE 7-16 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR RO/''� C / /� / /'� i DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM ALL TRUSS TO TRUSS CONNECTIONS. C fF/ V VAL L/ F L O ®R OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES; THE CONTRACT ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS SHEATHING DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8', WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION FASTENER SCHEDULE TO CONSOLIDATE GROUT. FASTENER FOUNDATION/ SITE PREPARATION° OF1I0:01LTRUT011e2nm A" >Y 4 SIZE ` HEAD LENGTH DIA. TENSILE STIR. SHANK ASTM 10d RING SHANK, 2 1/2" 0.131 F1667 SCREW SHANK 170,000 RING (16-20 RINGS RSRS-03 Bd RING SHANK, 2 8/8" 0.113 F1667 SCREW SHANK PER INCH) RSRS-01 8d RING SHANK, PNEUMATIC 2 3/8" 0.113 F1667 RSRS-01 SCREW -NAILS RAFTER OR TRUSS - ROOF SHEATHING EXTERIOR SHEATHING USE 1/2"CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND Ed RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. ROOF SHEATHING ATTACHEMENT SPACING ZONE 1: 1Od NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD ZONE 2e, 2n, 2r: 1 Od NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD ZONE 3,3e, 3r. 1 Od NAILS @ 4" O.C. ON EDGE AND 4"O.C. IN FIELD Sd RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES Ilk U J Z Z 0 Y W E 2 Z U U E2 cc TYP. EXT. SHEATHING ATTACHMENT IN T) 4EATHING GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL,. PLUMBING AND SITE DRAWINGS. CONSULT .ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHF LL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE.A DIFFERENT DETAIL IS SHOWN. ALLIDIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY, ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED: PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY: SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. THE: CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. CO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. DEIGN LOADS: ROOF[LIVE. LOAD FLOOR: LIVE LOAD 40 psf 20 psf TOP CHORD -non-concurrent 10 psf BTM CHORD -non-concurrent DEAD LOAD DEAD LOAD '. 15 psf TOP CHORD 20 psf TOP CHORD (7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) 10 psf BTM CHORD 5 psf BTM CHORD DEAD LOAD TO. RESIST WIND UPLIFT: 1 Opsf BALCONY LIVE LOAD 60 psf STAIRS LIVE LOAD 40 psf - WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST (ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY II) LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) AND DECKS: 40psf, GUARDS AND HANDRAILS 200psf, .GUARD IN -FILL COMPONENTS: 50psf, PASSENGER VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf,.SLEEPING ROOMS: 30psf, STAIRS: 40pjf SHpP DRAWING REVLEW: SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE. DESIGNING INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BETHE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT. DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS,', DIMENSIONS, ETC. ALL'.SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. ALL AGGREGATE USED IN. CONCRETE SHALL CONFORM TOASTM C331C33M. MAXIMUM AGGREGATE S1ZE SHALL BE 3/4". PROVIDE 6% AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 34'. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE, FORM WORK: FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST EDITION;"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. EXCLUSIONS FROM THESE PLANS: WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS, WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM A1064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2" CHAIRS SPACED.T-0" OC, EACH WAY. REINFORCING STEEL: REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. " TYP. MIN LAPS SHALL BE AS FOLLOWS:. #4 BAR - 25" #6 BAR - 36": #5 BAR - 30" #7 BAR - 42" PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED. TO EACH BEAM REBAR, SEE DETAILS FOR ADDITIONAL INFORMATION. ALL VERTICAL REINFORCING BARS IN CIVIL CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ENGINEER. MASONRY: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE TYPE "M" OR "S" MORTAR SHALL BE USED. EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING - PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270 HORIZONTAL AND VERTICAL MORTAR JOINTS 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 MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO REFILLED. SOIL FOR TERMITE PROTECTION. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL. ENGINEER TO VERIFY REINFORCING. Review ed for SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE Code an GEO-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.' Universal Engine Bring CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE Sciences 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 VNTH THE CONCRETE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 9TH EDITION, BY THE AMERICAN.INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM CO x. 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE A500/A500M,GRADE B, Fy =.46 ksi.. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S. Fy =. Z H 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. p p 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL D� CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- PRIOR TO THE ADDITION OF PLASTICIZER, SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. BUILDING LENGTH CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94/C94M OR MEASURING, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN - ROOF SHEATHING LAYOUT WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON AND ENDWALL BRACING THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL FOR GABLE END FRAMING BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE. OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE, NOTE GABLES -DROP GABLE END & (1) ADDT DROPPED TRUSS 2x4 #2: SYP OUTLOOKER RAFTER W/ BLOCKING @ REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BEAS FOLLOWS: 16"O.C. IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): BLOCKING @ 16"O.C. FIRST 4 BAYS W/ (2)12d NAILS EA. B. FOR CONCRETE EXPOSED TO EARTH AND(OR WEATHER', END. ATTACH ROOF SHEATHING TO RAFTERS 2/ FOR #5 AND SMALLER BLOCKING PER NAILING SCHEDULE T FO 2' FOR #6 AND LARGER C1 Od RING SHANK GUN NAILS SEE "ROOF SHEATRING ATTACHMENT' TABLE FOR FIELD SPACING F; #8 2" DECK SCREWS @ 6"$" O.C. MAX @ EQGES & 12" O.C. MQX IN FIELD. UNT11READED SHANK TO EXTEND BEYOND THICKNESS OF SUB -FLOOR SHEATHING 314" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS C. FOR CONCRETE NOT EXPOSED TO WEATHER 314" FOR SLABS, WALLS AND JOISTS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HARDENED COIL 8" O/C GARAGE DOOR BUCK 114' DIA. TAPCON MASONRY 1 1/2" EMBED„ 4" END DIST., MASONRY 1 CONC NAIL 1 1/2" LONG, TO MASONRYICONC. NO WASHER FASTENER 8 �/C 1 12" EDGE DIST SGD, AL. EXT. DOORS CASEHARDENED COIL 9" O/C WINDOWIDOOR/ FASTENED GARAGE DOOR BUCK 112" CIA. WI 4" EMBED., *'END DIST 1x PT, SEE NOTE 6 NAIL 1/2" LONG, STAGGERED INTO MASONRY/CONC. TO MASONRY/CONC. WASHER EXPANSION BOLT 24"OfC , 3" EDGE DIST. WINDOW BUCK CASE HARDENED COIL 91,OID WINDOWIDOOR/ FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING 1 x PT, SEE NOTES NAIL 11/2"LONG STAGGERED INTO MASONRY/CONC. MASONRY/CONC. REQUIREMENTS O REQUIREMENTS EXT. SWING DOOR (2) 3118"DIA "TAPCON" 18" O/C 1 1/2" EMBED, 8" END. NON -BEARING WOOD 12"° EXPANSION 4" EMBED, 4" END BUCK 2. PT SEE NOTE 6 NO WASHER FASTNER DIST., 1 112" EDGE DIST WALL TO CONC. SLAB W! WASHER BOLT 24" O1C DIST., 3" EDGE DIST 2x PT WINDOW BUCK 0.138° PAF x 21/8" 9"O/C 4" END. DIST., 112" " PT TO STEEL COL, SEE WI WASHER STAGGERED EDGE DIST. N07E6 NOTES 1, STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO. FRAM NG BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND I OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF 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 NOA OR THE SPACING DETAILED ABOVE 5. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME, 1x MEMBERS ARE NAILED AND 2x MEMBERS. ARE SECURED W/ TAPC@NS OR PAF TO THE SUBSTRATE. 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH.: 3211-802-3591 www.abd,asigngroup.com AA #: 0003325 SUBDIV. 8e LOT: CREEKSIDE PHASE II LOT #32 PROJECT 04321.20 032R2 ODEL: 4EBB "1828-CALI" C TARAOE 11117MG: RIGHT PAGE: DETAILS 160 1,6111 EXP. C AIICHI ECT° STATE OF FLORIDA f 7 2021 X-scar A �®18 DATE: 01 / / SCALE: 1/411=11 --Q" SHEET N