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A R C H IT E C T 6510 PLAN I FOR: 0 CT A TT , 1 A !`IT71T !-`I T Tlll� T71 !\ -1 lliN "Yin" I "n_V11 Jkl .J- making Yo u R-1 Tb t A t Hiom c 825 �C>FtAL. FIIE>GE ©Ft. �C>FiAL. SPRINCAS, FL. 33701 Terl= (9 54) 575-7300 * STATE OF FLORIDA SQ,FT. CALC. S NGS CERTIFIED BUILDING CONTRACTOR: INDEX� LIVINca 3515 5Q. FT. SHEET # DESCRIPTION COVERED LANAI 220 5Q. ET. STANDARD PACIFIC HOMES COVERED ENTRY 53 5Q FT PG Cl-COVER PAGE 825 CORAL RIDGE DR. 3 CAR GARAGE 6&5 SQ. FT. PG GN-GENERAL NOTES CORAL SPRINGS FL, 33701 PG AI —FLOOR PLAN TEL: (954) 575-7300 TOTAL 44s(o 5Q FT PG A1.1—SCHEDULES ,� PATIO .1-1 50FT PG A2D-ELEVATION D FRONT & REAR PG A3D-ELEVATION "D" LEFT & RIGHT PG A4D-DETAILS ELEV "D" PG RPD-ROOF PLAN ELEVATION "D" PG DI -DOOR & WINDOW DETAILS * STATE OF FLORIDA PG D2-MISC. DETAILS PROFESSIONAL ARCHITECT: PG D3-MONOLITHIC 1-STORY WALL SECTIONS PG E1-ELECTRICAL PLAN MICHAEL HURTAK PG P1-PLUMBING PLAN AR N0. 0008374 PG M1-MECHANICAL PLAN PG S1-FOUNDATION PLAN AND NOTES ELEV. "D" A.B. DESIGN GROUP, INC. PG S2-DETAILS ELEV. "C"PG S3-1ST LIFT BEAM PLAN AND NOTES ELEV. "D" „ 1441 NORTH RONALD REAGAN BLVD. PG S4-DETAILS ELEV. C LONGWOOD, FLORIDA 32750 PG S5—ROOF FRAMING PLAN AND NOTES ELEV. "D" Tel: 407`74-60'78 PG S6—DETAILS ELEV. "C" } '7PG S7-GENERAL NOTES AND DETAILS ELEV. "D" ST LUCIE COUNTY r� Fax. 407} 774-4078 PG S8-DETAILS ELEV. D +{++ PG SSI-CALCULATIONS ELEV. "D" ,W PG S10-CALCULATIONS ELEV. "D" DESIGN CRITERIA: � I NS ANri P MITT'_ nM,� ,,� � :FLORIDA BUILDING CODE FBC 2010 RESIDENTIAL ` NO lN!�PF0T!0,N VIE A • 2010 FLORIDA FIRE PREVENTION CODE • NATIONAL ELECTRICAL CODE (NEC) — 2008 EDITION • ALL LOCAL AND STATE CODES .00CUPANCY — RESIDENTIAL, GROUP R3 • CONSTRUCTION TYPE — VB • MIN. INTERIOR FINISH — CLASS B • BASIC WIND SPEED(VuLT)— 170 MPH EXPCSUE C • 1—STORY RESIDENCE — • 2—STORY RESIDENCE — MAX. HEIGHT AS PER REVISIONS LOCAL AND STATE CODES • SEE STRUCTURAL DRAWINGS FOR MORE INFO DATE DESCRIPTION SPECIFIC PARAMETERS FROM FBC 2010 CH. 3 USED FOR DESIGN INCLUDE: + CONCRETE MASONRY RESIDENTIAL • CONSTRUCTION WOOD FRAME CONSTRUCTION • AMERICAN SOCIETY OF CIVIL ENGINEERS 7-10 Design roup G,nc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 4p7-774�078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 Fl�V IV. 8c LOT: ERBEND OT 32 PROJECT# 03303.032 MODEL: S TAMFO RD 6510 "PLAN 1" GARAGE SWING* RIGHT PAGE: COVER PAGE ARCHITECT STATE OF FLORIDA { ti JOL'O 8 2014 MICHAEL. HURTAK AR No. 000"74 DATE: 07/08/14 SCALE: SHEET c I GENERAL NOTES GENERAL. NOTES: 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE 2010 RESIDENTIAL EDITION OF THE FLORIDA 1. GARAGE NOTES: BUILDING CODE AND IN CONJUNCTION WITH ASCE 7-10. * PROVIDE PERMANENT SIGN ( WITH LETTERS NOT LESS THAN 1/2", READING: "DANGER DO NOT OPERATE ENGINES W/ DOOR CLOSED 2. DESIGN LOADS ; CARBON, MONOXIDE EMISSION IS LETHAL." POSTED ON INSIDE OF FOR DESIGN LOADS REFER TO STRUCTURAL DRAWINGS. GARAGE DOOR * PROVIDE SCREENED OPENINGS THROUGH GARAGE 3. INHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DOOR W/ THE CLEAR EFFECTIVE AREA NOT LESS BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY THAN 60 SQ. IN. PER MOTOR VEHICLE (LOCATED THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. WITHIN 7 IN. OF THE HIGHEST PART OF THE FLOOR). COMPLY W/ SECTION 1506.1 OF F.B.C. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, * GARAGES BENEATH HABITABLE ROOMS TO HAVE ONE LAYER OF 5/8 TYPE X GYP BOARD SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE, RESIDENTIAL, 2010 EDITION. * GARAGE WALLS TO HAVE R-11 INSULATION PER ENERGY CODE FORM * GARAGE CEILING TO HAVE R-19 INSULATION PER ENERGY CODE FORM 4. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK 2. EVERY CLOSET DOOR LATCH SHALL BE SUCH THAT PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. CHILDREN CAN OPEN THE DOOR FROM INSIDE THE CLOSET 5. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION 3. A PERMANENT SIGN WHICH IDENTIFIES THE TERMITE OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. TREATMENT PROVIDER AND NEED FOR REINSPECTION AND THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE TREATMENT CONTRACT RENEWAL SHALL BE PROVIDED. THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR SIGN SHALL BE POSTED NEAR THE WATER HEATER OR FABRICATION OF THE WORK. ELECTRICAL PANEL. 6. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 4. BATH-TUB/SHOWER GLASS ENCLOSURES IF USED OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. TO BE TEMPERED GLASS. 7. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR 5. SHOWER HEADS SHALL HAVE ANTI -SCALD DEVICES SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 6. ALL BATHROOM DOOR LOCKS SHALL BE DESIGNED TO PERMIT THE OPENING OF THE DOOR FROM THE 8. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. OUTSIDE IN CASE OF EMERGENCY 9. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 7. MOISTURE RESISTANT GYPSUM BOARD SHALL NOT BE USED IN TUBS AND SHOWERS AS PER 10. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC UNLESS SPECIFICALLY DETAILED. MANUFACTURER'S RECOMMENDATION. 8. BATHTUB & SHOWER FLOORS & WALLS ABOVE BATHTUBS GARAGES AND CARPORTS WITH INSTALLED SHOWER HEADS AND IN SHOWER 1. GARAGE DOOR COMPARTMENTS SHALL BE FINISHED WITH A NONABSORBENT A. ENGINEERED FOR 170 MPH MIN. WIND LOAD. SURFACE. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 9. SUCH WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN SIX FEET ABOVE THE FLOOR. 2. AS PER FBC 2010 SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH 10. BATHROOM FINISHED FLOOR SHALL BE OF IMPERVIOUS SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 MATERIAL AS TILES. 318 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 11. IN HVHZ AREAS PROVIDE HURRICANE SHUTTERS AS PER 3. AS PER FBC 2010, SECTION R302.52: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING F.B.C. SECTION 2413 UNLESS THE EXTERIOR WALL THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL 1" MIN. COMPONENTS OF THE ENCLOSED BUILDING HAS SPECIFIC RIGID NON-METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO PRODUCT APPROVAL TO PRESERVE THE ENCLOSED BUILDING THE GARAGE. ENVELOPE AGAINST IMPACT LOADS AS SET FORTH IN CHAPTER 16. 4. AS PER FBC 2010 SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN '/ -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL 12. FIRE STOPPING SHALL BE INSTALLED IN WOOD BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. CONSTRUCTION AS SPECIFIED IN FBCR SECTIONS WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE 4409.7.2.1 THROUGH R4409.7.2.6. PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. 13. OPENINGS BETWEEN THE GARAGE &RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOOR NOT LESS THAN 1 3/8" SITE WORK (35mm) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. DOORS NOT LESS THAN 1 3/8"(35mm) THICK, OR 20-MINUTE FIRE -RATED DOORS 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. 3. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGN WAS BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 4. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 5. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'/THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 6. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS, 7. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 8. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 9. EXCAVATIONS TO BE A MINIMUM OF 3- 0" BEYOND NEW FOOTING LIh.IE. 10. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 11. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. 12. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS. 14. WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD I 16. THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE & ITS ATTIC AREA BY NOT LESS THAN 1/2"(12.7mm) GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS BY NOT LESS THAN 5/8"(15.9mm) TYPE X GYPSUM BOARD OR EQUIVALENT 17. UNDER STAIR PROTECTION: ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 INCH GYPSUM BOARDS.FBCR 311.2.2 18. EXTERIOR WINDOWS SHALL BE PROVIDED W/ DEVICES ON THE INSIDE CAPABLE OF WITHSTANDING A FORCE OF 150 POUNDS APPLIED IN AN OPERABLE DIRECTION. 19. AN OUTSIDE WINDOW OPERABLE FROM THE INSIDE WITHOUT THE USE OF TOOLS AND PROVIDING A CLEAR OPENING OF NOT LESS THAN 20" IN WIDTH 24" IN HEIGHT AND 5.7 SQ. FT. IN AREA. THE BOTTOM OF THE OPENING SHALL NOT BE MORE THAN 44" OFF THE FLOOR. ALL WINDOWS SHALL BE PROTECTED W/DADE COUNTY APPROVED STORM SHUTTERS. 20. ALL INSULATION MATERIALS TO HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 PER SECTION R302.10 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, f" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN THREE COATS 5/8" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 3. MASONRY VENEER SHALL COMPLY WITH SECTION R703.7.3 OF THE 2010 RESIDENTIAL EDITION OF THE FLORIDA BUILDING CODE IF APPI (CABLE. 4. CLEARANCE BETWEEN EXTERIOR WALL COVERINGS AND FINAL EARTH GRADE ON THE EXTERIOR OF A BUILDING SHALL NOT BE LESS THAN 6" PER SECTION R704 OF THE 2010 FBC, INSPECTION FOR TERMITES. ABBREVIATIONS ABV. ABOVE L\V. LAVATORY A/C AIR CONDITIONING LUM. LUMINOUS ADJ. ADJUSTABLE NLC. MEDICINE CABINET ALT. ALTERNATE MFR. MANUFACTURER AMP. AMPERAGE MIN. MINIMUM BD. BOARD M.T. ItiIETAL THRESHOLD CL CENTER LINE MTD. MOUNTED CAB. CABINET MTL. METAL CLG. CEILING N.T.S. NOT TO SCALE CLR. CLEAR O.C. ON CENTER CONC. CONCRETE PL PROPERTY LINE CPT. CARPET P.B. PUSH BUTTON C.T. CERAMIC TILE PH. PHONE D. DRYER PLT. PLATE DBL. DOUBLE PLYWD. PLYWOOD D.G. DUAL GLAZED PR. PAIR DIA. DIAMETER P.T. PRESSURE TREATED DIM. DIMENSION R. RISER DISP. DISPOSAL RAD. RADIUS DR DEEP R.A.G. RETURN AIR GRILL DR. DOOR RF: F. RE FRIGE RATO R D.S. DOWNSPOUT RAI. ROOM DTL. DETAIL R.O. ROUGH OPENING D.W. DISHAVASHER S.C. SOLID CORE ENT DR EA. EACH S.D. SMOKE DETECTOR ELEV. ELEVATION S.H. SINGLE HUNG EQ. EQUAL SHT. SHEET E_XH. EXHAUST SHTHG. SHEATHING EXT. EXTERIOR SHWR. SHOlYER F.G./FX . FIXED GLASS SIM. SIMILAR F.G. FUEL GAS SL. SLIDING FIN. FINISH SL. GL. SLIDING GLASS FLR. FLOOR STD. STANDARD FLUOR. FLUORESCENT SAVS SHEAR WALL FR. DR. FRENCH DOOR SECTION FTG. FOOTING TEMP. TEMPERED GLASS GA. GAUGE THK. THICK GAR. DISP. GARBAGE DISPOSAL T.()_C, TOP OF CURB G.F.I. GROUND -FAULT CIRCUIT T.U.P. TOP OF PLATE INTERRUPTER T.O.S. TOP OF SLAB GL. GLASS TY P. TYPICAL GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED H.B. HOSE BIB OTHERNVISE H.C. HOLLOW CORE V. h. VAPOR PROOF HDR. HEADER W WASHER HGT. OR HT HEIGHT titi, WITH INSLIL. INSULATION W ). WOOD INT. INTERIOR Wl)W. WINDOW W+'H WATER HEATER L R'ROU GHT IRON BURGLARY INTRUSION NOTES DOOR / DOOR LOCKS I. ALL. LOCKS ON EXTERIOR DOORS SHALL BE CAPABLE OF RESISTING A FORCE OF 300 LBS IN ANY MOVABLE DIRECTION 2. LOCKS ON EXTERIOR DOORS SHALL BE A MINIMUM OF 6000 POSSIBLE KEY CHANGES OR LOCKING COMBINATIONS. IF THE KEY -IN -THE -KNOB IS uSED, THERE SHALL BE AUXILLIARY SINGLE DEAD BOLT WITH HARDENED BOLTS OR INSERTS, 3. EXTERIOR EXIT DOOR IF OPERABLE FROM EXTERIOR SHALL HAVE AT LEAST ONE LOCK THAT IS KEY -OPERATED FROM THE EXTERIOR. 4. THE .ACTIVE LEAF OF PAIRS OF EXTERIOR SWING DOORS SHALL HAVE SAME LOCK AS REQUIRED FOR SINGLE EXTERIOR SWING DOORS. THE INACTIvE LEAF OF PAIRS OF DOORS SHALL HAVE MULTIPLE POINT LOCK W/ 5/S" MIN. THROW BOLTS W/ INSERTS. 5. SLIDING GLASS DOORS SHALL BE PROVIDED WITH SLIDING DOOR DEAD BOLTS OR A PIN NOT REMOVABLE OR OPERABLE FROM THE EXTERIOR, AT THE JAMB HEAD, SILL OR MEETING MULLIONS. THESE DOORS SHALL BE REINFORCED IN THE STRIKE AND LOCK AREA TO MAINTAfN A BOLT STRENGTH EFFECTIVENESS IF NECESSARY .AND SUCH DOORS SHALL HAVE NO SCREWS REMOVABLE FROM THE OUTSIDE WHICH WOULD FACILITATE READY ENTRANCE FROM THE OUTSIDE. 6. HINGES ON EXTERIOR OUT -SWINGING DOOR5 SHALL HAVE NON -EXPOSED SCREWS EXPOSED HINGES SHALL NOT BE REMOVABLE. JAM55 OF ALL EXTERIOR OFFSET TYPE IN -SWINGING DOORS SHALL BE OF R4155ETTED OR OF SIMILAR FABRICATION 7. SINGLE SWINGING EXTERIOR DOORS IF WOOD SHALL 5E SOLID CORE OR NOT LESS THEN 1 3/5' THICKNESS. S. GLASS AND GLASS -LIKE MATERIALS SHALL COMPLY WITH 'ANSI Z9-1.1". SLIDING GLASS DOORS SHALL COMPLY WITH "AAM.A 1303.5" AND 1141,461 / AAMA 101. 3. SINGLE SWINGING EXTERIOR AND SWING DOORS CONNECTING LIVING AREAS WITH GARAGE ,AREAS SHALL BE MIN. 13/S" THICK, SOLID CORE AND SHALL BE SECURED WITH LATCH AND SINGLE DEAD BOLT WITH 1" MINIMUM THROW OR A COMBINATION OF DEAD BOLTS SET W/ LATCH THROW A MIN OF 1/2' AND BOLTS HAVING A MINIMUM THROW OF I" INDEX OF NOT GREATER THAN 200AND A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER SECTION R302.9 15. STRUCTURE TO ADHERE TO CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA FOR DAMAGE PROBABILITIES FROM WEATHERING AND TERMITE INFESTATION PER TABLE R301.2(1) TABLE R301.2(i) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER AIR MEAN SNOW Spwdd Top�graphlc DESIGN Frost Rm DESIGN uNDERLAYMENT FLOOD FREEZII�+G ANNU1� LOAD (mph) eBectsk A) CATEGORY' 1c nftrhW depO TemdW TEMP° REQUIRED" HAZARDW INDEXO TEMPI NA See Fig. R301.2(4) NA Neglipble NA Very NA NA NA DOOR / WINDOW GLAZING NOTES: 1. ,ALL GLASS DOORS/WINDOWS SHALL COMPLY WITH CHAPTER R44 OF 7. ALL GLAZING WITHIN 48" TO AN ADJACENT DOOR SHALL BE THE F.B.C. TEMPERED, CAT. II, SAFETY GLASS. ALL WINDOWS, MIRRORS OR 2. SEAL TIGHT WITH SEALANT, ALL JOINTS BETWEEN .ALUMINUM FRAMING GLASS ENCLOSURES AT OR WITHIN 36' OF TUBS AND SHOWERS WITH SILLS LESS THAN �co0' ABOVE FLOOR SHALL BE TEMPERED, CAT. 11, AND EXISTING ROUGH OPENINGS, SAFETY GLASS, 3. DIMENSIONS SHOWN ON PLANS, ELEVATIONS, AND/OR SECTIONS DENOTE UNIT SIZES. GENERAL CONTRACTOR AND SUBCONTRACTOR S. WINDOWS ADJACENT TO SHOWERS OR TUB MUST BE OF CATEGOi�Y fI SHALL VERIFY ROUGH OPENING DIMENSIONS AT JOB SITE AND SAFETY GLAZING. COORDINATE WITH WINDOW MANUFACTURER, CONTACT ARCHITECT IF e. TEMPERED GLASS SHALL COMPLY WITH I(a CFR 1201,45 PER F.B.C. ANY DISCREPANCIES ARE FOUND, BEFORE PROCEEDING WITH THE R4410.2.3 WORK. 10. GLASS SHALL COMPLY WITH ASTM C 1036 REQUIREMENTS FOR FLAT 4. EXTERIOR SLIDING DOOR / WINDOW MANUFACTURER SHALL SUBMIT GLASS TYPE I AND II AND GSA DID -G-451C STANDARD FOR GLASS, SHOP DRAWINGS TO ,ARCHITECT FOR APPROVAL PRIOR TO FLAT ,AND CORRUGATED, FOR GLAZING MIRRORS AND OTHER USES ,45 FABRICATION. PER F.B.C. R4410.2.1.2 5. ,ALL WINDOW GLAZING SHALL BE TINTED U=1.12 4 SHGC=0.48 11. INSTALLED GLASS SHALL NOT BE LESS THAN SINGLE -STRENGTH B ALL DOOR GLAZING SHALL BE TINTED U=1.13 4 54-4GC=0.49 QUALITY UNLESS OTHERWISE APPROVED BY THE BUILDING OFFICIAL K. ,ALL EXTERIOR DOORS AND WINDOWS SHALL BE IMPACT RESISTANT 145 PER F.B.C. R4410.2.11 MEETING ALL APPLICABLE CODES AND REGULATIONS. (FBC R44102) 12. DOORS, BATH AND SHOWER ENCLOSURES, AND SLIDING GLASS DOORS CONTAINING GLAZING MATERIAL GREATER THAN 9 SQUARE FEET (0.54 M 2) IN SURFACE AREA SHALL BE CLASSIFIED AS CATEGORY II GLAZING PRODUCTS AS PER F.B.C. R4410.2.3.1.3.2 A R C H I T E C TS Design Group Inc. 1441 N. RONALD REAGAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL: STAMFORD 6510 "PLAN 1" GARAGE SWING: RIGHT PAGE: GENERAL NOTES ARCHITECT: STATE OF FLORIDA 4 Yi �1 L 11�LIIL 0 0 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 SC ALE: SHEET 14, SQ. FT. CALC.'S LIVING COVERED LANAI COVERED ENTRY 3 GAR 3AR,4GE 3518 220 8.3 5 SQ. FT. SQ_ FT. SQ. FT. SQ. FT, TOT,4L PATIO 448t 11 50. FT. SQ. FT. TOP PLATE - RAD IAL WALL(SEE FLR. PLAN) A) -BAR DETAIL �n1I.I.� ARGN 't 44 3'— I' I u I'—w" ,4NLD AND LARr:rER M,4LLER VERIFY W/ PLAN VE IFY W/ PL,4 (f) TYIP. F1v1%,ST FLO 0_ " 11R. W �L -f'-111 AND LARDER4 VERIFYW/ PLAN Avl%,CH DETAILS NOTE; WHEN AN 8" OR 12" RADIUS HEADER ENGAGE INTO THE SAME COLUMN OR ARE WITHIN CLOSE PROXIMITY (WITHIN 2"-O"), THEY NEED TO ALL HAVE THE Lr4RGER RADIUS. I ,2`�--1" 1'-1011 COVERED ENTR PLAN cis Is, 1'1" H I SN WAL W/ CAT TY GL 11 5A A5 V. - 11_211 cis - no 1 II ,n GA SAFETY GL. 5N WER EN LO. r FLOOR PLAN ELEVATION „„D„„ j''j Ji✓ all I� 21'-011 2i I_i/II 131_311 51-11 21_411 qBI_( II-11 4I_/iy, - I I ITI L. z __ ______ COVERED I I CASUAL ICI _ 11'=�" cLG. _ _ _ _ _ _ j LANAI = I I DINING r I g o- IT-O' CLG. I 12'-s° GLG. `� .2'-4' TiP I I I( 1@'-a" GLG. i } 0(3 TYP. I I 4'-I1" 12'-1' 5'-011 I I 15'-511 — ��I MASTER I'-2" 2'-4115'-1l" 1I 46 � BEDROOM 1@'-8PARTITION I UNDER I I I TRAY TO I ( — _ — — — _ — — — — — — — — COUNTER I m I I L---____ 12'-0' CLG------� Ir-' CLG. I I r - 12'-m' CEILING I A I PAN. _ I---------------------� I I I I l� II 7 O 15'-8" 3 3'—�011 3 I I I I •4 J l k---- 1�1 +'� U I I cv I I 3a. HIGH ARCH I I I I FLOW-THRU ' �x u SAR TOP 1_ _ J--- ` I o Q a LAV. LAV. Ti P ' "GvlII LZu —K`—IiT—C— H_—IE�'-N TLKGARDEN ED NEEwALL ASTER' I GLG. —O—.H— .G. II B0U.1_-1.0T— .' -L1" , TUB TUH. BATH FAMILYMICRO DBL7_ B DECK `; PAN. 1@-S�Iu ABOVE OVEN ' W1/'RECE5S �IDE AT B ROOM �I=N REF. ARCH _17 -X12 W BEATTRITy 4GH O.H.G. 12'-0' GLG• -1--a4llx4all r- SHWR. 5-'� — E GLG. _ _� 22'-� I I I I I I I 15'-1' I I 11 21-10" I II DINING L, , 1R- sN m I I I I I l u l I I ROOM ;° L 11'_4' _J _ ---J u I C;---�1r'-m—° I�'-' cL4RECE89 1'-v _all 8' Ill —all I 22'-0' S _51_I11 — �l 1 I L — ----_12'-o' CEILING---------� I W . I . C . II I N L .I - - - - - --Ir=-cILfNG — — — — — _ J I I I 11'-�" cLC. I I 11 -4' GLG. I 1It 11'-4' cLG. I I , � 1@ CLCx. I I_ all DIA. COLUMNS 1G'-a' cE1LIN��� IS4 I I I I I I I - �------- ------- ---r _ —_- �!, T �—62z-1SN E LAUNDRY = HALL`�'� ICI r 1 _��i ; 2 cL�. r'-@I i� a' GI�.�.— �1 _ � IGmI 11_� J u BArI H�'S'-a' GLG_ 0 2�1 3'-0" 41_9` 5 �.'-I1" 5'-211 3'-O' 2'-10" '10' I m - ---- ----- -- L.T. I0'-0' cLG. —11 4" - —D —w — — �- — ARGN r — 1 4RC — — - 4RCN — I 12'-6'-G , 6� 1 I BEDROOM LINE OF 11,-0„ _' I — TUB / I - 10'-5" CLG. WALL I SHWR LAv. = ALIT ABOVE = I T 1'P. I �, GLG. DEN I I I 'FOYER' I ' (LINE OF WALL B E D R O OM #2 j ABOVE 112AcoG. I Arc = I 101-a'CLG. �I--- -- —•--I-- --h -' -I rJ 1_61 I �1_�' S1_�II 0' 2'-411 14'-811 RGH BAT 3-1C` I I m — 11 31 11'-10" I I I _ I MAINTAIN FIRE SEPARATION AND L _ _ _ _ J GAReON MONOXIDE INFILTRATION g'-@1, C1.IG. I L _ _ _ J AT A/C CLOSET. 1R-1— - �• "' IR-1SH � 411 1 11 1�_311 � 41� LATH a. = CO . zo ° d;ENTRY ND 7-8" GLG. _ BEDR00M HORIZONTAL 10'-0" GLG. LAP SIDING _ PATIO vfj mi) 11_211 g1_/rl 1'-211 22'-Cil Q I MAX. 1 1/211 cv I STEP FROM TOP OF THRESHOLD l l 22x3@ ATTIC ACCESS 1( 1 GARAGE I0'-8' CLG. HORIZONTAL LAP SIDING b- PWDR. an 0 � r T ;- SOFFIT �t `4 I r!� R C H I T E C TS F'Design G r0 U p I nC. 1441 N. RONALD REAGAN BLV LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #� BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: RIVERBEND LT 32 PRO JEC T# 03303.032 MODEL: S TAMFO RD 6510 "PLAN I" GARAGE SWING.* RIGHT PAGE: FLOOR PLAN ARCHITECT: STATE OF FLORIDA 4 L 8 2014 MICHAEL HURTAK AR No. 0008374 DATE. 07/0 8 /14 :SCALE: 1/4"=1'-0l" :SHEET At A R C H I T E C TS DOOR SCHEDULE DOOR DOOR NO. � SIZE MAT. FRAME TYPE RATING SQ. FT. ZONE PRESS. REMARKS WIDTH HGHT THICK- NESS GLAZ D1 5'-0" 5'-0" DI D1 O.H. 64 5 33.Z /-43.0 PROVIDE SCREENED WENT ILAT ION D2 16'-0" 5'-0" DI DI O.H. 120 5 32.0 /-35.6 PROVIDE SCREENED VENTILATION D4 12'-01 5'-0" 13/5, D3 P214 D214 SC�.D. 96 4 31.3 /-35.2 DG D5 6'-0" 5'-0" 1 3/5' D3 D2A D2A SG.D, 45 5 35.3 /-45.4 D6 Duo 2'-5" 5'-0" 13/5, D3 D2 D5 FR. DR. 21 4 31.5 /-49.4 D6 D-I 2'-5" 5'-0" 13/5' D5 D5 SWING Di DO 2'-6' S'-0" 13/5' D5 D5 SWING D9 5'-0" 5'-0" 1 3/5' D5 D5 FR DRS. D10 2'-4" 5'-0" 1 3/5" D5 D5 SWING D-1 D11 2'-01 S'-0" 13/5" 05 D5 SWING D12 2'-4" 5'-0" 1 3/5' D5 D5 SWING D13 2'-6' S'-0" 13/5, D5 D5 SWING 014 5'-0" 5'-0" 13/5, D5 D5 FR DRS. D15 2'-5"' 5'-0" 13/5' D5 D5 SWING D-1 D16 2140' S'-0" 13/5' D5 D5 SWING D17 5'-0" S'-0" 13/S' D5 D5 FR DRS, D18 2'-5" 5'-0" 1 3/5' D1 D5 SWING 20 MIN. D6, SHALL 13E SELF -CLOSING AND SELF -LATCHING PER FBC 2010 019 2'-5" 5'-m" 13I5' D5 Da SWING SOLID CORE DOOR LU/ WEATHERSTRIPPING D20 2'-5" 5'-0" 13/5, D5 D5 SWING D21 2'-4" 5'-0" 13/5' D5 D5 SWINCx D22 2'-4" 5'-0" 13/5' D5 D5 SWING D23 2'-5" 5'-0" 13/8' D5 D5 SWING D24 2'-4" 5'-0" 13/5' D5 D5 SWING D25 2'-4" 5'-0" 13/5' D5 D5 SWING SWING FR DRS, rR. DRS. FR' �R. W/ 14 S.L.OF D26 1 T-5" 5'-0" 13/5' D5 D5 D36 5'-0" 5'-0" 13/5, D5 D5 D31 4'-0" 5'-0" 13/S' D3 D2 D5 32 4 36.6 /-40.0 Dro D35 4'-2" 5'-0" 1 3/4, D3 D2 D5 33 4 313 /-40.7 DDE51GINATED EMERGENCY MEANS ESCAPE PER F$C 2010 DOOR LEGEND METAL FIBERGLASS ALUMINUM FDLJITH CAT. 11 SAFETY GLAZING SOLID WOOD WOOD WITH ALUMINUM THRESHOLD (1/2'MAX.) MARBLE THRESHOLD (1/2" MAX.) WINDOW SCHEDULE CALL # ® SQUARE FOOTAGE WINDOW SIZE AND TYPE ZONE WIND PRESSURE REMARKS A 17 25-5H 4 37.9 /-413 A 11 25 -SH 5 36 6/-45.2 5 23 35-5H .4 37.3 /-40.7 CAT I1 SAFETY GLAZING C 11 H35-5H 4 353 /-41.7 D II H35-6H 5 353 /-50.9 G 9 H34-6H 4 393 /-42.6 H 9 13-5H 4 393 /-42.6 HI 9 13-5H 4 393 /-42.6 CAT 11 SAFETY GLAZING I 9 14-SH 4 393 /-42.6 J 9 3640-FX 4 35.1 /-41.5 K 34 (2) 25-BH 4 37.9 /-413 L 4-1 35-6H W/ (2) H35-SH 4 37.3 /-401 51 (3) 25-5H 5 3'1 Z /-413 LT 7 2036-FX 4 3S3 /-42.6 7 2036-FX 5 1 393 DOOR NOTES: ALL HARDWARE IS TO COMPLY WITH FLA. STATUTES CHAPTER 553, PART V FLA ACCESSIBILITY CODE 4,13,13 IN REFERENCE TO I -HAND GRA5PABILITY AND FBC4-201 SECTION 30S.4 EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR 5FEGI4L KNOWLEDGE OR EFFORT. F$C2010 R311.2 GLAZING NOTES: ALL EXTERIOR DOORS AND WINDOWS SHALL BE IMPACT RESISTANT MEETING ALL APPLICABLE CODES AND REGULATIONS. (FBC R4410.2) Ee 0 E 19 0 [Willi ,; Null Emor'lo ELEVATION 99 D 99 PWDR. Design Group,„c. 1441 N. RONALD REAGAN BLVI LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #21 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SLTBDI`T. & LOT: RIVERBEND LOT 32 PRO JEC T# 03303, 032 MO DEL: S TAMFO RD 6510 "FLAN 1" GARAGE SWING: RIGHT PAGE: SCHEDULES FLOOR PLAN ARCHITECT STATE OF FLORIDA JUL 0 0 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 sCALE: 1/4"-1'-D" :SHEET At. I A R C H IT E C TS EL. 21' -S" BLDG. HGT. METAL ROOF OL EL. 21'—a" BLDG. NGT. •_- • J,.il�l�l�l�l�lli�"`�I ICI ►.. `'' = • minim lm� MR, ENo 01 GMS, Vo WMA w /I S • i • r rMi�iii ���M�i��l��'!!�AS�II-A��� r J S • - • ICI ICI �-I:11(� ■_ � �I .I�II � - M Ell , - - � ICI ICI u u _ - Imill 11, Iillkiimll111161(1 y gw ri rrr •- r" - - r r r r r Ir . S r 1 m % it _•r 511111111111 " •r EL. 12'-S" TOF' OF COVERED LANAI TIE BEAM EL. 10'-5" TOP OF 50NID BEAM I" EL. lh'-8" TO9= OF OI='ENING 1--IGT. EL. 8'-O" ,L UJINDOIU NGT EL. 0'-0" FIN. FLR. 5L>48 EL. -0'-8" rL FRONT ELEVATION ,-----------------. i 1 I I ------------------- 111 — — — — — - OL EL. O'-O" FIN. FLR. 5L,48 OL EL. -O'-8' FIN. GRADE 14 Design roup,nc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: PIVERBEND LOT 32 PRO JEC T# 03303.032 MODEL.: S TAMF'O RD 6510 "PLAN 1" GARAGE SWING: RIGHT PAGE: ELECT."D" FRONT & REAR ARCHITECT: STATE OF FLORIDA J L 0 8 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 SCALE: 1/4"=1'—D" SHEET A R C N I T E C TS EL. 12'-8" TOO= OF L _ COVERED LANAI TIE BEAM EL. 10' - S' TOP OF TIE BEAM EL. S'-O°— WINDOW HGT. EL. 0'-0" FIN.— FLRSLAB EL. 11'-8" TOP OF ENTR'l' TIE BEAM EL. 10' - S" TOP OF TIE BEAM 1' -4' WINDOW HGT, TRIM HORIZONTAL LAP SIDING „ I"3 tJ EL. O'-O" FIN. FLR. 5LAS EL. -m'-S" FIN. GRADE Hill,! 0�01 m + x/ I I I I I i I II F>4LSE WINDOW r � LEFT ELEV'ATION RIGHT ELEVATION CRICKET EL lrt'-S' TOP OF ENTRY TIE BEAM I I I I T 12 ,t4 2 A l ElL,i TOP OF TIEl BEAM EL. ,5'-O' WINDOW HGT. TRIM HORIZONTAL LAP SIDING o? EL. O'-O" FIN. EL. 12' -8' TOP OF r Y COVERED LANAI TIE BE,41"1 OL EL. 10'-8" TOP OF TIE BEAM oL EL 8'-O" WINDOW HGT. EL. O'-O' FIN, FLR. SLAB EL. -O'-0" FIN. GRADE Design G roup,no. 1441 N. RONALD REAGAN BI LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL: S TAMFO RD 6510 "PLAN I" GARAGE SWING: RIGHT PAGE: ELEV. "D" LEFT & RIGHT ARCHI'TZTT, STATE OF FLORIDA J L 0 8 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 SCALE: 1/4"=1'-0" SHEET A R C H IT E C TS 3' VARIES " I (RDETAIL SCALE: 3/4" = 1'-0" cv DDETAIL SCALE: 3/4' = 1'-0" 1 N S, all SCALE: 3/4' = 1'-0" ONA ELEuATICN (ODETAIL SCALE. 3/4" = 1'-0" ELEVATION DETAIL SCALE: 3/4" = 1'-0" ((3DETAIIL SCALE: 3/4" = 1'-0" 411 1, \\ I I r ELEvATION FROPILE DETAIL SCALE: 3/4" = 1'-0" EQUAL SPACEI-) SCORED LINES------\ a � I � CV r` r--.vr i i E S" 211 f=F0FILE ELEVATION @DETAIL SCALE: 3/4' = 1'-0" i"ROF I LE F'Design Group I ne. 1441 N. RONALD REAGAN BLV LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #2 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. 7 LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL.: S TAMFO RD 6510 "PLAN I" GARAGE S WING: RIGHT PAGE: DETAILS ELEVATI0 N D 9, ARCHITECT STATE OF FLORIDA 9 r JUL 0 0 2014 MICHAEL HURTAK AR No. 0008374 (DATE: 07/08/14 SCALE: 3/4" -1' - 0" SHEET A4D A R C H I T E C T ROOF VENTILATION CALCULATION PER FBC R $06.2 REQUIRED VENTILATION: 44e�� 5.F, = 29.90 S.F. 150 SOFFIT VENTILATION FizOVIDED: 4" X 41(o4" = 11� S.F. 144 GENERAL. NOTE: 4" W. CONTINUOUS 5CREENED 50FFIT VENTING IPCJf t-I I Y=IN I I lNL3 _ ROOF e/Design G ro u pine 1441 N. RONALD REAGAN B LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www. a bd esi gn gro u p.co n AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: PIVERBEND LOT 32 PRO JEC T# 03303.032 MODEL: S TAMFO RD 6510 "PLAN 1" GARAGE SWING: MIGHT PAGE: ROOF PLAN ELEVATION D" ARCHITECT - 'STATE OF FLORIDA j (JI0 L 8 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 SCALE: 1/4„=V-0" SHEET mW, I ml 0101 A R C H IT E C T S all c1�lu Y2` DRYWALL 111><411 OF 111X211 P.T. NAILER 1x4 P.T. OR r1/4'X4' t-IIN- S1='C �URE THRU FRAME 4 EXTEND 1-Y4" INTO BLOCK W/ ��I" T4FCON5 OR DRIVE FIN (MIN, SHANK SIZE 145 M1N. HEAD 51ZE .300 MIN, EMBEDMENT 1-/4" WITHIN a" OF EACH ENE) 4 0" O.C. MAX SPACING DOOR CASING DOOR JAt-115 OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE. SHIM Af--, NEEDED TO PLUMB JAMB (DO NOT EXGFED DOOR JAMB TO BLOCK +3/4 OR +5/4 A-� WINDOW TO BLOCK +3/4 OR +5/4 2X4�cm SECURE TO BLOCK W1 TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE .145 MIN, HE14D 51ZE .300 MIN, EMBEDMENT I Y4") WITHIN 5" OF EACH F=NF-) 15' O.C. MAX 5F,4CING. 2X(o:® SECURE TO BLOCK W12-3%,.' TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 5" OF EACH END 4 15" O.C, MAX 5FAC[NG. 2Xa; 6EC,UR;::' To BLOCK W/2-3/,&,` TAFGON& OR DRIVE FIN (MIN. SHANK SIZE _145 MfN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN a" OF EACH ENDS 4 ]a" O.C. MAX SPACING. 8" ct-lu Y2` F_>FYW,4LL 111><411 OR 111><211 F.T. NAILER -DOOR CASING DOOR JAMB OF WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS 2X4:m SECURE TO BLOCK W/ 3/f&" TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE ]45 MIN_ HEAD SIZE -300 MIN. EMBEDMENT I Y4") WITHIN 5' OF EACH END 10" O.C. MAX 5FACING. 2 X(o zEal SECURE TO BLOCK W/2-3�' TAFC-,ONe OR DRIVE PIN (MIN, SHANK SIZE 145 MR HEAD 51ZE .300 MIN. EMBEDMENT 1 /4'.) WITHIN a" OF EACH END 4 ]a" O.C, MAX SPACING. 2X5;= SECURE TO BLOCK W/2-3/j/&" T4FC,ON5 OR DRIVE FIN (MR SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 5" OF EACH ENE) 4 la" O.G. MAX 5FACING. NOTE., STRUCTURAL 2X MUST BE ON OUT5fDE 4 SECURED THROUGH NON-5TRUCTURAL TAFCON MIN, I-Y4" EMBEDMENT INTO BLOCK. VDRYWALL�,X,4` OR I "X2 " F.T, NAILER O.S.B. X .4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS NOTE- SHIM AS NEEDED TO FLUMES JAMB (DO NOT EXCEED Y4") DOOR JAMB TO BLOCK +1-15/16" WINDOW TO BLOCK +1-15/16" 2X4:® SECURE TO BLOCK W/ ��i` TAFCCN5 OR DRIVE PIN (t-11N. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN_ EMBEDMENT I Y4") WITHIN a" OF EACH END 15, O_C_ MAX SFACING, 2X(o:cEm SECURE TO BLOCK W/2-3/f&' I AFCON5 OR DRIVE PIN (MIN. 5H,4N< 517E 145 t-11N. HEAD SIZE .300 MIN. EMBEDMENT I Y4") WITHIN a" OF EACH END 4 la" O.S. MAX SPACING. 2Xacrmm SECURE TO BLOCK W/2-3/f&" TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE 145 MIN, HEAD SIZE .300 MIN. EMBEDMENT I Y4') WITHIN 5' OF EACH END `Iall C.C. MAX 5FACING, NOTE: STRUCTURAL 2>< MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL TAFCON MIN, I-Y4" EMBEDMENT INTO BLOCK. DRYWALL K4` OR 1`x2` F.T, NAILER COR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE. SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED /1/4`) NOTE: SHIM AS NEEDED TO PLUMP JAME (DO NOT EXCEED Y4') DOOR JA913 TO BLOCK + 1- 1/2" DOOR JAMB TO BLOCK +2 1/4" WINDOW TO BLOCK +1-1/2" WINDOW TO BLOCK 2 1/4" , �&C_ZE: 3/a'=I'-0` 2x4to SECURE TO BLOCK W1 3%6' TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE .145 MIN, HEAD SIZE '300 MIN. EMBEDMENT I Y4') NOTE: STRUCTURAL 2>< WITHIN aOF EACH END 4 MUST BE ON OUTSIDE 4 15" O,C. MAX 5FACINGt, SECURED THROUGH 3 NON-6TRUCTURAL SECURE TO BLOCK W/2_411 TAFCON5 OR DRIVE FIN TAPCON MIN. 1-4" (MIN, SHANK SIZE .145 EMBEDMENT INTO 5LOC< N MIN, HEAD SIZE T", CMU MIN. r:m5r=r->mrzNT I Y4,,) ' DRYWALL WITHIN E>EACHOF EACH END 4 111�I'X4' OR I'X2' F.T. NAILER 11 O.C. MAX SPACING. Lj SECURE TO BLOCK 11112-311,�,` TAFCON5 OF DRIVE FIN DOOR CASING (MIN. SHANK SIZE -145 MIN, HEAD SIZE .300 MIN. EMBEDMENT 1)/4") DOOR JAMB OF WINDOW WITHIN a' OF EACH END 4 ATTACH To 2,' PER jall O.C. MAX SPACING. __MANUFACTURF5 DETAILS. NOTES 6441M Lb NEEDED TO H-UM5 JAMS (DO NOT EXCEED k4,) DOOR JAMB TO BLOCK +3)) (WINDOW TO BLOCK ++3"Na4LE, 3/8'=I'-O` 2X4to SECURE TO 5LC)(,-< W/ TAFCON5 OR DRIVE PIN (MIN, SHANK 61ZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT I Y4") WITHIN a" OF EACH END 4 NOTE. STRUCTURAL 2X 1.51, O'c" MAX SPACING. MUST BE ON OUTSIDE 4 2 >< � -, C293 SECURED THROUGH SECURE TO 5LOC< W/2-%," NON-STRUCTURAL 3/1&" TAFCONe OF, DRIVE FIN TAPCON MIN. 1-Y4' (MIN. 5HANK 61ZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN EMBEDMENT I y,") CMU WITHIN a" OF EACH END 4 DR) -WALL Iall O.G. MAX SPACING. "/1-I'X4' OR 1'X2- P.T. NAILER SECURE TO BLOCK W/2-3/1&` 0 F2IND 2X SECURE TO T,4f='CON$ OR DRIVE FIN STRUCTURAL MEMBER (MIN, SHANK SIZE .14E, W/(2)126 WITHIN 0" OF EACH MIN. HEAD SIZE 300 ENE) 4 6" TO a' O.C. MAX ')OF CASINGMIN. EMBEDMENT I,Y411) DC WITHIN a" OF EAGH END 41 DOOR JAMB OR WINDOW Iall O.C. 1_114x \-ATTACH To 2X PER MANUFACTURES DETAILS. NOTE. SHIM 45 NEE1-,EF_) TO PLUMB (DO NOT Y4") DOOR AND WINDOW ATTACHM-"EiNTS DOOR JAMB TO BLOCK +T CFF'' WINDOW TO BLOCK +3" SC-4L.E, 3/8`=I'-0` 2x4,-m SECURE TO BLOCK TAFCON5 OR DRIVE FIN (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 0/4") WITHIN 5" OF E,4(,-H END 4 ]all O.C. MAX SPACING. 2X(o:cm SECURE TO BLOCK W/1-1/4" TAFCONS OF DRIVE FIN (MIN, SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 j/4") WITHIN 5" OF EACH END 4 W O.C. MAX 5FACING, 2Xa-cam SECURE TO BLOCK W/1-1/4" TAFC-ION5 OR DRIVE FIN (MIN_ SHANK SIZE .145 MIN, HEAD SIZE 300 MIN. EMBEDMENT 1)/4') WITHIN 0" OF EACH END 4 15" O.C. MAX 6FAC INC:;. LZ NOTE: STRUCTURAL 2>< mueT 5E ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL Ski&" T,4f-CON MIN. I-Y4` EMBEDMENT INTO BLOCK. a-, Cmu J/61 DRYWALL O.S.B. X 4' MIN. 'X4' OR I'X2' F.T. NAILEfR DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES Z)ET,411_5. NOTE: 6141M 46 NEEDED TO FLUM5 JaI13 eP0 NOT EXCEED Y4'3 DOOR JAMB TO BLOCK +3-7/16" WINDOW TO BLOCK +3-7/16" A_GALE: 3/&`=I'-0` 2X4_® SECURE TO BLOCK W/)/4" T,4PCON5 OR DRIVE FIN (MIN. SHANK SIZE 145 t-11N. HEAD SIZE .300 MIN. EMBEDMENT 1)/4") WITHIN a" OF EACH END 4 NOTE: STRUCTURAL 2X ]a' O.C, MAX SPACING, MUST 5E ON OUTSIDE 4 2X&:cEm SECURED THROUGH SECURE TO BLOCK W11-11.4,, NON-STRUCTURAL TAPCON6 OF DRIVE FIN T,4F'GON MIN. I-Y4" (MIN, SHANK &I.74-E 145 EMBEDMENT INTO BLOCK_ MIN_ HEAD 51ZE .300 MIN. EMBEDMENT ]). ' / ' I ",—a" Cmu WITHIN &" OF EACH ENE,) 4 /_- Y2 " Z)IR"I'LUALL la" O.C. MAX &F=,4C[Nr-;;. /-111X411 OR I"X2" F.T. NAILER 2XL13z= SECURE TO BLOCK W/1-1/4" I" F=.T, X 4" MIN, TAFCON5 OF DRIVE FIN r/-F-)OofR CASING (MIN. SHANK 5171 E .145 MIN. HEAD 51ZE .300 MIN. EMBEDMENT ]JI/4") DOOR JAM5 OF WINDOW WITHIN 5" OF EACH END 41/ ,,ATTACH TO 2X PER 15' O.C. MAX SPACING, __/ MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO FLUI-15 JAMB (DO NOT r=XCErz[;) Y4') DOOR JAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3/4" .1 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 s STJBUBDIV & L OT' VERBEND R LOT 32 RI PROJECT# 03303. 0332 MODEI..*. STAMFORIB 6510 PLAN I GARAGE SWING: RIGHT PAGE: DOOR WINDOW DETAILS JUL 0 8 2014 DATE: 07//08/14 I SCALE-. 3/8"=1'-0" 1 �j A R C H IT E C TS G.Cr'I IOC 7..r MINI I Tn F?1 IC III/ GARAGE DOOR 1 BUCK ATTACHMENT SCALE: 1/2' =1' -0' SEE WINDOW SCHEDULE FOR WINDOW TYPE SOLID SURFACING MATERIAL SET IN FULL BED OF CONSTRUCTION ADHESIVE SEALANT �m PERIMETER (TYP.) 1/2 IN. GYPSUM WALLBOARD 1x2 P.T. FURRING a . 5TRIP5 6 16' O. . S.H. WINDOW SILL AT Ear ST. WALL ALUMINUM FRAME SECURE FRAME TO SILL WITH SILICONE P.T. WOOD 5LOCKING FORMED AND POURED CONCRETE SILL (SEE 5TRUGT. DU:%5. FOR RE INF.) 5/8' THICK, 3 COAT CEMENT PLASTER APPL I E D DIRECTLY TO MASONRY 5" CMU (SEE 5TRUCT DUJCaS. FOR REINF.) I/Z' CLG, BOARD BRG. HGT. SEE FLOOR PLAN CONT. M3=TAL— TRAC<5, TOP k 50TTOM 1/2' DRYWALL — CHANNEL SHAPPED- STUDS 24' O.C. W/ FULL LENGTH LAYER OF 14' TYPE G Y P5UM WALLBOARD ATTACHED TO EACH SIDE 6 12" D.C. GONG. SLAB v-v ,L TYP. INT. WALL METAL STUDS (�)AN—BRG.CALE' 1/2'—I'�0. PRE—FAB TRU55 3' DIAM. 5TEEL PIPE (SEE STRUGT. DWGS.) 1/4x5x5 STEEL PLATE (SEE STRUGT. UWGrv-.) � BOLLARD SCALE: OF Groupinc. 41 N. HUNALU KtAtaAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MO DEL: S TAMFO RD 6510 " P LAN 1 " GARAGE SWING: RIGHT PAGE: MISC. DETAILS ARCHITECT: STATE OF FLORIDA .I It 0 8 2014 MICHAEL HURTAK AR No. 0008374 DATE: 0 7 /0 8 /14 SCALE: AS NOTED SHEET D 2 Al NON-STRUCTURAL METAL ROOFING OVER #aO FELT TO CONFORM W/ 4&TI`l ROOF SHEATHING (SEE NON-STRUCTURAL METAL ROOFING ROOF SHEATHING SEE D 2 2 &, TYPE *2 STRUCT. DWGS. FOR PLYWOOD ROOF SHEATHING SEE OVER #30 FELT TO CONFORM W/ ROOF SHEATHING (5EE 5TRUCT. DWC-;5, FOR PLYWOOD SHEATHING, NAILING SPACING 67RUC,7. FOR PLYWOOD ASTM D 22rol 7TF-"E #2 57RUCT. LDLUGS. FOR IFLT'WOOD SHEATHING, NAIL eF,4ClNG AND CU7RIG3GER& TO 5E TWICE THE AND TYPE). c)LiF SHEATHING, NAILING &F:,4CING: TYPE). SHEATHING, NAIL AND DISTANCE OF OVERHANG (5EE TYPE). AND TYPE): Ix2 P.T. 6TRUCT. DUJG5. FOR SIZE 4 EI`-15EF_), &TR,4f= (SEE &TRUC-T 5EE ENERGY CODE FORMS FOR PRE -PRIMED FASCIA 4TT,4(_-lLI`lENT) Z_ ''1 4 FOR TTf=f=, SIZE, # OF NAILS 4 lx2 P.T. DETAILS). //-I><2 FIRE -STOP INSULATION R-VALUES. (SEE &7RUCT. FOR SIZE, f-RE - ENG WD, TRUSS 2.4 " O.C. 5/311 SOARD MATERIAL AND ATTACHMENT)5EELEV4 �_ FASCIA OR 1/21, HIGH \-7 EMBED. 11q�kl ........ E `5ED, 57R4F(SEE 57RU_ 74 _ F--REMAX(5EE 5TRLCT. FOR SIZE, CLAY 5IRD5TC= CEMENT STRENGTH CLr, FOR TYPE, SIZE, # OF NAILS BOARD DETAILS). _-ENG WD_ TRUSS 24O.C. MATERIAL AND ATTACHM ENT) `0R74R 70 =-FLETELT57JCCO SOFFIT NOT LE55 THAN SEAL EAVE AT 5,�RFE3 �\101-alsRG. HGT. STUCCO SOFFIT NOT LESS 744N`RE-EN3 WZ, 7RL55 24' O.C. MAX. 1/2" 7074L THICKNESS OVER FELT LA. 1/2" 70T,4L 7HIC<NE55 OVER FELT TILE ON LT' BOND BEAM (SEE 5TRUCT. "7L, L,47Li. L,4f=F:EE) NOT LEe& 4-1 J_ t-ITL. L,4TIL. L,4f=f=EC) NOT LESS G4LV, METAL DRIP EDGE DWr_;;5 FOR SIZE AND REINFJ GLAT' SIRE)STOF' CEMENT MORTAR THAN 1" 4 FAST LJ/ 3/01' HEAD 5=E ENERGY CODE FORMS FOR TO COMPLETELY SEAL E,4VE AT r:;,4L\/. N,41la (2 PER 5F MIN.) INSULATION fR-VALUES. THAN I" $ F-A-ST W/ 3/0" HEAD F PROVIDE CONT. .4" WIDE BARREL TILE PROVIDE CONT. 4" WIDE G3,41 V, NAILS (2 f=Ef;R 5F MIN.) PRE -PRIMED FASCIA lill 4 OL al-o" ujF_)W 1�7. G;4LV. I'IET,4L DRIP EDGE SCREENED VENTS UJ/ WIRE ME&L! a,-011 WF-)LJ LID, HG7. (5EE 6TRU(-T, FOR SIZE,% CORROSION (RESISTANT I/a` MAXSCREENED VEN75 W/ WIRE 1" IE5H Ix2 P.T.CORRO510N REeIST,4N7 I/a" MAX 5/c5ll (s;,T_F:l_5L�I`_1 504�� OF, 1/2, OFING. THROUGHOUT ALL &TRL�(_-T. E:)WG5, FOR SIZE F-45C_14 MATERIAL AND ATTACHMENT) PRECAST LINTEL (5EE OF=NC:�, THROUGHOUT 4LL / ELEV,4710Na, 45 PER F5C ROOro, HIGH STRENGTH CLG. 50,4RID ELEVATION5. 45 f�5R F5C, RaO&. AND EINF-) (5EE &TCT� FOR 51ZE/ (5EE ROOF PLAN FOR 5TJ(7_C_O SOFFIT NOT LE55 THAN I/ fRl`��1,47ER14L 4ND ATTACHMENT) VENTILATION RE0. 4 C,4LC5,) 1><2 FIRE -STOP (57E ROOF f=L,4N FCR, 707,4L 714IC<NE`_`l5 OVER FELT r-17L. R-41 5,477- INSJL. \FL R-4,1 5;477, IN5JL. VENTIL,4TION REQ. 4 CALC,&.) L1�47H, L,41=1=ED NOT LESS THAN 1" 4 5ONF-) 5EAII-1 (5EE eTRUC,7. U�INC)OW 477,4C;LlI`lFNT F1457 W/ 3/8" HE/-,D C;;,4Lv. N,41L5 (2 PER WINDOW PER F_)WG;,5 FOR SIZE 4NE) f;�EINF.) 2x-4 NAILER 1:�F 1`11N.) PROVIDE CONT. .41' WIDE MANUFACTURER'S \-,5TJC;CO SOFFIT NOT LE5e 7L1,4N 1/21' 2x-4 NAILER 5WINDOW ATTACHMENT AE5 PER (�,FREENEl-,) TOTAL TlL1C<NF5,5 OVER �17L, MANUFACTURER'SMANUFACTURER'SVENT,5 W1 WIRE 1`1E5iL CORROSION RESISTANT 1/0" MAXSPECIFICATIONS IX2 FIRE -STOP LATH. LAPPED NOT LE65 TIL,4N 1" 4 F:'RFC4S7 LINTEL (5EE &TIRLACT. THROUGHOUT .ALL ELEV,4TION5. A_`7 F=ER Pflk�l'ffT�_-4JQ§��UREF_) 5/a` THICK, 3 COAT CEMENTF,45T LU/ 3/8,1 ��E,4D GALV. N,41L,5 (2 f-ER DUJGe. FCf;R,5IZF AND REINR) CONCRETE SILL (5EE &Tf;RJCT. F-5C RaO(o, (eEE ROOF FL,4N FOR all CIIL� (SEE 5TRU(_-7 [:;)Wr;;&, eF MIN.) PROVIDE CONT. 4" WIDE FL,45TER APPLIED DIRECTLYE)LJC35, FOR REINF.) vEN71L,47ION iREO. 4 C,4LCS) FOR VE�R7. 4NE) HORIZ. REINF.) SCREENEDVEN7e W/WIREMESH5/&" THICK, a COAT GE�IEN7 F TO OR &TONE VENEER CORROSION RE5I5T,4NT 1/01' MAXOf=Ne, PLASTER APPLIED DIRECTLY Ix2 P.T. FURRING ATTACHED PER �-1,4NUF. RECOMMEND. F.T. FURRING THROUGHOUT 4LL FLEV4TION5. AS FER TO 1`-1,4501\15�'T' OR STONE VENEER STRIPS1,� 24" STRIPSe 2.41' O.C.01' (SEE 57fZ:,JC7 DWG;5. FORMED AND POURED- FE3G ROO�. (5EE ROOF T-L,4N FOR ATTACHED PER I`-1ANJF. RECOMMEND. 1/21' G;Tf=� U�L, 51D, FOR VEI;;�T. AND LlOf;RIZ. REINF,) CONCRETE SILL (5EE 5TRJC;T. 1/21' LUL. BD. VENTILATION REQ. 4 C,4LCS.) LH E)uZ35. FOR REINF.) iu C-4 Ul w - WOOD 514eE WOOD S,45E a" Ct-IL� (SEE 57RUCT DW(2;e. LLI w 5/8" THICK, 3 COAT CEMENT E�/a` 7HIC<, 3 C,0,47 CEMENT FOR VER7_4ND HCRIZ. REINF.) (y PLASTER APPLIED DIRECTLY 01-0" FIN. PLASTER APPLIED DIRECTLY IV = FLR. H-1 (Y 0,L 70 MASONRY OR STONE VENEER co TO OR STONE VENEER 5TUCCO 570f= Q) 01-0" FIN. FLR, ,44 --ATTACHEDPER MANUF. RECOMMEND. i--< 477,4CHf-� ATTACHED ER M,4NJF:, RECOMMEND.. STUCCO STOP < STOP GRADE GRACE 0 STOP GRADE 4 MONOLITHIC CONC. FOOTING; (5EE &7RUC;7. f=L,4N& FOR 51=_ AND REINF.) I - STORY I- STORY GABLE BLOCK WALL G BLOCK WALL A R C H I T 1: C T S 41 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 S U 13 D I V. Sc LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL: STAB/ FORD 6510 99 PLAN 1" GARAGE SWING: RIGHT PAGE: MONOLITHIC I- STORY WALL SECTIONS ARCHITECT: STATE OF FLORIDA ��No0 6 2014 MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 SCALE: 3/4;'=17-0" SHEET D 3 ELECTRIC>4L LEGEND SYMBOL DEFINITION NOTES QUIPED WITH GROUNC 125V OUTLET FAULT INTERUPTEPTER 120 AMP (TAMPER RE818TANT TYPE) QUIPED WITH GROUN= 110v OUTLET FAULT PTE (TAMPERR RESISTANT TYPE) 110v OUTLET QUIPED WITH GROUNE FAULT INTERUFTER 1/2 OF OUTLET WIRED TO SWITCH(TAMPER RESISTANT TYPE) QUIPED WITH GROU 110v OUTLET FAULT INTERUPTER (TAMPER RESISTANT GFf TYPE) 220v OUTLET 4 WIRE CONNECTION GFI EXTERIOR WATERPROOF GROUND FAULT INTERRUPTER OUTLET SWITCH SWITCH 3-WAY OPER. Nt4 SWITCH 4-WAY OPER. WALL MOUNTED LIGHT CEILING LIGHT �o vAPOR PROOF LIGHT VP RECESSED CAN I GFM PER VENT FAN 50. FT. VENT. FAN W/LICwHT I CFM PER 5Q. FT. 2' LIGHT STRIP 4' LIGHT STRIP 2' RECESSED 2-5UL5 UJR4P FLUORESCENT LIGHT AROUND © PANEL METER BATT_ BACK. -UP • J 5 SMOKE DETECTOR W/ HARDWtiE INTERCONNECTED BATT. BACK-UP W/ 0N MONOXIDE/ HARDWIRE INTER- CSHALLOWEiCTED S/GO SMOKE DEETECTOR COM50 BE A DI TANCE OF NOT LESS THEN 4" FROM WALL TELEPHONE JACK WATER HEAT. 018CONNECT AIR. COND. DISCONNECT q/C Ty, TELEYI5ION JACK CEILING BOX REQ_ TO O J-BOX BE SUPPORTED IN ACCORDANCE W/ 50 MARKED AS SUCH FOR INSPECTION CEILING BOX REQ.TO BE SUPPORTED IN CEILING FAN/LIGHT ACCORDANCE W/ BO MARKED AS SUCH FOR IN5F'ECTION OPTIONALPSEDCURITY E l PUSH- BUTTON FOR CHIMES IRRIGATION TIMER AND EXTERIOR MOUNTED (HEATHER 1tzR CONTROL BOX PROOF LOW VOLTAGE BOX CABLE / TV MOUNTED WEATHER G/T BOX LOW VOLBOX PHONE / DATA EXTERIOR WALL MOUNTED WEATHER Pro BOX LOW VoLD BOX GI-IIME CHIME, VERIFY MOUNTS HEIGHT IN FIELD FLOOD LIGHT PENDANT LIGHT NOTES: LOCATION OF TV JACKS S PHONE OUTLETS d FANS TO BE VERIFIED e HOMEOWNER PRE-CON5TRUCTION MEETING. * 20 AMP DEDICATED LAUNDRY CIRCUIT / REF. GsFI -s ISLAND (NOT ON <ITCHEN CIRCUIT) DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL BATHROOM EXAUST FAN TO HAVE MIN. CAPACITY OF 50 CFM INTERMITTENT.(FBC 2010,RE5IDENTIAL CODE TABLE 1 I150-1.3) LAUNDRY ROOM RECEPTACLE SHALL 5E GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS , SINGLE STATION SMOKE DETECTORS TO HAVE BATTERY BACK-UP AND TO BE CONNECTED AT HEAD OF ANY SWITCH INTER CONNECT ALL SMOKE DETECTORS 50 OPERATION OF ANY OF THEM SHALL CAUSE THE ALARM SOUNDINGx DEVICES ALL SMOKE DETECTORS WITHIN THE DWELLING UNIT TO SOUND 5INGLE STATION SMOKE DETECTORS SHALL BE INSTALLED MIN. 3' FROM ANY A/C REG15TER, BATHROOM OR KITCHEN DOORS, CONTRACTOR TO VERIFY IN FIELD * SMOKE DETECTOR SHALL BE PROVIDED IN EACH BEDROOM AND HALLWAY'. IT SHALL BE HARDWIRED , AND HAVE BATTERY BACKUPS. CARBON MONOXIDE / SMOKE DETECTOR COM80 SHALL BE INSTALLED WITHIN 10' OF BEDROOMS. * ALL OUTSIDE DEVICES 4 COVERS NEED TO BE WEATHER RE5ISTANT PER NEC 2000 4 ALL IF A 4 20A RECEPTACLES SHALL BE TAMPER RESISTANT PER NEC 2008 (3) # 1/0 THHN/THWN COPPER CONDUCTORS, (1) # b T�HHN/THWN COPPER GROUND IN 2"CONDUIT. POWER C0MP,4N TiRAN15FORMER 5ERVIGE BY OTHERS (3) # 210 THWN IN 2"CONDUIT. NEM4 3R I COMBO DISCONNECT 150 AMP 150 AMP AND 120/240 VOLT 120/240 VOLT M METER C,4N 42 CIRCUITS 42 CIRCUITS MLD MLD CABLE / TV 300 WEATHER AMP. PROOF BOX GRADE LINE PHONE / DATA WEATHER PROOF Box INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS PROVIDE 04 THHN/THWN COPPER CONNECTED TO CONCRETE ENG,45ED FOOTER STEEL ONE) TO COLD WATER PIPE PER NEC 2008 250, NOTE: IF PVC IS USED THERE IS NO BOND/GROUND TO COLD WATER PIPE. 5/S"D 14 X SFT LONG GALV. GROUND ROD EL ECTfRICAL_ ;,RI5EfR NOTE: ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY' W/ APPLICABLE PROVISIONS OF THE NATIONAL ELEC. CODE, LOCAL CODES, AND THE LOCAL POWER CO. LOAD CALCULATIONS ONE FAMILY DWELLING WITH (NEC CODE #D2) HOUSE PLAN: 1 6510 IMODEL 3483 SQ. FT. GENERAL LIGHTING X 3 VA. PER SQ. FT. HEAT PUMP 10449 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA. 3,000 1 LAUNDRY CIRCUIT AT 1,500 1 RANGE AT NAME PLATE RATING OR COOKTOP/OVEN 12,000 1 WATER HEATER 4,500 1 DISHWASHER 1,200 1 CLOTHES DRYER 5,000 1 DISPOSAL 500 1 MICROWAVE 1,500 1 REF. 1,200 SUBTOTAL OF GENERAL LOAD 40849 FIRST 10 KVA OF GENERAL LOAD AT 100% 10,000 REMAINDER OF GENERAL LOADAT40% 130849 IVA. X 0.4 12339.6 TOTAL NETGENERAL LOAD 22,340 4TON HEAT PUMP #128 AMP X 240 VA 6720 10 KW ELECTRIC HEAT AT 65% 6500 N ET G EN ERAL LOAD 22,340 N ET TOTA L H EAT 13220 TOTAL LOAD 35,560 FUTURE GROWTH 10 % 3555.96 CALCULATED LOAD FOR SERVICE 39,116 VA/ 240 V= 200 AMP SERVICE REQUIRED 162 AMP NOTE: ALL BREAKERS SERVING HABITABLE RECEPTACLES SHALL BE ARC-FAULTTYPE PER NEC 210-12 REQUIREMENTS. NEUTRAL CALCULATION: LIGHTING, APPLIANCE, LAUNDRY LOADS: 3000 VA @ 100%, REMAINDER @ 35% NET LOAD RANGE: 12,000 @ 70% DRYER: 5,000 @ 70% TOTAL N EUTRAL AMPACITY: 18,489/240 = 78 A #2AL MINIMUM N EUTRAL CON DUCTOR. 14,283 VA 6,949 VA 8,400 VA 3,500 VA 18,849 VA 300 AMP SERVICE PROVIDED NOTE: ALL BRANCH CIRCUITS IN ALL HABITABLE ROOMS ARE TO BE PROTECTED 5Y 4N ARC -FAULT INTERRUPTER LISTED TO PROVIDE PROTECTION OF ENTIRE 5R4NCH CIRCUIT ELEu"TjDL'Uu"AL FLOOR PLAN �'_' 7 'ALEVATIcUNN "D'17 A R C H I T E C T S Design G roup,„o. 11 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SUBDIV. & LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL.: S TAMFO RD 6510 "PLAN 1" GARAGE SWING: RIGHT PAGE: FLOOR PLAN go ARCHITECT: STATE OF FLORIDA JUL 0 8 2014 MICHAEL HURTAK AR No, 0008374 DATE: 07/08/14 ' SCALE: 1/4»-1'—Q" SHEET El A R C H IT E C TS GATE vALvE (TYP.) HEAT TRAP ROUTE 'i'IPING TO DRAIN ON GRADE 2" DEEP GALV. STEEL DR4IN PAN (24 GAJ OR PLASTIC SLEEVE AND SEAL DRAIN PIPING THRU WALL. PROVIDE MESH SCREEN ON OUTLET OF PIPE. li���ililo m1a 11 N.T.S. VACUUM RELIEF VALVE H.W. ,C.W. r � � EXPANSION TANK TEMP & PRESS. RELIEF vALvE- A.5.M.E. ROUTE PIPING FULL SIZE TO DRAIN PAN. D I5CHARGE SHALL BE INSTALLED IN A MANNER THAT DOES NOT CAUSE PERSONAL INJURY TO OCCUPANTS IN THE IMMEDIATE AREA OR STRUCTURAL DAMAGE TO THE BUILDING. TEMP. CONTROL vALUE PLUMBING LEGEND �•�•�'�•�■�■� COLD WATER SUPPLY •�--�••�•• HOTWATERSUPPLY WASTE A/C LINES FROM UNIT TO CONDENSER WILL BE RUN OVERHEAD FIRST FLOOR PLAN WATER DISTRIBUTIJN im v 1/2" HB W/ V.B. 3" vENT 3" WASTE — STACK THRU ROOF 2 WAY GO. 4" SANITARY SEWER. SEE CIVIL DWG& FOR CONT. SHUT OFF vALvE ON R15ER I" CW SERVICE 12" A50vE SANITARY SEWER. SEE CIVIL DWGS FOR CONT. WATER METER TO BE IN5TALLED eY MUNICIPALITY F Design G r0 u p I no. 11 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 SPECIALTY ENGINEERING CONSULTANTS INC. 1599 SW 30TH AVE., SUITE #20 BOYNTON BEACH, FL 33426 PH: 561-752-5440 FAX: 561-752-5542 SLTSDIV. 8c LOT: RIVERBEND LOT 32 PROJECT# 03303.032 MODEL,-. S TAMFO RD 6510 "PLAN 1" GARAGE SWING: RIGHT PAGE: PLUMBING PLAN ARCHITECT: STATE OF FLORIDA MICHAEL HURTAK AR No. 0008374 DATE: 07/08/14 8—CALE:1/4„-1'-0„' SHEET P1 CONDENSING UNIT SCHEDULE SELECTION BASE ON COMPRESSOR DATA FAN MOTOR EFFICIENCY ELECTRICAL DATA DESIGNATION NON TONS MODEL NUMBER LRA RLA H.P. AMPS SEER COP VOLT PHASE MCA MOCP WT(LBS) DIMENSION (L X W X H) HP-1 5.0 25HBC560 134.0 26.4 1/5 11 15.0 N/A 230/1 34.2 50 294 39 118 X 35 X 35 AIR HANDLING UNIT SCHEDULE SELECTION BASE ON FAN DATA FAN MOTOR CAPACITIES (MBH) STRIP HEATER (AUX) ELECTRICAL DATA DESIGNATION NON TONS MODEL NUMBER HEATER CFM SUPPLY CFM OA WG EXT SP IN H.P. AMPS COOLING TOTAL COOLING SENS. COOLING LAT. HEATING TOTAL HEATING HSPF HEATING TOTAL K.W. STEPS VOLT PHASE HTR AMPS MCA MOCP WT. (LBS) DIMENSION(H X W X D) AHU-1 5.0 FX4DNF061 8KW 1995 ----- 0.3 314 6.0 57.0 42.75 14.25 56.0 8.5 25.9 7.8 1 23011 32.0 48.0 50 201 59 114 X 24 3/4 X 22 3/4 AC # 1 PLENUM: 19 "X21 " S/A , SUCTION LINE: 1-1/8" COPPER W/1/2" CLOSED CELL INSULATION LIQUID LINE: 3/8" COPPER CONDENSATE: 3/4" PVC SCHEDULE 40 FLEX DUCT LOCATION SHOWN IN PLAN IS SCHEMA TIC AND TO BE ADJUSTED AT JOB SITE TO ACCOMMODATE FIELD CONDITIONS. DUCT WORK DESIGNED �I AS PER ACCA MANUAL D. EF-1 BROAN #784 @ 80 CFM W/4"0 V.T.O. a�nersr�x TYP. .J n 10'-8" CLG. 11'-4" CLG. r� 12'-0" CLG. TYP. ~ (3 C3 o U MASTER � C3 U N BEDROOM N T 10'-8" CLG. TRAY TO 12'-0" CLG. 12'-0" CLG. 11'-4" CLG. 10'-8" CLG. MASTER BATH 10'-8" CLG. EF-1 ® IE -1 12X12-1 W 71 275 CFM 8x8- I W 100 CFM f L=1 0"0 P, 0 6X6-1 W 25 CFM W.I.C. 10'-8" CLG. 5 LAUNDRY 50CFM 9'-0" CLG. D W O.H. S 1ox10 E DRYER RA W/ DRYER BOX & 4"0 V.T.O. 7 8x8-1 W,E 100 CFM BEDROOM #2 10'-8" CLG. y loxio-1w 150 CFM BEDROOM #3 10'-8" CLG. C3 J COVERED LANAI 12'-8" CLG. CL ~ 10'-8" CEILING 11'-4" CEILING ' TYP. CD z z z _1 M J FA. LY U U� cc Roo110 z/__8 o ' cv 10'-8" CLG. r- '— TRAY TO 12'-0" CLG. 12"0 12 0 7"0 m J y 1OX10-4W 125 CFM 12'-0" CEILING 11 —4 CEILING _ I 8" DIA. COLUMNS 10'-8" CEILING TYP. ) ARCH ARCH 10'-0" CLG. HALL 1 RA8 am 10'-8" CLG. 10'-8" CLG. 9'-8" CLG. Z� 10'-0" CLG. 14"0 — HALL 9'-8" CLG CH 12'-6" CL 16"0 a- 14"0-1 ZCH 10'-8" CLG. 1ox10-1w y LINE OF loxlo � 18"0 6X6-1W 150 CFM WALL RA 25 CFM TY ABOVE 6X6-1W DEN - 50 CFM I 10'-8" CLG. LINE OF WALL 5110 ABOVE 6X6 1 W 0 25 CFM ATH CLG FOYER 13'-6" CLG. COV. ENTRY 17'-8" CLG. HORIZONTAL LAP SIDING PATIO CASUAL 200 CFM REF. LINE ABC # 1 L. 6X6-1 W 5 CFM EF-1 �o 8"0 RANGE VENT O ® PAN. ® 0 6X6-1 W } 25 CFM c� "0 Iox10-4 7'0 BUTL' 125 CFM a�0 PAN. N o KITCHEN 12"0 14X14 10'-8" CLG. Q RA 10'— CLG. 11' 4" CLG. 11'-4" CLG. NING 11'— CLG. ROOM °O 11'-4" CLG. I 00 It 0 10'-8" CLG. 0 11'-4" CLG. r12"OIOX10-3W 11'-4" CLG. T 150 CFMCLG. 20 MIN. F.q.L= 18X18 g'-Q} 10'-8" CLG. IL 7"0 12"0 Ioxio RA 4" 7''0 —0 C G. BEDROOM #4 A 10'-8" CLG. 14" 1 OX 10- l w R 2 + 100 CFM ll — 6225X6��-I 22x30 ATTIC ACCESS A/H ON STAND BY G.C. FILTER @ UNIT NOTE: MAINTAIN FIRE SEPARATION AND CARBON MONOXIDE INFILTRATION AT A/C CLOSET. GARAGE 10'-8" CLG. PWDR. 9'-0" CLG. 9' — 4„ FLAT SOFFIT 32"x32"x4" PAD AT MIN. FLOOD LEVEL ELEV. r� COND. LINE TERMINATE MIN. 12" OFF WALL NOTES: Digitally signed by Dennis Duff Dennis DN: cn=Dennis Duff, o=Engineered Air LLC, ou=License CAC045860, Duff email—Dennisd@engineeredairllc com, c-us Date: 2014.07.08 09:27:26-04'00' C/U TIE DOWN TO COMPLY WITH BCM 2010 301.12 APPROVED BMP TIE DOWN CLIPS ONE CLIP PER SIDE 2—IZ4; SCREWS TO 2-174TAPCONS T, BMP CLIP 2X4 v PAD AT MINE FLOOD LEVE GALV. CLIPS ELEVATION L FLA PRODUCT APP.# FL14239 CU MOUNTING DETAIL N.T.S. SUPPLY FILING �` AIR DUCT FRUCTURE WATER SENSOR SWITCH ATTACHED REF. AHU TO SECONDARY DRAIN OF AHU. LINES SENSOR SWITCH IS WIRED INTO SYSTEM CIRCUIT TO SHUT SYSTEM OFF IF ALERTED BY SENSOR, THAT WATER LEVELS ARE HIGH. �. RETURN AIR :OND. `I �-ALUMINUM INE TRAP METAL STAND T- SWITCH WATER SENSOR DETAIL PROVIDE 4" MINIMUM CLEARACI ON ALL SIDES OF AHU CLOSET INT DIM TO BE 12" WIDEF T i-T A ICI A UT I 1. POWER AND CONTROL WIRING BY E.C. 2. EXHAUST FANS SUPPLIED AND INSTALLED BY E.A. 3. ROUTE CONDENSATE DRAIN LINE TO PERVIOUS AREA. 4. ALL REGISTERS MIN. 8" OFF WALL. 5. ALL CONDENSATE LINES TERMINATE MIN. 12" OFF WALL. 6. ALL CONDENSERS UNIT MIN. 12" CLEARANCE OFF EXT. WALL AND BETWEEN EACH OTHER. 7. ALL HORIZONTAL PRIMARY CONDENSATE DRAINS TO BE INSULATED WITH 1/2" THICK ARMA FLEX 8. ALL CONDENSING UNITS TO BE MIN 5 FEET FROM PROPERTY LINE 9. THERMOSTATS TO BE DIGITAL PROGRAMMABLE. THE DESIGN PLANS AND SPECIFICATIONS JDICATED OR REPRESENTED BY THIS DRAWING RE OWNED BY, AND ARE THE SOLE PROPERTY IF ENGINEERED AIR, LLC. AND WERE CREATED, JOLVED AND DEVELOPED FOR USE ON, AND IN NNECTION WITH THE SPECIFIED PROJECT. NONE F SUCH IDEAS, DESIGNS, ARRANGEMENTS, OR 'LANS SHALL BE USED BY OR DISCLOSED TO \IY PERSON, FIRM, OR CORPORATION FOR ANY 'URPOSE WHATSOEVER WITHOUT THE WRITTEN PERMISSION OF ENGINEERED AIR LLC. ;AWING IS DIAGRAMMATIC AND ACTUAL LAYOUT CAN CHANGE DUE TO FIELD CONDITIONS. PLAN HISTORY PLAN STARTED 06.18.14 REVISED: 07.08.14 Uj z Z DRAWING INFO CONTRACTOR INFO: 2520 N. ANDREWS AVENUE POMPANO BEACH, FLORIDA 33064 PHONE: (954) 974-7277 FAX: (954) 973-1883 STATE OF FLORIDA LICENSE # CAC0458 STANDARD PACIFIC RIVERBEND STAMFORD MODEL DRAWING SCALE: LOT NUMBER: 32 DRAWING COMPLETED BY: JOSE V. DRAWING CHECKED BY: CHRIS W. DRAWING NUMBER: PAGE DESIGNATIO 209579 M 1 FOUNDATION NOTES 1 - FLOOR SHALL BE 4" THICK CONCRETE SLAB WITH 6x6 W1.4xW1.4 WWM OVER 6 MIL VAPOR BARRIER, ON COMPACTED FILL. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2 - TOP OF FINISHED SLAB SHALL BE 10'-0". 3 - COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4 - REFERENCE ELEVATION +0'-0", SEE SURVEY PLOT FOR NGVD. 5 - PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6 - PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT. 7 - COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH 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 MANUFACTURERS SPECIFICATIONS. 10 - SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11 - [a INDICATES #5 BAR,, INIDICATES #6 BAR, INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION, BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90' HOOK. BARS SHALL BE PLACED AS SHOWN IN THE PLANS. 12 - SPLICES IN REINFORCING BARS SHALL NOT BE LESS THAN 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 AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 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 A.C.I. 530-08/ASCE 5-08, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMME-NTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-08/ASCE 5-08, USING: f'm = 1,500 PSI, TYPE S MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16 - A SPECIAL INSPECTOR SHALL INSPECT ALL REINFORCED MASONRY STRUCTURE AS REQUIRED BY FBC R4407.5.4, SAID INSPECTOR SHALL ONLY BE AN ARCHITECT, ENGINEER, OR THEIR DULY AUTHORIZED QUALIFIED REPRESENTATIVE. FOOTING SCHEDULE MARK WIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG FM-16x16 16" CONTINUOUS 16" - (2) #5's DBL WWM 60" PERIMETER (+)0'-0" CW-16x16 16" CONTINUOUS 16" - (2) #5's - (+)0'-0" CW-24x16 24" CONTINUOUS 16" #5's @ 16" O/C (3) #5's - (+)0'-0" F-60x6Oxl6 60" 60" 16 (5) #5's (5) #5's - (+)0'-0" TE-1 8" SEE PLAN 8" - (1) #5's - (-)0'-6" TE-2 12" SEE PLAN 8" - (2) #5's - (+)O'-0" PROVIDE CORNER BARS, SAME SIZE AND QUANTITY AS BAR IN FOUNDATION, WITH 30" LEG EACH WAY. 0 I N 0 CV 21'-0" 10'-6" lie 10'-6" 1E11 IE11 FM- 6x16 (2) #5 BARS IN GROUTED CELLS BENEATH WINDOW SILL. TE_2 PROVIDE (5) 2x6 STUDS @ END OF WALL. 20'- 7" F- 0 T1 FI Iv- I!5� - 65'-0" 22'-0" - -� El ED1 11 E I� O O I I X I � FM-16x16 71 SECURE END STUD TO MASONRY W/ 4" 0 X 6" MIN. EXPANSION BOLT W/ 30 OVERSIZED WASHERS PLACED 16" 0/C, 4" MIN. CONC. EMBED TYPICAL OF END STUD AND MASONRY END STUD TO BE PT or 15# ROOF FELT BETWEEN WOOD AND CONC. 5 S-2 5'-0" WIDE" AREA Of DBL. WWM FOR UPLIFT RESTRAINT 2x6 WOOD BEARING WALL W/ SYP No.2 STUDS @ 12" 0/C. I i� �I o XI 16"� �16" li I E�l .._. _. BEAM ABOVE .._ ......LPL I of I to FM-16x16CN 0I I I I I 1E110 -—_ 8'-9" 8'-9" 4'-6" - 17'-6" _L_f 0'0'-0_" 7-`TOP OF SLAB IX Iv IM U- I FMC-16x16 FM-1606 �N E 7 F- — — — i I S-2 I mild GLA' k; , C CAA 1 c..1 G 7'-1" 22'-0" - -9-41 z FM -16x16 (2) #5 BARS IN GROUTED CELLS BENEATH WINDOW SILL. (2) #5's x 6'-0" CRACK BARS POSITIONED IN THE MIDDLE OF SLAB TYPICAL @ INSIDE CORNERS AND AS SHOWN. II `V TE-2 Irk INSPECTOR NOTE STRUCTURE WAS DESIGNED BASED ON THE 2010 FLORIDA RESIDENTIAL BUILDING CODE, HVHZ SECTIONS 4 S-2 () #5 BAR IN GROUTED CELL BENEATH WINDOW SILL. 16'-4" 65'-0" CV I m 5'-61 z, FMC-1.�Xj6 -00 I co CV 2 The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z Q O_ o- 12 � zV) 0 Q W O - z Ld oz = Li Q Q J Z I Lij O Q 0 O Ln Ir- O Q Q z z ry N m O LLJ Lv 0O O } Q Of J (n O LO � N Q z O O of Q �O> z J O 0 O O z �c�z w m d- lJ O Q r- r J t NEF,��� O O co Z SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE - BROWARD - PALM BEACH FL. CA. #009217 561 - 752 - 5440 OFFICE 561 - 752 - 5542 FAX FILE NAME. struct 6510 ABDesi n SCALE 1 /4"=1 '-0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. REVISION 0 JUN 71 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 FOUNDATION PLAN - D SCALE: 1/4" = 1'-0" SHEET # OF S1 12 PROVIDE (5) 26 STUDS END OF WALL. NAILED TOGETHER W/ 16d COMMON NAILS 12" 0/C, EACH PLY. SIMPSON HDU8-SCS2.5 W/ �" 0 x 14" A307 THREADED ROD AND 2-PART EPDXY AND (20) 4" 0 x 5" SIDS SCREWS. END POST HOLD DOWN CONNECTION SCALE: 3/4" = 1'-0" OUTER 1/3 OF SP/ HOLE EDGE >5/8" IETER IL. STUD STUD NOTCHING AND BORING LIMITS SCALE: 1 "' = 1'-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 2» PRECAST CONIC. SCREENED VENT. FREE AREA TO PROVIDE NOT LESS THAN 100 SQ. IN. PER VENT. 1 PER CAR IN GARAGE. PRECAST CONC. SCREENED VENT. FREE AREA TO PROVIDE NOT LESS THAN 100 SQ. IN. PER VENT. 1 PER CAR IN GARAGE. (-) 1-1/2„ TOP OF CURB IN GARAGE VERIFY HEIGHT OF WALL W/ PLAN PROVIDE MID -HEIGHT BLOCKING 1/2" 0 MIN. EXPANSION BOLT PLACED 32" O/C - W/ 3x3 OVERSIZED WASHERS 4" THICK CONCRETE SLAB AND CONT. WALL FOUNDATION SEE SCHEDULE. 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 26 WOOD BEARING WALL W/ SYP No2 STUDS 0 16" O/C SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE USP SPTH4 or SPTH6 BTM AND TOP PLATE ANCHORS W/ 10d x 12" GALV. COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x 3" f 0'-0" --------Y_ * n TOP OF SLAB _N SEE SCHEDULE FOR AND BAR QUANTITY INTERIOR FOUNDATION WOOD WALL uplift applied) SCALE: 3/4" = 1'-0" EXTENSION OF MONOLITHIC FOUNDATION TO SUPPORT WALL EXTENSION. SEE PLAN FOR SIZE ADDITIONAL STEEL REINFORCING TO EXTEND INTO EXTENSION AND BACK INTO MAIN FOUNDATION, SEE PLAN FOR SIZE, LENGTH, AND QUANTITY MAIN STEEL REINFORCING CORNER BARS REQUIRED x BUT NOT SHOWN F�-TFNr of If%O FND MONOLITHIC FOUNDATION EXTENSION S-2 SCALE: 3/4" = 1'-0" FOR MASONRY UNITS T ELEV: (-)12" 7 RECESS AROUND GARAGC_ DOOR OPENING S-2 SCALE: 3/4" = 1'-0" IT IS THE INTENT OF THIS DETAIL TO PROVIDE SOLID 1 MASONRY FOR A DISTANCE OF APPROXIMATELY 6" BELOW 2 THE WINDOW SILL SO AS TO FACILITATE A VERTICAL Z a <a 34" SHUTTER INSTALLATION AND TO MINIMIZE MOISTURE INTRUSION. _ THIS DETAIL SHALL BE APPLIED EVERYWHERE UNLESS AN ALTERNATE 00 DETAIL (POURED SILL, BOND BEAM, OR OTHER) IS SPECIFIED. IN ADDITION, THIS DETAIL SHALL BE APPLICABLE IRREGARDLESS OF 4 A SECTION DETAIL BEING SHOWN ON THE PLAN. IN LIEU OF A PRECAST SILL A POURED SILL MAY BE USED SO LONG AS THE DEPTH PRECAST CONIC. IS AS SHOWN AND A #5 BAR IS PLACED WINDOW SILL FOR A DISTANCE OF AT LEAST WIDTH - 6" WINDOW SILL TO BE SET ON A FULL BED OF MORTAR IF REQUIRED DAMPEN THE SILL AND/OR CMU TO MINIMIZE MORTAR SHRINKAGE PLACE MORTAR INTO CORE OF MASONRY FOR A DEPTH OF NOT LESS THAN 6". MORTAR SHALL BE PACKED "TIGHTLY". DO NOT INSTALL ANY TYPE OF BOND BREAKER (CAVITY CAPS) INSTEAD USE AN ALTERNATE METHOD SUCH AS WIRE SCREEN OR OTHER. STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS I ( MOMENT TRANSFER REINFORCING SEE PLAN FOR SIZE, LENGTH, QUANTITY AND SPACING 11 II (MAY NOT BE REQUIRED BASED ON ANALYSIS) � 11 m _j l II 2/LAYERS OF W.W.M. (66, W1.4xW1.4) 60" MIN. @ PERIMETER '"TOP OF RECESS I - TOP OF SLAB I I N Fm 4" THICK CONCRETE SLAB WITH 6x6 W1.4xW1.4 WWM SUPPORTED 3'-0" 0/C, E.W. 00 OVER 6 MIL VAPOR BARRIER, ON COMPACTED FILL SEE SCHEDULE FOR AND BAR QUANTITY 1 EXTERIOR MONO —FOOTING S-2 SCALE: 3/4" = 1'-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS z � Q w c' m (1) #5 BAR IN TOP 00 "' OF CONC. CURB 1-1/2" TOP OF RECESS II 2 LAYERS OF W.W.M. (6x6, W1.4xW1.4) II 60" MIN. @ PERIMETER II rl cn I W I f 0'-0" TOP OF SLAB (-)VARIES TOP OF GARAGE z_ 4" THICK CONCRETE SLAB WITH 6x6 00 W1.4xW1.4 WWM SUPPORTED 3'-0" 0/C, E.W. OVER 6 MIL VAPOR BARRIER, ON COMPACTED FILL SEE SCHEDULE FOR r ll�frRIUR MONO —FOOTING @ GARAGE STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS z TOP OF RECESS co SCALE.: 3/4" CMU 1 i I, I, II ' 1 I, 2 LAYERS OF W.W.M. (6x6, W1.4xW1.4) II 60" MIN. @ PERIMETER TOP OF SLAB i / \ 4" THICK CONCRETE SLAB WITH 6x6 ' W1.4xW1.4 WWM SUPPORTED S-O" 0/C, E.W. OVER 6 MIL VAPOR BARRIER, ON COMPACTED FILL SEE SCHEDULE FOR I "ISOLATED" COLUMN PAD CENTERED �k UNDER WALL AND POURED MONOLITHICALLY WxD, BAR SIZE WITH FOUNDATION AND SLAB AND BAR QUANTITY COMBINED EXTERIOR MONO —FOOTING AND COL. PAD SCALE: 3/4" = V-0" 30" MONOLITHIC FOOTING MIN. EACH WAY .------- ------------------- I I f- - - - - - - - - - - - - - - -------- I II I I I I FM 1 I CORNER BARS, SAME SIZE AS BAR IN FOUNDATION WITH 30" LEG EACH j I I I WAY AT ALL CHANGES IN DIRECTIONS SO THAT THE STEEL REINF. IS CONTINUOUS I MATCH AMOUNT OF CONTINUOUS BARS 1 , I I , I I I I CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT. SEE SCHEDULE 1 I I I WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z O Q C_1 O Li Cn z � Q W W 0 z I __j LJ O 0 C O Cfl Q z z N m 0 U I� O 0 cr_ J a- O Ln � N O � Q J LL z 0 Of z> ry Io O 0 M 0 z z w z C Q 0 z t 0 z LLI m d- LLJ 0 Q n J 1 NE�,��� •� O O Cn — Z �' ay .Out `s SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE - BROWARD - PALM BEACH FL. CA. #009217 561 - 752 - 5440 OFFICE 561 - 752 - 5542 FAX FILE NAME. struct 6510 ABDesi n SCALE 1 /4"=1 '-0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. REVISION O JUN L 1 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 12 GARAGE WALL VEN r S-2 SCALE: 3/4" = 1'-0" TYPICAL MASONRY WINDOW SILL CONSTRUCTION SCALE: 1-1/2" = V-0" MONOLITHIC FOUNDATION CORNER BARS DETAIL SCALE: 3/4" = 1'-0" SHEET # OF S2 12 BEAM SCHEDULE MARK DESCRIPTION (psi) WSIXEH" REINFORCEMENT STIRRUPS REMARKS BTM. BTM-7 TOP MID SIZE SPACING LO MASONRY 3000 8x8 — — — N/A — UNFILLED L1 MASONRY 3000 8x8 — — — N/A — GROUTED SOLID L2 MASONRY 3000 8x8 (1) #5 — — N/A — GROUTED SOLID BB1 MASONRY 3000 8x8 — (1) #5 — N/A — — BB2 MASONRY 3000 8x16 (1) #5 (1) #5 — N/A — — 1B1 CONCRETE 3000 8x20 (3) #5 (2) #5 — #3 (4) ® 8" O/C, E.E. — RB1 CONCRETE 3000 8x8 — — (2) #5 N/A — — INDICATES OPENING BELOW / T.O.B.= TOP OF BEAM / B.O.L.= BOTTOM OF LINTEL / T.O.A.= TOP OF ARCH / T.O.S.= TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S.= FROM EACH SUPPORT, T.O. = THROUGHOUT FRAMING NOTES - 1 — U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETAL20 W/ (14) 10d x 12" HDG NAILS. SMALL JACKS < 9' MAY BE NAILED W/ (10) 10d x 1 �" HDG NAILS CONCRETE TO WOOD FLOOR: USP LPTA W/ (8) 10d X 12" HDG NAILS WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 11" HDG NAILS, FILL ALL HOLES 2 — ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE %" (19/32") APA RATED EXPOSURE 1 CDX. 3 — ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE B" (? 32") APA RATED EXPOSURE 1 CDX GLUED AND NAILED TO TOP OF TRUSS WITH ADHESIVES 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 CONCRETE LINTELS. 6 — BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPANS OPENINGS. 7 — LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8 — THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THIS ENGINEER'S REVIEW AND APPROVAL. 9 — PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X—ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" 0, 28L LONG, WITH WASHER @ 16" O.C. 10 — NAIL SPECIFICATIONS: 8d COMMON NAILS — 0.131" 0 x 21" LONG, 8d RING SHANK NAILS — 0.131" 0 x 2 B"10d COMMON NAILS — 0.148" 0 x 3" LONG, AND 10d STRAP NAILS — 0.148" 0 x 1�" GALVANIZED 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. LINO PROVIDE BB2 WHERE ROOF TRUSSES BEAR. TOP OF WALL EL: 17'-8". 8F16/1T/1M/0B 8F1 6/1 T/1 M/OB B.O.L. EL: 16'-4" B.O.L. EL: 16'-4" B82 @ 12'-8" 1 R 1 (a) FI • 1 n'—R" n—,)n" 1ST LIFT BEAM PLAN - D FILE NAME. struct_6510_ABDesi n SCALE 1 /4"=1 '-0" DATE 6/25/2014 The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. U) O O a w z m Q O z Z Q Jz Ld Q W (j) J C7 Q Z � � O Li Q < O Iz Ln O Q0Q Q z z N m O U n LLI O O — Q Of _j0� 0- 0 Ln � N z O Q O ry J -I < LL_ z : O >Of z o 0o O m O z w z z s Q Q CD z 0 z Lv m j- I,1 O U r Q - 1 NEE,��y q � O - z co C �0u `ej SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE — BROWARD — PALM BEACH FL. CA. #009217 561 — 752 — 5440 OFFICE 561 — 752 — 5542 FAX REVISION O JUN 2 7 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 SHEET # OF S3 12 SCALE: 1/4" = 1'-0" OPEN FACE SHELL SC ALLOW BENT BAR TO BE PLACED IN AND LOWER BON #5, MIN., REQUIRE[ HOOKED IN TOP DUINU DLHIVI vr/ STANDARD ACE HOOK. HIUHLH LLLVAIION DBL. BOND BEAM AT LOWER ELEVATION #5 BAR BENT AS SHOWN CI _I PLACE ONE BENT BAR IN EACH COURSE OF BOND BEAM. TURN UPPER BAR UP AND LOWER BAR DOWN. ENSURE THAT FILL CELL WILL FILL SOLID CORNER BARS AT CORNER STEP SCALE: 1/2" = 1'-0" 8-10" SLOT El�� _��, UNUUI IU FLUW IHNUUGH ADDITIONAL STEEL REINF. IS NOT REQUIRED UNLESS SPAN IS GREATER THAN 7'-0". IF SPAN > 7'--0" PROVIDE (1) #5, HORZ., EXTEND 3" OVER SUPPORT 10 ARCH FRAMING METHOD 1 S-4 SCALE: 3/4" = 1'-0" NAIL SHEATHING 4" 0/CTO ALL MEMBERS AND BLOCKING W/ 10d COMMON NAILS 2x4 PT SECURED TO CONCRETE W/ USP HLPTA75 2x FASCIA TO / W/ (10) 10d x 11" COMMO NAILS MATCH EXISTING , . ,� i SEE ARCHT. 120 PT OUTLOOKER PLAN @ 24" O/C I I I RAKED CONC. �— BEAM, SEE SCHED. I 1 I 20 PT SECURED TO MASONRY #5 IN GROUTED CELL I W/ 4„ x 3" TAPCONS @ 12" 0/C SEE PLAN FOR LOCATIONS \, I 1 REFER TO ARCH. FOR ARCH PROFILE 2x4 BLOCKING @ SEAMS ON EDGE OR FLAT AT — GABLE ENDS ONLY UNO SECURE BLOCKING TO TRUSS W/ (3) 16d COMMON TOE -NAILS, 1x4 BTM CHORD BRACING AS SHOWN ON PLAN SECURED W/ (2) 10d COMMON NAILS EACH INTERSECTION ,1 OVERHANG @ MASONRY GABLE S-4 SCALE: 3/4" = 1'-0" 1x4 DIAGONAL BTM. CHORD BRACING, SEE PLAN FOR LOCATION RAKED CONC. BEAM SEE PLAN AND SCHEDULE. - 2x4 PT SECURED TO MASONRY W/ 4" 0 x 3" TAPCONS @ 12" O/C DBL BOND BEAM SEE SCHEDULE 1x4 BTM. CHORD @ 36" O/C BRACING, SEE PLAN FOR LOCATION. SECURED W/ (2) 10d COMMON NAILS AT EACH CHORD INTERSECTION 16 GABLE END BRACING S-4 SCALE: 3/4" = 1'-0" PLACE IR IORCING (L2) AS DEPICTED HEREIN. CCCC` �0 VIR, 6 F = FILLED W/ GROUT OF Q U = UNFILLED # OF #5's IN NOWIDTH MINAL 1 1 2ND BOND BEAM COURSE 8F16 —1T/1 M/OB NOMINAL \N. HEIGHT P�SEzFF��� # OF #5's, TOP 0 e BOND BEAM COURSE PLACED 5N LINTEL IT IS THIS ENGINEER'S INTENT THAT XFXX-1T/1M/0B INDICATES A DOUBLE BOND BEAM and XFXX-1T/OM/0B INDICATES A SINGLE BOND BEAM PROVIDE S( CON SINGLE LINTEL, MULTIPLE OPENINGS SCALE: 3/4" = V-0" #5 BAR IN BOND BEAM TO RUN CONT. THROUGH CONC. BEAM It i i i B SECTION B-B I I I (2) #5 BARS PLACED i WITHIN 3" OF BTM. OF BEAM CONC. BEAM TO EXTEND 8" MIN. OVER MASONRY NOTES TO THE INSPECTOR/CONTRACTOR 1. PLACE LINTEL ACROSS TOP OF OPENING. 2. IF REQUIRED PLACE #5 BAR IN LINTEL, FOR L2 DESIGNATION ONLY. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING HEIC:HT, 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE THE BOTTOM 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 TOP OF THE LINTEL. 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. 8x8 BOND BEAM 806 DBL. W/ (1) #5 BAR TOP OF BOND BEAM TOP OF BOND BEAM W/ (1) #5 BAR EACH COURSE. I BOND BEAM GROUT SOLID FROM LINTEL TO TOP OF BOND B 8x8 PRE -CAST CONCRETE LINTEL W/ (1) #5 BAR (L2) LENGTH OF BAR = WIDTH OF OPENING - 2" OR 8x8 PRE -CAST CONCRETE LINTEL, W/O STEEL (L1) REFER TO PLAN FOR LOCATIONS TOP OF OPENING SEE NOTE 5 1 MASONRY BEAM DESIGNATION S-4 SCALE: 3/4" = 1'-0" #5 B #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM CORNER REINFORCING OF BOND BEAM SCALE: 3/4" = V-0" STEEL REINF. OF BOND BEAM OGLE #5 CORNER ,R, 30x3O TURNED UP TURNED DOWN INTO _LED CELL fit Lf11,11 JIUL VI LLLU/ 11V14 CHANGE �CHANGE IN ELEVATION OF BOND BEAM SCALE: 3/4" = V-0" II II II ` II II 11 II Il n H M II "II v II II lL_J 8" 1. ALL BARS TO BE #5, (2) TOP & BOT. 2. ALL BARS TO BE CONTINUOUS 8" 3. #3 HOOPS ARE NOT REQUIRED UNLESS SPAN > 6'-0", THEN #3's @ 6" OC, THROUGHOUT 1. ALL BARS TO BE #5, (2) TOP, BOT, & MID 4. BOT. BARS SHALL EXTEND 6" OVER 2. ALL BARS TO BE CONTINUOUS SUPPORTS 3. #3 HOOPS ARE NOT REQUIRED UNLESS SPAN > 8'-0", THEN #3's @ 12" OC, THROUGHOUT 4. BOT. BARS SHALL EXTEND 6" OVER SUPPORTS A FORMED AND POURED CONCRETE BEAM MAY BE SUBSTITUTED FOR A PRECAST CONCRETE LINTEL AND BOND BEAM AS NOTED HERE OR AS SPECIFICALLY DETAILEE) ON THE PLAN BY AN ALTERNATE DETAIL (B#), SEE SCHEDULE FOR THESE BEAMS. THE DOUBLE BOND BEAM MAY BE REPLACED BY AN 8X12 TIE BEAM W/ (4) #5's, 2 TOP AND 2 BOT. 4 ALTERNATE CONCRETE BEAM S-4 SCALE: 3/4" = 1'-0" The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z O O U) Z J W W S 0 (n W O Q T_ O CLL LC) O CU Q 0 ZW ry N 0 m U r - Q O O Cy J 0:� V) O Lf-} n N z 0 O Iz J Q �0> z o o CD M 0 z 0 z w - z � p — Q CD I- z d- CD Z W m dt LiJ O Q r- n, J I NE,�R��L qCn � O Z a �' ay .Out SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE - BROWARD - PALM BEACH FL. CA. #009217 561 — 752 — 5440 OFFICE 561 — 752 — 5542 FAX FILE NAME. struct 6510 ABDesi n SCALE 1 /4"=1 ' - 0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. REVISION O JUN 7 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 SHEET # OF S4 12 FRAMING NOTES 1 — U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETAL20 W/ (14) 10d x 1j" HDG NAILS. SMALL JACKS < 9' MAY BE NAILED W/ (10) 10d x 1 2" HDG NAILS CONCRETE TO WOOD FLOOR: USP LPTA W/ (8) 10d x 11" HDG NAILS WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 11" HDG NAILS, FILL ALL HOLES 2 — ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE %" (1%2") APA RATED EXPOSURE 1 CDX. 3 — ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE Y4" (23/32") APA RATED EXPOSURE 1 CDX GLUED AND NAILED TO TOP OF TRUSS WITH ADHESIVES 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 —CREPE CONCRETE LINTELS. 6 — BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPANS OPENINGS. 7 — LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8 — THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THIS ENGINEER'S REVIEW AND APPROVAL. 9 — PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X—ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" 0, 27" LONG, WITH WASHER 0 16" O.C. 10 — NAIL SPECIFICATIONS: 8d COMMON NAILS — 0.131" 0 x 2� LONG, 8d RING SHANK NAILS — 0.131" 0 x 2%"10d COMMON NAILS — 0.148" 0 x 3" LONG, AND 10d STRAP NAILS — 0.148" 0 x 1j" GALVANIZED 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. INDICATES 1 x4 0 16" O/C STRIPPING APPLIED TO UNDERSIDE OF WOOD TRUSSES SECURED W/ (2) 10d x 3" COMMON NAILS AT EACH CHORD INTERSECTION TYP. WHERE SHOWN BY HATCH PATTERN 4 TRUSS MANUFACTURER/ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN). 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCf SS WITH THE ARCHITECTURAL PLANS. TRAYS AND COFFERS ARE I SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY/ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. INSPECTOR/CONTRACTOR NOTE THE FBC 2010 HVHZ REQUIRES 8d RING SHANK NAILS FOR THE MAJORITY OF THE ROOF SHEATHING. 8d COMMON NAILS MAY NOT BE USED. U= 1165 Ibs 1 b G= 2666 Ibs S6 U= 1105 Ibs 1A G= 2530 Ibs S6 U= 1140 Ibs 1 b G= 2930 Ibs S6 U= 777 Ibs 1A G= 1778 Ibs S6 U= 1963 Ibs 1 b I G= 4341 Ibs S6 The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. W W Z � O z `t 5 C/) O ry� Z � Li w O o W O z _ Q C� �I O O rr OLL_ Z 0% N M O U W LLJ W D O > CLI WL�Cn n O L0 IL N rr) W L� O O DE�< W 5C 0 A J 0 Q 0ry m Li_ — � wzz� <( CD z "t 0 z w M W 0 U < r— Ek'_ _J NE y ""'U SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE, SUITE #20 BOYNTON BEACH, FL 33426 DADE — BROWARD — PALM BEACH FL. CA. #009217 561 — 752 — 5440 OFFICE 561 — 752 — 5542 FAX FILE NAME. struct_6510_ABDesi n SCALE 1 /4"=1 ' — 0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. REVISION �= SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL 117012 FRAMING ROOF FRAMING ALA SCALE 1/4� 1'-0" SHEET # OF S5 12 DROP GABLE END TRUSS SECURED @ EACH END AND 4'-0" O/C W/ EMBEDDED TRUSS ANCHOR. ANCHOR PLACED ON BACK FACE. 2x6 L—BRACING FOR MEMBERS TALLER THAN 24" NAILED W/ 10d x 3" COMMON 4" NAILS / r DROP GABLE END TRUSS USED W/ 2x OUTLOOKER MEMBERS. E , YI 14,Y2" MAX. 1/2" PLYWOOD SHEATHING APPLIED TO THE FACE OF THE GABLE END TRUSS. NAILED TO ALL MEMBERS W/ 8d COMMON NAILS 4" 0/C. DROP GABLE END TRUSS SECURED @ EACH END AND PROVIDE 2x BLOCKING AT ANY SEAMS 4'-0" O/C W/ EMBEDDED TRUSS ANCHOR. ANCHOR PLACED ON BACK FACE. 2x6 L-BRACING FOR MEMBERS TALLER THAN 24 NAILED W/ 10d x 3 COMMON NAILS 4" O/C 7.1 DROP GABLE END TRUSS USED W/ 2x OUTLOOKER MEMBERS. ,/ ✓ I I. I J. 1,,, 2x6 VERT. MEMBERS SPACED SO THAT THE CLEAR DISTANCE MAX. IS NOT GREATER THAN 14Y". GABLE END TRUSS SECURED @ EACH END AND 4'-0" O/C W/ EMBEDDED TRUSS ANCHOR. ANCHOR PLACED ON BACK FACE. 2x6 L—BRACING FOR MEMBERS TALLER THAN 24" NAILED W/ 10d x 3" COMMON NAILS 4" O/C J{ I GABLE END TRUSS USED W/ ZERO OVERHANG OR LADDERED SOFFIT / :Il 1 1 r g%I , . — ---- ---- 14Y'— - ----- -2x6 VERT. MEMBERS ------ SPACED SO THAT THE CLEAR DISTANCE MAX. IS NOT GREAT[-_R THAN 14Y". 14 _ GABLE END TRUSS FRAMING MINIMUMS. S-6 SCALE: 1/2" = 1'-0" 2x4 BLO( TOENAILED 1 COMI W/ USP HLTPTA FYTFRin TRUSS REPRESNTATION IS PURELY SCHEMATIC. REFER TO FINAL TRUSS FRAMING AND TRUSS ENGINEERING FOR CONFIGURATION. PROVIDE 26 VERTICAL, MIN., MEMBERS OF WOOD TRUSSES, AS SHOWN. TOP OF GIRDER TRUSS EL: 15'-8" CD _I Tnn nl Innn nr 1Alnnn Tnl IC C' ,1 TOP OF WALL BRACING S-6 SCALE: 1/2" = 110" ter" C— NAIL VERT. LEGS OF THE T� TOGETHER W/ 16d HDG COMMOI 4" 0/C, MIN. 2x4 DIAGONAL BRACING NAILED AT EACH INTERSECTION W/ (2) 16d HDG COMMON NAILS. 1x4 BTM. CHORD BRACING 36" 0/C, FOR THIS SECTION. COFFERED CEILING ® ENTRY REFER TO ARCHT. PLANS. 13'-6" AND 12'-6» _ o Z I BTM. OF GIRDER TRUSS. TOP OF WOOD BEARING WALL EL: 10'-8" EL: 10'-8" 2x4 WOOD BEARING WALL W/ SYP No.2 STUDS @ 16" 0/C. PERCEIVED TRUSS BEARING ELEV: 17'-8" 26 BLOCKING BETWEEN ROOF TRUSSES. SECURED W/ (3) 16d HDG NAILS, EACH END TOE -NAILED. 5/8" PLYWOOD SHEATHING NAILED W/ 8d COMMON NAILS, 6" 0/C, ALL MEMBERS. EXTEND SHEATHING DOWN THE FULL FACE OF THE GIRDER. 2x4 BLOCKING BETWEEN TRUSSES NAILE TO N W c� w SIMPSON HUS26 JOIST HANGER (NOT SHOWN) FASTENED TO FACE OF SHEATHING. SECURE GIRDER TO WALL W/ USP LSTA36's ® 32" 0/C. STRAP TO ALIGN W/ STUDS BUT DO NOT DBL. NAIL WHERE TOP PLATE SPH4 OCCURS. PROVIDE A MIN. OF (8) 10d x 1Y2" NAILS, EACH END. _UPPER TOWER WALL FRAMING SECTION #2 SCALE: 1/2" = 1'-0" 12 ALLOWABLE UPLIFT = 2030 LBS (2 STRAPS) WOOD ROOF TRUSSES SHOULD MEET, SIDE BY SIDE ALONG THE TOP OF THE WALL. (2) USP RT16-2 W/ 10d x 1 Y" GALV. COMMON NAILS. FILL ALL HOLES DO NOT USE 10d x 3" NAILS ONE PLACED ON EACH SIDE OF TRUSS. USP SPTH4 or SPTH6 or SPTH8 BTM AND TOP PLATE LAP TOP PLATE A MIN. OF 48" AND NAIL ACHORS W/ 10d x 12" GALV. COMMON NAILS W/ 16d COMMON NAILS, 2—ROWS, 4" 0/C FILL ALL HOLES, DO NOT USE 10d x 3" PROVIDE BLOCKING BETWEEN STUDS 2x4 or 2x6 or 2x8 WOOD BEARING WALL W/ SYP ® MID —HEIGHT, UNO No.2 STUDS ® 16" 0/C. PROVIDE DBL. END STUD AT END OF FREE END OF WALL, UNO. ,2 WOOD TRUSS TO INTERIOR WOOD WALL 1. ALL STEEL TO BE 4" A36 PLATE 2. ALL ELECTRODES TO BE 70XX 3. ALL WELDS TO BE CONTINUOUS 4. PAINT W/ A PAINT HAVING A 95% ZINC OXIDE CONTENT. 5. LEFT AND RIGHT MAY BE REQUIRED 6. ALL HOLE TO BE %" FOR 3/" 0 x 6" HILTI KWIK 3 BOLT or Y4" 0 A307 GALV. THROUGH BOLT. 7. DESIGN IS PREDICATED UPON 2-PLY TRUSS SHOULD OTHER BE PROVIDED, NOTIFY THIS ENGINEER FOR REVISED DETAIL. 8. NOTIFY THIS ENGINEER OF ANY DISCREPANCIES 312 11 r. NO N STEEL BUCKET FOR GIRDERS @ ENTRY 19/32" CDX PLYWOOD SHEATHING WITH 8d RING SHANK NAILS @ 4" 0/C. FIELD, EDGES AND 4" O/C DIAPHRAGM BOUNDARIES (FASCIA) (1 OR 2) SIMPSON HETAL20 TRUSS ANCHOR WITH (14) 10d x 11" NAILS TO TRUSS. PROVIDE 5" MINIMUM CONCRETE EMBEDMENT. 4 DBL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN). 1 x2, 2x8 WOOD FASCIA SEE ARCHITECTURALS 2x8 SECURED W/ (3) 16d GALV. COMMON NAILS, 1x2 SECURED W/ 10d GALV. COMMON NAILS 12" 0/C. 1a ALLOWABLE UPLIFT = 1810 LBS (1 STRAP) 1b ALLOWABLE UPLIFT = 2480 LBS (2 STRAPS) ENGINEERED WOOD TRUSSES 24" 0/C, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL MASONRY BOND BEAM SEE SCHEDULE _A 1B TYPICAL TRUSS CONNECTORS S-66 A S-6 SCALE: 3/4" = 1'-0" 20 ALLOWABLE UPLIFT = 6000 LBS (2 BOLTS IN TOP HOLES) 2b ALLOWABLE UPLIFT = 11000 (4 BOLTS) 19/32" CDX PLYWOOD SHEATHING WITH 8d RING SHANK NAILS ® 4" 0/C. FIELD, EDGES AND 4" O/C DIAPHRAGM BOUNDARIES (FASCIA) (2) SIMPSON HETAL20 TRUSS ANCHOR WITH (28) 10d x 12" NAILS TO TRUSS. 12 PROVIDE 5" MINIMUM CONCRETE EMBEDMENT. 41 DBL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN). 1 x2, 2x8 WOOD FASCIA SEE ARCHITECTURALS 2x8 SECURED W/ (3) 16d GALV. COMMON NAILS ENGINEERED WOOD TRUSSES @ 24" 0/C, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL \ MASONRY BOND BEAM 1x2 SECURED W/ 10d GALV. SEE SCHEDULE COMMON NAILS 12" 0/C. l i IF 4 BOLTS ARE USED ENSURE THAT CELLS ARE GROUTED SOLID, 8" EACH WAY OF BOLTS 2A 2B TYPICAL TRUSS CONNECTOR S S-6 S-6 SCALE: 3/4" = 1'-0" 1 x4 BTM. CHORD BRACING 6'-0"" O/C MAX., SECURED W/ 6'-0" MAX (2) 10d COMMON NAILS AT EACH CHORD INTERSECTION, TYP. ^SEE ^PLAN 3 BTM. CHORD BRACING S-6 SCALE: 3/8" = 1'-O" OF TRUSSES The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. My reproduction or distribution is expressly limited to such use. Any li other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z O Q O L� (n Z � Q W LiJ = Q Q J z I LiJ O Q O L) � O CD Q � z z � N m O U LL - � O 0 Of J U) n LC) In N z O O of Q LI � z o � z Q o 0 m o z � w z Q r- Q CD z t C z Lj_j m dt W O U Q — � J C,1 NEF,��y Q � 0 Cn Z a� S SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE - BROWARD - PALM BEACH FL. CA. #009217 561 - 752 - 5440 OFFICE 561 - 752 - 5542 FAX FILE NAME. struct 6510 ABDesi n SCALE 1 /4"=1 ' - 0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. REVISION [:I] JUN 2-7 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL # 7012 SHEET # OF S6 F 12 SCALE: 3/4" = 1'-0" SCALE: 2" = 1'-0" (5) Y4" 0 TAPCONS TO BE INSTALLED IN THESE HOLES THERE ARE ADD'L OUTSIDE VIEW 2x6 or 2x8 PT SCAB APPLIED TO SIDE OF TRUSS W/ (5) 10d x 3"GALV NAILS USP LUGT2 W/ HEAD OF CONNECTOR SLIGHTLY BENT SO AS TO BE UNDER THE ROOF. SECURED W/ (5) TAPCONS INTO HOLES SPECIFIED, SEE ELEVATION NAILED 10 TRUSS & BLOCKING W/ (16) 10d x 3" GALV. COMMON NAILS, 8 EACH SIDE THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS 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 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 STRAP 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. 6 ALTERNATE MATERIALS S-7 SCALE: NTS w w O J �Cn a� J d J V) _ry �m CD z00 w J NEW REINF. BAR SECURED W/ 2—PART EPDXY, MIN. EMBED 8", UNO FOLLOW ALL MANE. SPECIFICATIONS FOR USE AND PREPARATION OF HOLE. I I I I 4„ 14„ ADDING BAR TO MONOLITHIC FOUNDATION SCALE: 3/4" = 1'-0" NOTES. 1. THIS REPAIR IS FOR CONNECTION OF UP TO 1,800 POUNDS OR MULTIPLE MISPLACED ANCHORS 2. ALLOWABLE UPLIFT SHALL NOT EXCEED 1,800 LBS 3. TAPCONS SHALL BE: A) ji" DIA. x 2Y" LENGTH B) SPACED NO[ LESS THAN 2" O/C C) SHALL HAVE 2" MIN. EDGE DISTANCE D) SHALL HAVE A SLOTTED HEX HEADED WASHER HEAD 4. THIS DETAIL DOES APPLY WHEN THERE ARE MORE THAN (2) TRUSSES IN A ROW IN WHICH THE EMBEDDED ANCHORS ARE DISPLACED. 5. ALL NAILS TO BE HOT DIPPED GALVANIZED 6. ALL BLOCKING TO BE PRESSURE TREATED. 7. SIMILAR HANGERS FROM SIMPSON MAY BE USED FOR BOTH THE MSH AND LUGT2 (4) TAPCONS TO BE INSTALLED IN THESE HOLES i THERE ARE ADD'L HOLES BUT THESE HAVE BEEN 0 0 i USP MSH218 OR MSH418 FOR 1 OR 2 PLY TRUSS SECURED W/ (4) TAPCONS NTO HOLES SPECIFIED, SEE ELEVATION. 21., NAILED TO TRUSS W/ (4) 1Od x 1Y" GALV. COMMON NAILS, 2 EACH SIDE EXISTING CMU WALL D 4A - SIMPSON HGUS26 G < 1200 LBS, U < 1280 LBS W/ (1) 4 0 SIMPSON TITEN BOLT,5" MIN. EMBED B (20) 16d GALV. COMMON NAILS AND (8) 16d GALV. COMMON NAILS 4B — SIMPSON HGUS26 G < 2400 LBS, U < 1425 LBS W/ (2) J" 0 SIMPSON TITEN BOLT, 5" MIN. EMBED (20) 16d GALV. COMMON NAILS AND (10) 16d GALV. COMMON NAILS 4C — SIMPSON HGUS28-2 G < 2400 LBS, U < 2560 LBS W/ (2) 4" SIMPSON TITEN BOLT, 5" MIN. EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d GALV. COMMON NAILS 4D — SIMPSON HGUS28-2 G < 4800 LBS, U < 2650 LBS W/ (4) a" 0 SIMPSON TITEN BOLT, 5" MIN. EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d GALV. COMMON NAILS 1. ENSURE THAT EXP. BOLTS ARE PLACED INTO GROUTED CELLS, 8" ALL AROUND BOLT 2. ALL BOLTS TO HAVE WASHERS 3. EXP. BOLTS SHOULD NOT BE ANY CLOSER THAN 6" 0/C. 4. IN LIEU OF HILTI HILTI PAF's SIMPSON TITEN Y4" 0 x 3" MASONF'Y SCREWS MAY BE USED, SAME SPACING REQUIREMENT. INSIDE VIEW REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR SCALE: 1" = 1'-0" (2) 2x8 ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 21.82 PSF (31.82) ZONE 2 = 34.81 PSF (44.81) ZONE 3 = 60.78 PSF (70.78) a= 4'-6", END ZONE DISTANCE BASIC WIND SPEED: 170 mph (76.0 m/s) WIND EXPOSURE: 'C' RISK CATEGORY II APPLICABLE INTERNAL PRESSURE COEFFICIENT: f 0.18 WE F 4A 46 4C 4D WOOD LEDGER DETAIL S-7 S-7 S-7 S-7 SCALE: 3/4" = 1' - STRUCTURAL_ NOTES GENERAL NOTES: REINFORCING STEEL: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS, CONSULT RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC—R2010, HVHZ SECTIONS SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS ACI 318-08, BUILDING CODE REQUIREMENTS SHALL LAP 6 x BAR NO., SEE LAP SPLICE SCHEDULE. UNSCHEDULED FIELD LAPS ARE FOR STRUCTURAL CONCRETE, ACI 530-08/ASCE 5-08, AISI SPECIFICATION FOR THE DESIGN OF SUBJECT TO ENGINEER'S REVIEW. COLD —FORMED STEEL STRUCTURAL MEMBERS 2008, ASCE 7-10 AND AISC SPECIFICATIONS TENSION LAP SPLICE SCHEDULE ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND PLAN REINFORCEMENT SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, MASONRY OTHER THAN TOP BARS TOP BARS EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. BAR # SPLICE LENGTH (3000 PSI ) (4000 PSI) (3000 PSI ) (4000 PSI) 3 — 16" 16" 21" 18" ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE 4 24" 22" 19" 28" 24" DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT 5 30" 27" 23" 35" 30" TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART 6 36" 35" 31" 46" 40" OF THE WORK. 7 42" 48" 42" 63" 54" THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PRO— SEE DETAILS FOR ADDITIONAL INFORMATION. CEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS MASONRY: DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, ALL BLOCK WALLS SHALL BE TWO —CELL HOLLOW CONCRETE MASONRY REGULAR SIZE TEMPORARY BRACING, GUYS OR TIEDOWNS. BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE N, f rn = 1500 psi. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY—UP THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREP— MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN —WALL COLUMNS. ARATION REQIREMENTS AND SLAB —ON —GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL DESIGN LOADS: PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 psi AT 28 DAYS. THE GROUT ROOF: LIVE LOAD 30 psf FLOOR: LIVE LOAD 40 psf MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED WITH DEAD LOAD 25 psf DEAD LOAD 25 psf A SLUMP OF 8" TO 10". PLACE GROUT IN ACCORDANCE W/ ACI 530-08. BALCONY LIVE LOAD 60 psf TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE WIND: DESIGN WIND SPEED = 170 mph (76.0 m/s) 3—SECOND GUST PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270, HORIZONTAL AND VERT. (ASCE 7-10 (FBC R2010) EXPOSURE C, RISK CATEGORY II) MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR SHOP DRAWING REVIEW: PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRAC— TOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON— TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSON FROM THE ENGINEER, IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. FOUNDATION/SITE PREPARATION: FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF, FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS SHALL BB RECOMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEOTECH. ENGINEER. CONCRETE: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB —ON —GRADE 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/— 1" PRIOR TO THE ADDITION OF PLASTICIZER. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME —STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRAC— TOR OF ANY NONCOMPLIANCE WITH THE ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ( FOUNDATIONS): B. FOR CONCRETE EXPOSED TO EXTERIOR WEATHER: 1-1/2" FOR #5 AND SMALLER 2" FOR #6 AND LARGER C. FOR CONCRETE NOT EXPOSED TO WEATHER: 3/4" FOR SLABS, WALLS, AND JOISTS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINF., TIES, STIRRUPS FORMWORK: FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65, FREE FROM OIL, SCALE, AND RUST, AND SHALL 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 W/ 2" CHAIRS SPACED 3'-0" OC, EACH WAY FASTENERS APPLICATION SIZE TYPE SPACING REMARKS GARAGE DOOR BUCK 4" APCON" MASONR 8" O/C, 1j" EMBED, 4" END. TO MASONRY/CONC. NO WASHER FASTENER SEE NOTE 6 IST., 11" EDGE DIST BELOW GARAGE DOOR BUCK" 0 EXPANSION 24" 0/C, 4" EMBED, 4" END. TO MASONRY/CONC. W/ WASHER BOLT SEE NOTE 6 DIST., 3" EDGE DIST, BELOW METAL STRAP TO CONTACT THIS ENGINEER FOR SPECIFIC REQUIREMENTS MASONRY OR CONC. WHEN REQUIRED, HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD 9 GAGE LADUR—TYPE DUR—O—WAL (ASTM CLASS B-2, HOT —DIPPED GALVANIZED) AT ALTERNATE COURSES (16" ON CENTER), UNLESS OTHERWISE NOTED. JOINT REINFORCEMENT SHALL BE CONTINUOUS AND SHALL LAP A MINIMUM 8". LAP VERTICAL REBAR 6 x BAR NO., U.O.N. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-08/ASCE 6-08/TMS 602-08), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. WOOD TRUSSES TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPEC— IFICATIONS 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 NOTES FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT — DIPPED GALVANIZED, HANDLING, ERECTION AND BRACING OF TRUSSES SHALL BE IN ACCORDANCE WITH TRUSS PLATE INSTITUTE RECOMMENDATIONS TPI's TPI/WTCA BCSI 1. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS OF ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. THE LOCATIONS OF GIRDERS AND TRUSSES SHOWN ON THE ROOF FRAMING PLAN WERE USED TO FACILITATE DESIGN OF FOUNDATIONS, WALLS, AND BEAMS, THE CONTRACTOR SHALL SUBMIT TRUSS SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION. 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 ON ASCE 7-05 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS, WOOD ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BLOCKING, BRACING, LEDGERS CRIPPLES, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2, KD-15, OR BETTER. Fb = 1200 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. WOOD FOR NON—STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM OCTOBORATE TETRAEIYDRATE (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF OF DOT OR MORE. NAILS, SPIKE, BOLTS USED W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN 1/2" OF HEARTWOOD. WHEN A USP HLPTA75 IS SPECIFIED IN A BOND BEAM WITH A SINGLE #5, UPLIFT IS BASED UPON RATIONAL ANALYSIS AND MANUFACTURER'S INFORMATION HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. SCHEDULE ROOF WALL FLOOR SHEATHING APPLICATION SIZE TYPE SPACING REMARKS FLOOR SHEATHING 3" (�") T&G 0.1310 x 21" 8d SMOOTH SHANK SEE PLAN ROOF SHEATHING J" (f") EXP. 1 0.131 0 x 2Y8" 16-20 RINGS/INCH 8d RING SHANK SEE PLAN WALL SHEATHING EXP. 1 0.131 0 x 2%" 8d COMMON SEE PLAN WINDOW AND DOOR BUCK FASTENERS NON —BEARING WOOD I 1" WALL TO CONC. SLAB I W/ WASHER BOLT DIST., 3" EDGE DIST. 1x2 PT FURRING TO CASE HARDENED COIL g" O/C / METAL LATH ® WIRE FASTENERS MASONRY/CONC. NAIL 1z" LONG. APPLICATION SIZE TYPE SPACING REMARKS SGD, AL. EXT. DOORS CASE HARDENED COIL 9" O/C WINDOW/DOOR FASTENED 1 x PT, SEE NOTE #7 NAIL 1j" LONG. STAGGERED INTO MASONRY/CONC. WIRE LATH 16 GAUGE W/ #11 GAGE " APART & SIDE WINDOW BUCK 1x PT, SEE NOTE 7 CASE HARDENED COIL NAIL 1j" LONG. g" O/C STAGGERED WINDOW/DOOR FASTENED INTO MASONRY/CONC. 1Y" MIN EMBED �" HEAD LAPS 9" EXI. SWING. DO BUCK 2x PT, SEE NOTE " 0 NO WASHER "TAPCON" FASTENER 12" O/C 1j" EMBED, 4" END. DIST., 11" EDGE DIST. �" METAL 16 GAUGE W/ #11 GAGE "APART &SID x 0.138 0 PAF x 2�" 9" 0/C 4" END. DIST, 1�" RIB LATH 1Y" MIN, EMBED )6" HEAD LAPS 9" PT TO STEEL COL., SEE W/ WASHER STAGGERED EDGE DIST. NOTES 1 — HAND NAILING MAY BE USED IN LIEU OF POWER DRIVEN FASTENERS. 2 — STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS. 3 — FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND/OR NOA 4 — ALL FASCIA MATERIAL SEIALL BE HAND FRAMED. 5 — PAF SHALL BE HILTI X—ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN. 6 — FASTENER SPACING FOR THE BUCKS SHALL THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 7 — 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 DOUR FRAME. 1x MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. FILENAME. struct_6510_ABDesin SCALE1/4"=1'-0" DATE6/25/2014 RV'D.BY G.McD. DRWN.BY G.McD. The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z V) O � Q O � � z_ ry Q Q W Z Dr-1 0 W w LLJ Z = 0 Q U! Z I -� O Ld T_ O LC) cD O Q z z ry N m O LLJ O O > Q _J fy f) O � N 0 o Q z � �O> clf z o O 0 M 0 O z w z z � O Q O z -t 0 z LLJ M d- LLJ O Q J I NEE,��y v o 'Q Z a �' ay Out SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE — BROWARD — PALM BEACH FL. CA. #009217 561 — 752 — 5440 OFFICE 561 — 752 — 5542 FAX M =SUN 2 7 2014 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL # 7012 SHEET # OF S7 12 REVISION 2x HEADER SEE PLAN FOR SIZE AND QUANTIT PROVIDE 1 x WOOD or Y" PLYWOOD FILLER(S NAIL ALL TOGETHER W/ 16d COMMO NAILS, 2-ROWS, 6" 0/ SHORT 2x STUDS BETWEEN HEADER ABOVE AND FRAMING DIRECTLY ABOVE WINDOW. SHORT 2x STUDS BENEATH WINDOW SILL TOP PLATE. (3) 2x12 HEADER PROVIDE JT. Y2" PLYWOOD FILLER(S). ` NAIL ALL TOGETHER W/ 16d COMMON 2x6 BLOCKING FOR SHUTTER INSTALLATION. NAILS, 2-ROWS, 6" O/C ^N PROVIDE Y" PLYWOOD FILLER(S). NAIL ALL TOGETHER W/ 16d COMMON NAILS, 2-ROWS, 6" O/C (1) 2x6 FLAT TOE NAILED TO JACK STUD 2x NAILED INTO INSIDE AND OUTSIDE PLY OF FILLER BELOW W/ 16d COMMON NAILS, 6" O/C 2x6 BLOCKING FOR SHUTTER INSTALLATION. PROVIDE Y2" PLYWOOD FILLER(S). NAIL ALL TOGETHER W/ 16d COMMON NAILS, 2-ROWS, 6" O/C GLE BTM. PT PLATE SECTION A -A, SILL AND HEADER FRAMING SCALE: 3/4" = 1'-0" LAP TOP PLATE A MIN. OF 48" AND NAZI W/ 16d COMMON NAILS, 2-ROWS, 4" 0/( BTM. LAP TO OCCUR OVER STU( 4" 0 X 6" MIN. EXPANSION BOLT W/ 30 OVERSIZED WASHERS PLACED 16" 0/C, 4" MIN. CONC. EMBED 2x MID -HEIGHT E AND ANY PLYW00 W/ (2) 16d TOE-Nf USP RT16A W/ 10d x 12" GALV. COMMON NAILS, FILL ALL HOLES VERIFY HEIGHT OF WALL W/ PLAN DBL. TOP PLATE. % CONT. -0 �N �N �QN �^ 0 co x x N N N N 2x HEADER SEE PLAN PRO\ NAIL ALL TOGH 4'-0" MIN. TOP PLATE SPLICE USP SPTH6 TOP & BTM. STUD PLATE TIES W/ 10d x 1Y" GALV. COMMON NAILS FILL EVERY HOLE. DO NOT USE 3" LONG NAILS! (3) JACK 2x STUDS UNDER HEADER _ 1/2" 0 MIN. EXPANSION BOLT / 1+ PLACED 32" O/C TYP, W/ 3x3 OVERSIZED WASHERS TYPICAL WOOD FRAME WALL CONSTRUCTION DETAILS SCALE: 3/4" = 1'-0" 2x FASCIA TO MATCH EXISTING LADDERED SOFFIT OVERHANG 20 NAILED TO GABLE END TRUSS W/ 16d HDG NAILS, 4" 0/C, STAGGERED. CLIP 2x OUTLOOKER TO INSIDE 2x W/ USING USP RT5 W/ 8d x 1"" HDG NAILS. 00I NAIL SHEATHING 4" O/C FIELD, PERIMETER, EDGES, AND BLOCKING W/ 10d COMMON NAILS 2x4 PT OUTLOOKER 24" O/C (5) 2x STUDS IN CORN NAIL THE (3) CORNER ' TOGETHER W/ 16d CON SZ MAX. C—C SPACING (4) 2x STUDS IN CORNER. NAIL THE (3) CORNER STUDS TOGETHER W/ 16d COMMON NAILS, 3" O/C LAP TOP PLATES AT CORNER, TYPICAL >R TRUSS TO TOP PLATE COMMON NAILS, 2 EACH SIDE. 2x MID -HEIGHT BLOCKING AND ANY PLYWOOD SEAMS W/ (2) 16d TOE -NAILS, E.E. 2x4 BLOCKING ® PLYWOOD SEAMS ON EDGE AT GABLE END. SECURE BLOCKING TO TRUSS W/ (3) 16d COMMON TOE —NAILS, E.E. The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. M other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. Thes drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z O Q ry O LL U� z � Q w LiJ Cn L.' 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CA#009217) a i�-_ 7 [ora(,nl�. : 1)ate: , SN 30 Avente guile k2U .. Ate. y 8,, .. lAftKi.rW I'1 II. _ ,,. "itch Beat L 33436 C �. .,,. M h, F 2 ' .l % - 'N \E.. 0-- FL. CAA009217 IDi(IN13 :� ___-_-_ _ '>nti;, ('Ifern: DESGNI +,-� ,.;.ao 159951'V 30 Avenue. Suite#� - ? .�^ „r ' - i. ..� I Ixauon: 7'ARrCI.e1ND. Ft, (:/ :2;.: %^I.-.: 6cyntun Seach, rL 3„4316 : „-„ ,`�iLs-' /'s FL. CA#0'< a7217 D21C. lG/d"r 1, - " - .r/ -,., 'y 1599 SW 3D Avenue Suite#20 r,,,l 1)F:,\1l.\, -- _: _ t -._ , , (. �,; i,,,, Bo}nton .,each, KL 334328 l,ocalwn. PA[21C L.\NI),il, !� \� ,. .(: `� FL.. CA800921i i._.-____ -.. -, ,.brit \{l I)I.\n,N Lc,ca400: PARhI,AVtJ, II,W a ; . ., i 5,... ,,...r ;599 S.V 30 Avenue. 5,.1te #20 �. i t Boynton Beach, FL 33432fi I � �A=: 4:\� Cah.nlatcd b Ciar' McDou Ic, I'F ): > G ,c c:2r .-_-_-__ _-_I ,.,u .,,a, : Cale, I'.hd 1.} ---_-..___._._ ,.�,, -- (',ary MLDoualc, l i r -"."' . �a Z ^.a Ca1c., lard b : Oar t ID, i^ __ , ,!°le pt; Date: 1CVO.iIi>__ _.._--___._. "el ., i.,alc,.lelaJ bv' (', 'MaDo. els, Pl:. "tiR.-.>. Date: ]0/U5/13 Gllcul,u Ily Cl:iy McDo ,ble' `4 n,t -. -" ..____-_-.___ p1! R^.'I , of,cr ,i 5 f)]Jc €:r. ; O{enir;, G' 2 Oyer .A 1 Opening sill I ,.-.-. _. - Strength Design of Conner, al and co i-r>-'ic. b 7.631n b",m for flexure Ph'eexa, 0.9 Strtar l) Oes!t n cf.Concrcto hind and cn n f-ho bea far fiexi re P b 763 -In ph °, ,. 0.9 h 62.00 in ,r , :• .-, e Strcnnth Uasign of Goncate n,el ,. d co r p, s,c heat or flea! f h 7831n Pt'.. ,, 0.9 - tre / ,; Sa..nt .h De., gn et Conuett ntcl a td coot~ e: I e an for f.er!,ra J b 7.63 , Ph °,c 0.9 S(renglh Desi,in of C1:n r Ic lintel ano c 1 b 7.o3s ''le c� n fur hexun. Ph',,,,,,m 09 .-_.__ _....::Y/lI/'lrZ//1,/i/.i,7_ s G1�7<,"'"�.:Z�l/..b'l'J. ��y r` ° ? '. B °"-°- 7 / E l !u�1- 'fYi,` -p I, \Ili i:lM a h 32.00 in Ph1,,,„ 0.95 : pli, ,. p.85 � h 32.09 in PI ,_,,, 0.0!i h 32 00 in hi o,r 0.85 h t G.00 in Ph b.„ 0.85 - if �1:--n,un.c d 3D.27 in A„_ 0,196 d 50.27 in A,.,. 0.i'I d 30, 21 in A,„ 0.196 d 30.27 in Ac„r 0.196 ': d 14.21 In A„a, p.196 r„ ' \ ':. f,.a >,,,olnci ncit"", 2442 psi # of add', bars 0 in boltom of In i r. rr, ., , .. ^c ,.l) 2442 Psi # of add'I bars 0 in bo0om of linlel : f, ,,, "',„° l"' a.Ilccn, 2442 psi # of adoi bars 0 In boltom of Iint^el f-,,,, ,, 2442 sl !t of eddh bars 0 in bottom of Toilet c p ': f . 2442 'e m.r ^„ . , P I # of add,; bars 1 in bohcm of lintel ',6i,;�- ' - - ' - ' - ' - - ' fy 90000 Psi s [., o` add I bar #5 ba,' (y G000o psi size of ad<I'I ba! #5 oar fy 60f,00 ps1 S'tP o` cccl I bar #6 bar fy 60C30 psi size of ad,l'I bar #6bar fr 6000U psi size of arW'I bar NS bar _ 4 rino 1 2 pcf #4 bar Size ofenb,:tlded bars'r !intel rho 142 cf f3 ba n. r S'ze pf e `hetl al h P I . _ars'n Intel rha '. d2 pcf 7t4 bar Size of embedded La's In Ilnlal rha 1q2 pet #d bar Size of embaidec Ua s 't Ilnnel rho 142 pcf #4 bar Size of emoPtltlac^ bars in lintel -- -r_-. _, _. _.1e - :.I ,J ✓/ . C `a Y.L/O<YIU...11l' <G7 1vrL{ r7`d'urw L7=5ffi� Self weight 240.61 ry,e, : Self wailN 0 god, 99 2 Self weight 24061 _ 2 :.. Sell we: gilt 240.f:'I 2 Self vueic,M 120.31 3 - - _- «_e - - . „$ As 0.39':n"2 totalalcaofst..Iinlintalandinbol,Jnpl'baan, As 0.20in"2 total eea afsie I: m. ord., colon o`hean As 0.39 iri totalareeof_zel,, .,el-,d-t bolio,ncf beam I As 0.39,re2 total area of sled in linlel anti in boltom of bean: As 0.70 ine2 total area of Baal in inlet and In bell., of does, , A=, `' Fq_ 085 heal 0.85 belat 0.85 beta, 0.85 1 bete, 0.85 :. rho,u„ 0.00'170 rho,,,. 0003_33 hoy,, ),or 2 sham^ 0.003333 0Dp170 ham^ 0.003333 -hoe, a, 0.0017o rho ,,I 0.003333 : moll,,,,°: O.W643 nc�.�,. 0003333 she,,,, 0.01740 Go.,!, secbon s no+over rei tforced rho,„ 0.01740 Good section Is ,ot over- brio -I rho,,,, 001740 Good. section is not over -tee nf-ed rhoo,l 0.01740 Coed, section Is not-r reinforced ':. rlto,r„ 0.0'174D Good -tion s not over -reinforced 75i, of rho 0.0'3U5 Seri is undai-re nforced moment ea, only be 314,i t�o ne It ba.,e: : 75%ail rho,,, O.Oi306 Seci on is ond-ra nf,nii rn no,it.at, o r/ hr 3l•, of -,or _ i aced 75% of rha. 00 3 1 05 Section v:. Id,:.rein°arced nuol.-r t ran oiJ, be 3lx, o' ni b,-,d : 7.,)',, rho,;,, 0.01305 Section ,, undo-Slonci noonen*, e.n, only be 314 of moment based :, 75% of rt ua,, 0,0, 3G5 - #a ph:V, ,9390 psi a .liable are" of steel It'V. f 1 p 32 0I psi or avalla r e area of.term "`vV 19390 psi 'ealleho area of steel : LINN, 19390 Pai avails ale area of steel '1 phiV,. 9141 psi Gopc sect o t fs not Inds'-reid-ed S ', al < 7� 07 fse;,iot's .,omp.itat�o, (e :Ir.r 0., 5 e erforc eco 0 `s pn-ade ,zle' r ,p e-. et<er J ye'f e. c ulat,ona o',p facto - - r Oi5 0'r5 if sector stndarre fo- n f.eJ nr ;.O fs lot sari uafol - act .04 yen.cresd. - t '5 75 a i cmnp,tct�al nectar 0.,- 0.- !nrle'Knforc..rl ,"i.0 .Socha: 's „<I gt.rl, re .b::ed. , - cfs e.iorl's unden'e'forced or'.0,(section is adey!ately re forced. contpulai o ial facts' 0. 1 -cod orl0'f serlo,sale a'ei rainferpad. cnmpulato ta. facto! 0. 75 1 ) ill - .v o" �' ph'V, '.9390 ps Nate Raiere tee ACl 318, Sect7br 1.0, 2 phlV„ 32201 psi Note Refelsnce ACl 318, Section 1'I.5 82 : ph1V„ 19a90 psi No .` .e er_ ce AC 318 Section *' S.5.2 pnlVi 79390 psi Nat" F _r,,nce A„I 318, Seeiien 11.5:5.2 0 Note fhb/„ 9141 psi Noto 1 f Rafarp ice AC1318 Section 11.55.2 318, Se 28.91 to 995 Poi ph Pdn =, v2176 P Ibf Ms 2=D65 ft Ibf 1 _1_.11-_� _-- :e i -`1, - 2a.91 Rn 31 7 f I - psi , I. S .,i L_-�5.__/ Pi'v'n 44r02 ft-Ibf '' Pn_ 21587 h-!bf _ _ - .. _.._ __ R '1-, Rn 99S--_ o..-..' !. PAn2 6Ps'bf ° 1" - ft' a f'= 2`0 - ft-IbF : In 28.91 , ......._ Rn 9<J.G psi I'. .� :..._-I_ phlMn 52176 R-Ibf 9 ( i NIs 25085 f:-ibf m 28,91 3agg : Rn Psi phiNin 40745 ff Ibf Ms 2611a ft Ibf �,I_- -_- -:.I-.., --" I - I ) : _ _ '`w� " - ,"o, <ua, w @' - ^ Vs "2 x429,41bf Safe Load Fef Flexu e and shear Length of overall I'mtel 6.83 ft 82 in f., tt ! I, ....I' 'I ,. 1 \`.1 L 1 Vs 20641.716f f ... .' /. ....I , - Soh Load for Flexure and shear 7 .' Length of overall lintel 5.17 ft 62 in ,. ,. .' : �.---�;' /- 1'429.41bF > f /' : Sail=_ Leacl `or Flaxi, e and shear I''I.,. ' Le• rn =-ol: tin L1 10.17 ft 127. 1 \' '': : _ -' Vs 124 941b( '.. It "1 o �.. j Safe Load for Flexure and shear f j��I �' lw ✓ c a Is 59 9 Ibf ` Safe Load for Next re and Shea : _ t-� JI /I I 1 (\, IF. / ` ��� l� P4 1 L (clear span) 6.16 ft 74 in ' " rr . �iy.,� "'-- I 1 ( L (clear I - ,. span) 4 50 ft 54 in - -`- - _. I : fn 'g' %' - - I. (clear span) 9.50 ft 114 - -`- �� i : Length of overall lintel 7.00 ft 84 I. ,.. \ - - L (clear span) 6.33 ft 76 In "-� Length of overall ,tt:l 8.67 it t041n L (clear spool 8.00 f[ 96 m - $ - - .� -- �.. ,-a, `�" �.. �„ _ _ - - 11 ffi o 5041 If :.. - P w: .. 31.ift1.fi 1 - ` :'�� I ! n 8137 4 pif - ;,,< I I ;.I :., 9174.1 P1t I I I ,.. i8a,.0 PI( 5790 6 If , w e ,,.,: 4767.7 p:f '.I n I ':. u,e 3144.5 ph-.�-.I ws i.. _ e ,. - pif I I a � L �. ._ - I < _�• - n.., I, 1u_ I e„": w- 2580D.'lp It ,_ I..0 )„ e..l• : I �..i I S •I _-- -__ , < 'w, .�b' • . -° a. . ,/ wz 5045.0 Pif 873"74 Pif 19830 If ... ,,'/. p , 47677 If , 2D957 I( P - -11 ', ,All -dole Stress Desgn. of Concrete lintel a,d con'po'te beam for Uni,ft : Mo`veable Stress Desgn of Concrete lintel and compoe to bean for uplift : Allowable Stress Des' r of Ce,cloo final , ill cor, ceft, bear, `er u IiY 9 P P os'le bean for . fff Allowable Sl sss Des'�n of Concrete l^tat arc.. ce -1P P Allowable Stress Ues gr (f ncfete lint. ano cor.poe to bea, loin pI'f[ ll 1 1 '. ,c a b 7.63 in II fm '1500 0 psi Fs 24000.0 psi d file 7.63 in Fs 24000 0 ps 1500.0 psi b 7.C3 In Fs 2400D 0 si fm 1500.o Psi P : Fs 24D0D.p 7.63 -n Ps b 7.0 -n Fs 24000.p Fsi - : 1 � 1 : Fb 500.0 psi : Fb 500.o psi : Fb 500.0 psi - f fm 500D Psi f-b v00.0 ps Fb 15000 psi Po 500.0 psi "- 1 : .As 0.31 in"J r (uplifl Sa`e load for fexu e ) As 0.31 in"2 Safe load to' her,ure olovi) a, _ As 0.31 in"2 S' f load r .. lupl'h) ! A' 0 31 ri"2 Safe lead f f '_ (,:plih) : As 0.31 In"2 Sale load far fl- re (uplift) : - _^ a- m-- -I Em 1350000 psi Es 29000000 psi n 21.48 5054.1 pit S a 1 f Shea,' (uplift) , 3'r 714 If p Eli, Es n v 1350000 psi I5698.2 pif 29000000 psi Safe load for shear (uplift) 2'148 w ;,,, 8893.4 pif : Ent .35D000 psi 2z64.4 plF Es 29000000 5 (e Ic ad f t J ft) Ps' a'(F : 1 n 21.48 w,,,,=T 25;01 it : Em. 1350000 psi ` re 4799.0 pif Es 2900000C psi S fe�loed for shear (up,R) 3G76.6 if Em Mon0U psi : Es _9000000 psi : w,, ,,, .e 14C3.4 pif Safe Iced (or shear (uplifil. > '(s � ;< �I tl[7lII1TIIlA I d„,:,, 29.82 m rho,n,c, 0.o013rd34 pho,,,r:,in 0.0292872 k 02145 1 - _ 09^9l VJ, ,,c 3771.4 pif Allowable Upl,ft - W, 504a.0 Pif ALrwableG av tY -v,r•Iv ___ __f L 6.1G ft h 363 in �mf rho,,,,, pho„;,n r, Ic d9.82 in C OODBi 6'I \rJ p 8593.4 PIF Allowable Uplift a017530i) VJ-,, 8137,4plI Allcwable Gravity' I a'nh - ____l 0.1705 L 4.50 ft 1 F d„p„ 29.82 r __ _ fho,,,,,, o.0U13(i 34 W, „eu 22644 pif A,awabla Uplift ! - pho:;,,. `n O.C282872 W... 19830 If A!owabie GOff .., ,,.av P YJ -- - k 0.2145 i 95o h ] 0.928o h 3� OL In n 21A8 n . _ ,., P d.mai, 29.82 'n ___ ho O.D013534 ✓�! 3676.G If Allow'16,a U,Illt c u P Fho„,,", 0.0292E72- W ¢,,,;v 47677 p1f Allowable Gravity ----- 1V; 2i.4A ,,.,err 13.82 n 'ho„e,,,, 0.002941a Pbo„,:.,,,"n O.D631943 k 0.29%9 0.r007 1 2 w, ,;,oa, 34 .6 pit __ _ _- -- - lh,_vou, 134L.5 pif Allowable UPIIft Vf,_s,;,",y 2095.7 pif Pllpwabl Cravi''y L 8 00 R -' -- h t off In ..1 ! - - 1 -_ I - . _ ' ' I-', � � ii' -I _ y , °� �1 = j 77lIlJJl /ll%7JOlIIII .. '-, V, ,0874,91bf b 7.fi3 in Vr 184554lbf __b _.._. -763 on- -1 Vr 1087491bf b 763 in 1 B7A 951bF b_ 6�c ,/; 4839.1 Ibf b 7.63 in : na'� '' � e,_er,�-/ ei, ILL le e, :.� i Mm 28133 ft-Ibf Ivi, 17?06 ft-Ibf'' : M„ M, 29133 f-lbf 28153 h-Ibf Mm 28133 ft-Ibf Ms 17', 66 ft-Ib( _ ____ M,; 26133 tt Ibf ,,,4s 17166 If lbf M,,, 814"ill lbi me 7718 hdbr :+.o m_e I , „r , Hurt« . F w,m°: H __.aa � 1 _ I ,yea _ ,�- M, 22II31 R-Ibf Capacity has been -ncreased by 1/3 since load ,s due to wind. M, 38746 ft-Ibf Capacity has been-ncreaspA by 1ls since load is due to wind : M, 22831 ft Inf Caaaut' has beer. increased b 1;3 sire o d ,e y y e a s d, to wand. 1' N: 22831 ft-Ih: Capacity has been :ncreased by 113 since load ,s due C, wind. PIn 102G4 ft Ibf Capaclt has boen'ncre' asU b /3 s'nos load Is tlue to wind - r - �J[Yl/1ffi.TlL17L- t.PITJL/II.f9fSZrI/!//7(P✓�If /!!!!!O _ E - _ -- --I r�'�-L Cnhe refer. tee ACI 318 and FlCI 5a0 Code refere,ce ACI 318 antl ACI 530 Cpde reference ACI 31G and ACI 53U Code reference ACI 318 and A.CI 530 Code reference ACI 318 and ACI 53C =w,r r . °u'I,.w,<.n. i.. J I.IAe =zh „Sian<ara Pacfc,e614s.a .d\ezcstortpeslebean1..nll duci,ttfi5l C_4.xls 1 Y:1. Des,ynlel ci P,il'clCale Sla!rtor,1.l.iee p 'a bear, flexure and upl-rt e510_�.x,s Y:Wfl Oes n`Slanasnl1adi,\G'+JS,,n,,, 1w.c sleb,.a+, e e s 9 sko nPO Axur an upT65d 2x, ' P vlAnr:l \s,a ta,,d Eai fic,ds'OSremfcrtl,c-l..np.sl. beersl.x, rear„pr't,36ie-i.xls Y^ABpeag11alaedara eaPi:uaill I Sir,r.Nloe11-11 le, bean 11-ar, and laud1ht_A1,e ' . .. Model: P NI d,: .v l ,. Spec a ty Ln9ineer ,9 C.... fi l" Ine ' %,, " ..r ._ ,. . I.- ,,,, la! Not I - .. ... ........ ".... I 1699 5W 30 (li t Lo II I I % / � 80- f 8 Ftt.11, f L 3 4.iLIi � .... . Y a -� �� I .. CA#o09217� i x.x 4 „ "" ro U I O U30/ t - u4 I _- -" - „a , „E.;,' \ _-�1J T ��_ Cad,,la,"I by: (ny'000-gle•IT `<..1� I I.-_ 1 I f ) i� �i I -1-`a C 1,3 1 -; � I 1 L - 11 I i i , iiiI Ll 1I I 1 r1 - I I I : -, " " _ S Opo log 1 Stre'gib Des'y�of Con crate, I' fo a,Cl mlean for daFt re - vm b 763 n ph U_9 I 1 1 _ 1 I I I I \ ( t -, -._ _ „,,. 1 - #a o „ = A u co G d o m" o h 4000'n Ph'. 0.85 d 38.27'n AI. 0.31 __ s 1 - T _ _ _ . _ _ _ _ _ ` U? L� r ? f, c„of , , " .c1, 2442 psi # o: ade ba s 1 In botl',r off ,ttrl ':, r __-_--_r-_..__. f_. __-._.._,.. _ _ _ x, ( i I f �1 _., 1_:IL :, .14 ,. 't ,^ 1 II�C ,S �� I.4 �.`._u ._..._._ ,,, ._ _ _.. f ,. --- ._.., 5 - - -- _ _ ". _; _ �I \ ..-, : 0 �+ A a ° %, _ _ _ r DOUO Ps N5 bar 6142 pcf #5 bar rno s¢aof anrll bar Sys of<nbr.ddec. oalsln l,ntel serJ,eigm oo.7a ! - - 9 y ,?u -'" >lo - - :_ ,> _ „ _ of » . <.. _.. ( __ i- _..- __. I� - �€.. 'M'.s... _._ 'i _ i _ _ __ _ --- , _ -'- --...i i s ..� _ -. �. - _._._ - - - -_ - _._._ - - , i ,s _ " -_ r , U _ '� >),', R a a ` = 1 ail U - ` S _.^ >� As 0.93 in"2 total area of :.e:cl i Imlel ano In botto i o` bears, bell: O.BS rho. 0.00318 rhb,,,m 0.M ,I a r„ u; %o_ _ _ _ _ ___ _ ;.; _. -_ - ,.. .>, - �_ rl , :-1 _"._._ _._._' .. _ _' _. _.- -. _ _ _._..-. _ -._. _ �. .....-1.. _ i- _ _ j r v - o 0 0" `mE -_ L _ _ _ - - Gnod srriiot e not Gver reinforced „ .0174G shoo 0 ' as :o ,-., c vas ut:. I '.. - .i- ,., , 4 , .law loll ...^,.."., ,,'r, .,> 'i - - ^ ^ ^' -" '> 1. - -'- .`:.... ... -I.-_ ___. ...._ I,. ,: - - - - -- __. -_'._ '" _. ___� _-on„ ., u _ _ :. ,., ,. , : t l _. ° „ -. ^ , ^, . ,, ., ,, .k , .; „ I:, a �._ _. - __.._.f_._ _. t /: I I _ _...__. _--._...__ __ - ____ _. ..._ __._ �I J 5'J ._...._i _'- -1__ - -� - - - F _ ' -' i.- - _._ _.._.._ _ _.. , _I - _..L. I._ - _ : ry ^ _ E F, _ ` Y -'C ,I"� r? c^ sT-na o„ _.IT t = > 2' �'. ( E""_ _ o _ ,. R „ : _-' -��^ _ - __ ,- - - a 3 - 75 % of ri:oua, J.013o5 Sec Rol iclery of Storced ninroe,f c'dn o'h be 314 ci mMtent hsaod phiV, 24514 Psi a table area. of steel I ,, 'el r tF,rrce<I. Hal `a^tor .%5 D.. S- r i.nderrc"fc-ccd ar l.0 :f soc,e l', =doses. iitiV. 245i4 No'e Refe fence ACI 318 Sechon It.v...2 I Psi ., < ., _ - ,- '---,-- -- - -_.. ..____._ -I A_.... -, : _ .. _: _._..,- __. __-.... _. _.Cal LL c _ €n ,n L' :r E 'o" 28.91 - T ,. -„ ,:,,Py If �, l a ^ . .- ^ ,. , - ^ . " ,- - - „ ' , _._ _._, _._.__ _ _._ _:.. _-. _. Ll. _._ - _ I- _I - 1- _. -. -I - _ _ _ :. - i f, '• ' _ _ - z. ,. _ " x _ z w ., 12 e a Psi 1 P hNn 15 L282 tt-I'ot 'Ibf �Sv _ , , a e "- 3 %fl ,I %: Ca lE ' _ _ _ ', �\ L. �_ _ _ - _ _ e : a Vs 7571C ab 1 �` - as _.. .'e ',cN. .; ,:,I,,, oV' -� _ „:. > . v. , ^ � ,.! ,: -; d!c: a ' - __.�. ___ _ _ _ _ L -- ---3 . �, i ,_._ /" \\ h ^!'.:` ea,d shear safe Load roc rlexur 1. L.en 1 coverall l),tei 16s7 f[ 290 iu - _ I-. __. --.- - .,_ .. ) -'{ o _.., ,-e a _ _ _ _. _._ _ _._ _ _ h°^ � /',, o L(.[car'Pon) 192 in r.. _ F 0 ' -,c '_ ', ,. _.._ e:, "-0<"".. r.. _, - - ) 1 5 € a _- a,. -I ,^, .. "t t^'-ill.;:.»rY 1.7 ;ice -ri- L _: ., _ „=a zi i< = ,. _..__.__ : - �\'� - - - - - - - �: �. __ -'-- -- --- --- - -- cars' ...._ - : `o., :, "fie .K h .,.rile 19877 p1t , : - 1 '� 3a W,./ n' .. _n 0_9pit I` l - - - , i, i - - - - - <: .... _...-.-. • E.. :.. _._ 'o a., _ �i _.- _ - _._ _ 1 i - " r SEa - I h 987 : pif '.,: ,.,;. �.., ,.. ,,. ,.. M.m ,,,'..,,.. , J; ,.:._ .,. -_';, - x :, -, : r '- L_ - f-. -LI -. , =; I -_._._ -- .-.. : .. -_._._ _._.___ __0 _ --'___I^ _ - _._„ I ` ` - _ _. _ _..._ : _ _.. - ''-`, `:. - Eli' S «h I$ _ _ S - m - Fo°.- °.g - E `o AllowableSta. Desgn of Cotoot..lel one comps'le beam for Ioh b 7 E3 in Fs 24000.0 psi fm i500.0 �.. _ .. , _ , - 2., [' �: f. ,- r- ,� :,u . t-1i _ i ,.., ,. ., ., o o , -, c c. >,. c ., .� ., :, ._ ,. e e - - - ,. i '` ._ , - - - _- .v; ^ y c.c," L v� -- CI_ �I :, > c o E E E S 0 Y$ :, $'E E N Etc'. F Psi 500. : Fh 0 osi : _ 1 _ - {I $ � :, o z:_,a--,,per .. :,�, ., �Ia =o - I .. !., .. ' ,^ > '„ =,. _ _ __ - fi _ l I_ roar _ _ I I I I I @"luv - 1 -�- yY I C„,..._ =_;1. [, i. 2 ry o a t o 5 .. - _ ", �v r e - . I u t ba,uorc ,; Ilft Ae 0 3' in"2 S f I ' � Em 1350600 psi 1212.6 pit S e bad for an., (inift) Es 29000000 Psi of (`P . i ^ > v. - :.:, -~ c - _ - _ 1 -_ - .. I-." -'-" --_".- s e- v 2==-__z. : ^ '' o ,: _ - " _ - ' - - `= y .; = c = -� y _ , ge _r i; _._ ,.. ,. f _. `` v r .I. 1.' 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These drawin s and s ecifications contain ro rieta 9 P P P ry information and title remains with S ecialt En ineerin Consultants Inc. P Y 9 9 r z O t) i=- z 1r'��E O L.f� O Q LL J z D I- J W Q /_ L/ % 0 z I J O LiJ SQ o O L�/ LL O Q LL 0 z z iz W N O U � � II O O - Q � ry � 0- ^0 I ` 0- N z O 0 O of Q z � O j O Z M O O z w z z (/�r� Q tl w m -;t w z /J Q � O 0 C,1 NE E � R� V o C) Q O ''=A v�l v� c °� �,��, �Ou t ` S� SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE - BROWARD - PALM BEACH FL. CA. #009217 561 - 752 - 5440 OFFICE 561 - 752 - 5542 FAX REVISION 0 1 X - I I I[INI SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 SHEET # OF S9 12 FILE NAME. struct_6510_ABDesi n SCALE 1 /4"=1 '-0" DATE 6/25/2014 RV'D. BY G.McD. DRWN. BY G.McD. The use of these specifications and plans shall be restricted to the original client and site for which they were prepared. Any reproduction or distribution is expressly limited to such use. Any other reproduction, reuse, or disclosure by any method, in whole or in part, is prohibited. These drawings and specifications contain proprietary information and title remains with Specialty Engineering Consultants, Inc. z O (n Q z O O Q LL J z � � U Ld w Q = U Cn z O w Q 0 T- O O o 0 z z � N m O U r O O d r)" I co n O In 0- N z O o ryQ ILL. z � O > z o o c� -m0 z - w 0 z z s Q C� z �07' w m LLI 0 Q 1 NEE,���L — z cn a SPECIALTY ENGINEERING CONSULTANTS, Inc 1599 SW 30th AVE. SUITE #20 BOYNTON BEACH, FL 33426 DADE — BROWARD — PALM BEACH FL. CA. #009217 561 — 752 — 5440 OFFICE 561 — 752 — 5542 FAX REVISION 0 JU 7 201 SEAL GARY McDOUGLE, PE FL #56214 D. ADAM LeBLANC, PE FL #77012 SHEET # OF I S10 12 FILE NAME. struct_6510_ABDesi n SCALE 1 /4"=1 '-0" DATE 6/25/2014