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HomeMy WebLinkAboutBUILDING PLAN2'-0" 4 0 SIDE ELEVATION SCALE: 1/4" = P-0" +36.3 -44.40 a� 0 STUCCO 4 1 45.7 -45.7 +41.2 +41.2 +40, 5 -45.7 +38.4 -45.0 45.0 -44.2 -48.5 El mza -[-j- REVISIONS ENGINEERING REVISIONS 3/10105 LINTEL NOTES, DESIGN PRESSURES 4/14/05 rn _Z O LU +41.2 ry -54.0 O J +42.7 2'-0" 2'- " +42.7 57.1 +37.4- +42.3 :42] ]42.63 2 0+39.1 +q27 +41.7 46.2 41_0 -56.0 --42.7 - 46.2 -45.3 +41.2 -54.0 4 b STUCCO COURTYARD ELEVATION SCALE: 1/4" = V-0" THESE PLANS HAVE BEEN REVIEWED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE SCANNED. BY St Lucie County bP#-05o3 R ST LUCIE COUNTY BUILDING DIVISION 00, REVIEWED FOR 000 RF'JIE MD 000 OAT- 2AE7rML 12 PtANS AND PER?MT 000 MRC KEPT JOB OR 6 NO INSNS PECTION WILL BE MADE THIS STRUCTURE HAS BEEN DESIGNED -43A - STUCCO - FRONT ELEVATION SCALE: 1/4" = V-0" i 1 6 2'V +37.1 -45.9 +40.5 -44.2 +39A -42.7 L Lil +41.2 -54.0 ---+ +40.4 -52.6 Lij +41.2 54.0 STUCCO - - A REAR ELEVATION SCALE: 1/4" = 1'4' AND REVIEWED FOR COMPLIANCE OF FBC 1806.1.4 FOR ONE OF THE FOLLOWING: INTERNAL WIND PRESSURE WINDBORNE DEBRIS PROTECTION CAkL_ (Int) IMPACT RESISTANCE GLAZING (UN.) THESE PLANS AND ALL PROPOSED WORK PRE SUBJECT TO ANY CORRECTIONS PEOUIRED BY FIELD INSPECTORS THAT i'.lAY BE NECESSARY IN ORDER TO CUvTLY VV1 H ALL APPLICABLE CODES. FILE COPY O 2002-05 KNICK DRAFTING, INC. I DATE: 2-9-05 DRAWN BY: BARBARA SHEET NUMBER OF See elevation for roof pitch Roof tiles on 5/8" exterior plywood (see engineer notes) 2x4 pre-engineered wood trusses Galvanized truss R30 insulation @ 24" D.C. (shop dwg's req'd) connector. . Hurricane tie down, �r see truss engineering ' see engineering notes DRYWALL ( g g ) �MASONRY';� Wire lath &stucco for uplift requirements. BLOCK (porch & entry clg) „„ 1/2" drywall 11 °WALL a Ga��.• p 1"X3" PT BUCK Porch beams varies 1 "x 3" furring 1 Metal drip strip ' Q;V 4•:; • 3/16" TAPCON MASONRY SCREWS W/ 1-1/4" III see elev. 16" O.C. r varies 1-1/4" MIN EMBEDMENT IN MASONRY (SEE PRODUCT Cedar fascia &stucco soffit Q. (see floor plan see elev. REVIEW FOR AFFIDAVIT FOR SPACING) for size) WINDOW OR SGD FRAME 1 1 Embedded hurricane j COnc filled tie beam SHIM AS REQUIRED W/LOAD BEARING SHIM w/(1) #6 bar each lintel straps at each end of STUCCO aa��tr:. ;a each beam supported Q'• block course and (1) #6 o. I I by the column as noted bar in precast on plan . Place straps on inside of beam. 1 I 1 1 I 1 I I I 1 1 1 I I I 1 1 I 1 I I I I POURED LINTEL BLOCK W/1 #5 CONT. I 1 1 1 1 1 i ' Precast sill I I BX16 CONC. BLOCK 1 1 � o I 1/2" celotex or equivalent Marble sill I w/1"x2" furring strips I STUCCO ' 8" conc block o ' co Drywall Stucco finish 141 ONE #5 REBAR IN SOLID DOWNPOUR PER FLOOR PLAN ' ' I 1#5 bar min. overlap 25" I 1 1 4" conc slab I ' � Conc filled cells w/1-#5 dowel w/6x6 10/10 wwm i er Ian on 6 mil vapor barrier I I 12"x12" block column filled Lu IN p p GROUND on compacted I a 4 4" conc slab w/6x6 10/10 wwm solid w. 2 #5 bars ' > termite treated fill on 6 mil vapor barrier If � -. W/3 #5 CONT. 1 1 - 12" DEEP X 36" WIDE FOOTING on compacted termite -treated fill over pressure grouted soil 4" min. (see engineering note) Ground line 45° ,1 a COURTYARD WALL `O Finish grade 10 • • 3" min. cover ° 16"x16" ftg. w/ 2 #5 bars per plan (2) #5 bars continuous 16" continuous around perimeter of porch PORCH SECTION 3/411=11-011 BLOCK WALL SECTION113/411 = 11 -011 2" VTR iH 3" VTR WC WC TO SEWER PLUMBING RISER NOT TO SCALE LAV 2 VTR TUB SH -AV \ CO 1-1/2 VTR KS ROOF PLAN SCALE: 1/8" = V-0' THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT "PAY BE NECESSARY IN ORDER TO WITH ALL APPLICABLE CODES, FILE Copy O 2002-05 KNICK DRAFTING, INC. CIO z Cn Z a F fY O U � W J d Q LO U O J Z O 0 Z Z m J d • M N �j C4 MM a A� l%1 x � [O ftS CCS MCI g DATE: • 2-9-05 DRAWN BY: BARBARA SHEET NUMBER OF 3'-4" 1 •• • • M SHOWER � v • 8� T L T{{ LD 2'-4" 4'-0" • F, • F, z rr C- ;` p --„ ih rY�il 3'-4" FOUNDATION PLAN SCALE: 1 /4" = V-0" 81'-0" 6V-0" 4" CONC SLAB W/ 6X6 10/10 W WM ON 6 MIL VAPOR BARRIER ON PRESSURE GROUTED SOIL (SEE ENGINEERING NOTES) W/TERMITE TREATED FILL 121'-8" o®i • 8, 4'-8" 16'-0" LO • 5'-0" 3' 08 \ � " 8 �� \ • • • %, • •/ SGDRECESS I \ • 9.01 81, •• _ r II • ••I — S1ao C. Q v 77 AHV 3'4" i• • • • • C 6'-0• I • T • tQ7 • SOD RECESS • • I I —\ v M • Q `° o T c M • • • • • • • • a • fV • 7:$lill I 1'-4" 15'-8" ms 21'-4" e %< T POOL AN Di� ARD ERS Val 121'-8" I I 3'-4" 2 8 8 8 4 • I. - NJ AIR HANDLER UNIT W/HVAC CHASE.•I M PROVIDE 4" DIAMETER PVC SLEEVE UNDER SLAB FROM A/H LOCATION w I TOMESSOR/CONDENSOR PAD LOCATION. _ • • J • SHOWER �2- 8" ^ LO L? rn 1'-8" 3T-4" • •I DEPRESS 21'-4" 16_-0-0" 20'-0" zo _ N N 2'-8" 8" • 8" WIDE CONC. CURB TO ACCEPT EXT. GARAGE WALL. TOPE OF CURB Ll ELEV. EQUAL W/F.F. ELEV. , r THESE UBJECZ i0 p,NV So CTORS ZHAZ LCOND J �Rp.U1REDBOSS 'S N,ORDER10 42'-8" FILE COPY O 2002-05 KNICK DRAFTING, INC. I z z a O U UJ > a Q � U LO ~ O z O Z z cm a DATE: 2-9-05 DRAWN BY: BARBARA SHEET NUMBER OF N SOFFIT ❑ i ♦ � ♦ \ ♦ ) c) ♦ I i 4 a m SIN o 0 0001 M : : Im / I 4'_1„ 2'-0" „ Z-O" 2'-0" 2,_0" 2'-0" 1 1 4,-0" 2'�„ 1�_0„ 2,-0„ 10'-4" 14'_0„ KITCHEN CABINET ELEVATIONS 1/4"=1'-0" 3'-4" 12'-0" USP NFM45U — 12" MASONR W/ 1410dGALV. COLUMN NAILS (3) 2X12 Tir 7m IIPORCH 10' CEILING co 08 II'c5 r Z 0 b T-4" MAN 4 c� 11'-6" 22'-3" LIVING ROOM 10' CEILING 3'-101, 1 5'-4" 4' PREFRIG / I I 2'-0" V-0" 1'-6" T-2" 7'_8" 81'-0" 61 4'-0" 2'-0" ISLAND ISLAND 121 MIRROR SINK SINK SIN zo it L101-01. MASTER BATH CABINET 1/411=1'-011 POOL BATH 6-10" 13'-6" 8'•11" SOLID GROUTED �] O O MASONRYSHEAR W)#5BA % WALL WI(5) #5 BARS 6 2 • t I L - - - - [ - 0 - _ I\ t O I p 0 O 11 'CABINET ED 1 1 DINING ROOM I • 11. 10' CEILING I j 1 � ; OIL I14'-0" °� 1 8" 1 10' 0" f` v KITCHEN 1 LAUNDRY c I p 10' CEILING I 10' CEILING r I I 2880 = a GIG I o FZ BATH G co 10' CEILIN CA 'AF ? �'� 6'-0" I ISLAND d' all 1� 01 1 9'-6. N 16688F = 288012 SQUAREFOOTAGE LIVING AREA 2097 CABANA 308 TOTAL LIVING 2405 REAR PORCH 300 ENTRY PORCH 193 COURTYARD/LANAI 840 GARAGE 500 TOTAL SQ. FT, 4238 0 0 4'-8" °P LINEN `Y 9080 SGD m „> 9 Y�C 8„ 91_0.. IN co 4 y Q Lo LANAI FL / 10' CEILING_ N p) O N r PR 2480 co 6'=0" 3' 4" a op r to W coZir) N x II 4 5 MASTER BEDROOM , I x +a2.7 �y of a H < , , I I U .46.2 �S Of co 19'-8" 0OIL 5'-4N 0 iHOWER 'I T CEILING �. v NICHE H o STUDY 8 = 10' CEILINGS ' tp' CEILING /- = p. • O �0 A Al pm 3'-4" FLOOR PLAN SCALE: 1/4" = F-0" 3 Er 14'-0" 13'-1�23'-1111" 43'-4" 46'-8" NOTE: LINE UP (3) #6 BARS UNDER ALL GIRDERS c R 48.5 5' TRF(NSOM 4 fV 6'-4" W A) 3131110, _ nil ■ POOLDW ``� ?�A,M1"� (1NO�10�M80%I`kis) �® W SPRAY FOUNTAIN I 6' HIGH WALL 32141 121'-8" SOLID GROUTED MASONRY SHEAR WALL W/ (5) #5 BARS 12" MASONRY COLUMN P.C. LINTEL SCHEDULE FOR LOT 55 RIVER POINTE AT THE SANDS APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO INSURE THEY ARE WITHIN ALLOWABLE LIMITS. LENGTH SAFE GRAVITY APPLIED GRAVITY SAFE UPLIFT APPLIED UPLIFT COMPOSITE BEAM LOAD (Ibs/ft) LOAD (lbslft) LOAD (Ibslft) LOAD (Ibslf ) O IT-4" 1800 219 567 89.5 8F24-1BIIT O12'-0" 2074 182 1514 NA 8F24IB/1T O 9'-4" 1482 NA 1560 NA 8F24-1B/1T aO 7,_6" 2439 853 2354 600 8F24-IBIIT O6-6" 3358 1008 2769 553 8F24-11347 O9-4" 2826 243 3375 187 8F24-113/1T 4149 1186 4010 500 8F'24IB/lT O3'-6" 7315 1008 5219 600 8F24-1BI1T O 5-10" 2303 NA 3084 NA 8F24.1BI1T 06 7,-6" 2944 182 2753 NA 8RF26 0 10'-6" 2774 1306 1261 1123.5 8F24-1BIT I: T-6" 3166 513 2165 412 8F8-IB1T NOTES: R=RECESS ALL GABLES & JACKS=<250 PLF. NOTE USE CASTCRETE HF1618'ITDEIAIL •S RP9ARATTce-09N.III RBQD ur oars 8FM6IWIT ttHWF�WITN ®IOVf ItI 4 M 5, AT (OR EQUAL/BETTER) TYPE 8F16-0B/1T IE•NOhIDVA ]MMT A WI MI MS MBAR AT BOITIXd 1—�j �F 16-1 B/ 1 T M Bdl'IUM1I RP�NFC4ION oPUM¢I.<.vm PIwDVIDEDINIJMPL " !Y]MIXIKg.tH IF POSSIBLE, ryARIP=t T'AL pUARATTFYS E•NOtANAL WmTH pMINALHEbM R®ARATTOP 37'-4" SLEEPING ROOMS PROVIDE AN EGRESS WINDOW WITH A NET CLEAR OPENING 4 OF 5 SQ. FT. FOR GROUND APORS, r 5.7 SQ. FT FOR UPPER FLOON, OPENINGS SHALL NOT BE LESS THAN 24%OR 20'W SILL NOT MORE THAN 44" ABOVE FLOOR, 16-0" 21'-4" 2'-8" 16'-0" 2'•8" Lo Lo O1 PRECAST LINTEL BEAM ` 16'XB' OHGD ' co o +40.4 0D0 -52.6 HB AC / I / 5068 BF _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ` - al i 11ESE PLANS AND ALL PROPOSED WORK 3' 8" 8'-4" RE SUBJECT TO ANY CORRECTIONS ATTIC ,;,':QUIRED BY FIELD INSPECTORS THX ACCESS' AAY BE NECESSARY IN ORDER TO N o GUEST CABANA I I OMPLY WITH ALL APPLICABLE CODE , (o 10' CEILING 4 0 +39.1 L__J L o -49.9 ao �=5'2" 3'-10" BILE COPY +41.6 r % -45.1 2080 = - 1 HOWE 8 POOL o 1 BATH N 1 8.8 4 ICE 1 1 1 1 1 1 , t � 1/23V 8 5'-0" Am GARAGE 10' CEILING 12'-0" 20'-0" EGRESS WINDOW w14 42'-8" [COND] 27'-0" GENERAL NOTES: BUILDERCONTRACTOR TO VERIFY ALL DRAWINGS PRIOR TO ANY PHASE OF CONSTRUCTION. ANYDISCREPANCIES SHOULD BE REPORTED TO KNICK DRAFTING, INC. BEFORE CONSTRUCTION BEGINS.BUILDERICONTRACTORTO VERIFY EGRESS WINDOWS. 04 N REVISIONS ENGINEERING REVISIONS 3/10/05 LINTEL NOTES, DESIGN PRESSURES 4/14/05 z Z CL 0 U w > w _I � a Q U Lo H O Z Z g m Y C L *, ' c l♦f v p c 43 m 0 d H « d ark m L � N 70 70 >* < flzspa ul a1 Q x z r ./�z� 1oO :1r 0_4 a O F ¢0 Qa V u N hGN Muo b ^ U � W Q oe o w � U Ago Cd UU ~ z' 8 O 2002-05 KNICK DRAFTING, INC. I DATE: 2-9-05 DRAWN BY: BARBARA SHEET NUMBER OF PORCH 10' CEILING (D3. HB VTO M. BATH 10' CEILING WP GFI 3h N xl G N MASTER BEDROOM L11' CEILING 10' CEILING �- 2880 LINEN 4080 BF 0 N 1 /2 34 ELECTRIC PLAN SCALE: 1/4" = P-0" NOTE: AFCI ALL BEDROOMS LIVING ROOM 10' CEILING WICLOSET LOACALCULATIONS SQUARE FOOTAGE A/C AREA X 3VA/SQ FT 4800VA SMALL APPLIANCE LOAD 3000VA LAUNDRY LOAD 1500VA DRYER 5000VA REFRIGERATOR 1600VA FREEZER WATER HEATER 4500VA DISHWASHER 1500VA DISPOSAL 500VA MICROWAVE 800VA COMPACTOR RANGE 8000VA RANGETOP WALL OVEN CENTRALVAC POOLPUMP POOL HEATER WHIRLPOOL TUB TOTAL LOAD 31200VA 1ST 10 KVA OF LOAD @ 100% 10000VA REMAINDER @ 40% 8480VA HEAT 1-3 TON HEAT PUMP =7200 VA 1-8KW HEATER =8000 VA TOTAL HVAC = 5200 VA 15200 VA @ 66% 9880VA TOTALLOAD I 28360VA =123.30 AMPS 230 VOLTS 26 POWER CO. O METER RUN 1# 4 THW CU TO 5/8" X 10' GROUND ROD AND COLD WATER PIPE 24 24 12OJ240V 103W NEMA3R 200 AMP IOK Ai ENCLOSED CIRCUIT BREAKER PANEL A A 12OY240V 103W NEMA 1 150 AMP M.L.O.40 CIRCUIT FLUSH MOUNT. #12 CH TO LIGHTS & OUTLECS #10 CH TO WATER HEATER #6 Cy TO RANGE LRUN 3# 250 M.C.M. THW A.L. WITH 1 #6 THW Cy GROUND IN 2 1/2" CONDUIT. 3-250 MCM THW A.L. NOTE: ALL ELECTRICAL MATERIALS AND IN 2 112" G.R.C. CONDUIT INSTALLATIONS SHALL COMPLY WITH APPLICABLE PROVISIONS OF THE NATIONAL ELECTRIC CODE, LOCAL ORDINANCES, AND FLORIDA POWER & LIGHT. ELECTRICAL RISER DIAGRAM N.T.S. p GFI Q 6FI CABINET W D n DINING OOM I VTO I , 10, CEILING GF1 KITCHEN LAUNDRY PANEL p 10' CEILING (9 10' CEILING I 2880 HANGING I LL ABOVE uj & BELOW I o BATH LEDGE CAB 10, CEIL NG @ 8'AFF I LIGHTS _ N VTO FI ISLAND ¢ I I d O III GFI N 1668 BF 2880 LINEN PR 2480 \ O C U II II x Q I IrW4 I I U a I I I I Q o I I X 5'H I o STU HE 10'CEII 5'TRANSOM 9080 SGD 0 m 0 m LANAI N 10' CEILING m BEDROOM BREAKFAST 10, CEILING 10' CEILING v 5080 SGD 1 /2 36 1 /2 36 ?� CANT TRUSSES \ssO� POOL (DESIGN BY OTHERS) SPRAY FOUNTAIN I 6' HIGH WALL e N ENTRY 10' CEILING PR 3080 III L_� LANAI 10'-0" CEILING JYt�] 1 /2 34 IOL TH cmo m AC ELECTRICAL LEGEND CEILING FAN WP WEATHERPROOF DUPLEX (� DUCTED FAN -� SPECIAL PURPOSE RECEPTACLE FLUORESCENT FIXTURE $$ DOUBLE GANG CEILING INCANDESCENT $ SINGLE POLE 3:�pc CEILING PULL CHAIN 3 TRIPLE POLE CEILING RECESSED 10 DOOR OPENER WALL DUCTED FAN p MAIN ELEC PANEL �} WALL MOUNT INCAND ® SMOKE DETECTOR 220 VOLT N TELEPHONE 0 TV OUTLET DUPLEX RECEPTACLE ED CHIME BOTTOM SWITCH DUPLEX DOORBELL rn 5068 BF o GUEST CABANA U) 10' CEILING m Lo 25 ALL BEDROOMS OUTLETS ARE REQUIRED TO BE AFCI PROTECTED (2002) NEC PROVIDED ELECTRIC SMOKE DETECTORS WITH BATTERY BACK - UP IN ALL SLEEPING AREAS AND STAIR LANDINGS WIRED SO THAT THE ACTIVATION OF ANY DETECTOR WILL ACTIVATE ALL. PHOTO SENSOR 16'X8' OHGD I ` � I IGFI i I � � � � I Is - - - - - - - - - - - - - - - - - - - - - A GARAGE DOOR y OPENER T ATTIC GFI ACCESSI� zZ'k3�M;,, [COND] GARAGE 10' CEILING GFI PHOTO SENSOF A Z Z_ O � E- U � W w J < Q U � O Z O Z g m a N1 eq ^ w o_ A O O U A o� c~V M..rj 3 z 8 DATE: 2-9-05 DRAWN BY: THESE PLANS AND ALL PROPOSED Vv' I IC gARBARA ARE SUBJECT TO ANY CORRECTIONS RK)UIRED BY FIELD INSPECTORS THAT P,'iAY BE NECESSARY IN ORDER TO COMPLY V-11TH ALL APPLICABLE CC'" FILE COPY O 2002-05 KNICK DRAFTING, INC. I SHEET NUMBER OF 2005 Lot 55 Structural Engineering Notes 1. These plans are certified to be designed in accordance with Chapter 16 of lhe 2001 Florida Building Code, using a wind load "3 second gust velocity" of 140 mph (importance factor 1.0) in "Exposure Zone C" for a "Wind -Borne Debris" regio . This structure has been designed as on "enclosed" building with on internal pressure coefficient of +0.18 and -0.18. The minimum window & door design pressure are specified within these specifications. This Engineering Design is for resisting wi d loads on this particular residence to be built on this specific lot and cannot be useJ for any other residence or structure. 2. Foundations, Materials, and Testing Specifications shall meet or exceed the following: a.) Prior to placing any concrete, the contractor shall verify that foundations have been provided for all load bearing walls (see truss layout). Foundations shall 1e sized for a maximum 2000 psf bearing capacity and have a minimum width of 16 inches. The soil directly beneath all foundations shall be compacted to 98% of the " odified proctor" density. b.) The weak strata of soil beneath all foundations shall be pressure grouted by Certified Structure & Foundation Inc. prior to pouring the slab. Injections shal be made to a depth of 10 feet at a maximum average spacing of 7 feet. c.) All concrete shall have a minimum compressive strength of 3000 psi aft r 28 days. All slab concrete shall have a minimum thickness of 4 inches with 6x 10/10 WWM on 6 mil vapor barrier on compacted termite treated fill. The slab concrete shall have a compressive strength of 3000 psi in 28 days. All slab concrete shall be poured at a maximum slump of 5 inches and have 11%" deep control joints cut orou d all tile areas and at 20' max spacing (each way) within 24 hours of pouring. All slo concrete shall be cured with water for a period of 3 days. Use soaker hoses, or tarps to keep the slab wet continuously. d.) All masonry block shall have a minimum compressive strength of 1900 ps . All block walls shall be constructed using type S mortar and meet the ACI code of sections 530-95 and 530.1-95 as well as ASTM C90-97. All tie beam concrete shall hove a minimum compressive strength of 3000 psi after 28 days. e.) All reinforcing steel shall have minimum yield strength of 60 KSI (Grade 0). All lap splices shall be a minimum of 25 inches. All bends shall have a minimurr radius .of 6 bar diameters. All reinforcing steel shall have a minimum exterior concrete cover of 1.5" except that all reinforcing steel used in the foundations shall have a minimum concrete cover of 3' 3. Block Walls shall be constructed using 8" x 8" x 16" hollow masonry blocl, laid in running bond and interlocked at all intersections with solid tie beams and do npours as follows: Downpours - Downpours shall be poured solid with one #5 bar continuous fr m the foundation to the tie beam. The bar shall be hooked 12" in the foundation ( long the bottom steel) and 12" in the tie beam (along the top steel). Provide downpo rs at all corners, both sides of all openings and at a maximum spacing of four (4) ff et, and as shown on the plan. Place two adjacent downpours on each side of all openings over 8' wide, where the tie beam height chances, and where block walls are discontinued and frame walls start. Each downpour shall be grouted solid using 3000-psi "pea rock" concrete. - CUT ONE BOTTOM FACE OUT OF DOWNPOUR BLOCK, WITH A MINIMUM AREA OF 12 SQUARE INCHES AND A MINIMUM OPEN DIMENSION OF 3 INCHES, TO CLEAN THE CELL, IIE STEEL, AND TO ENSURE A PROPER POUR. ...,- Tie Beams- 8" x 16" lintel block tie beam with two #6 bars; one top and one bottom, with solid downpours at all corners, both sides of all openings, at in rvals of 4'-011 and as shown on plan. Each downpour shall contain 3000-psi concrete and one , #5 bar. Corner Bars - All tie beam corners shall contain two 30" x 30" x #5 corner Tie Beam Step Down - Step-downs (or step-ups) in the tie beam shall be as illustrated on plans. bars. onstructed 4. Exterior and Interior Frame Walls - The minimum stud lumber shall be; 2x4 spruc studs at 16" o.c. or 2x6 spruce studs at 16" o.c. Nail 2x4 studs at the top and bottom with (2)-16d nails. Nail 2x6 studs at the top and bottom with (3)-16d nails. All studs on Load Bearing walls must be strapped and connected at the top and bottom to resist uplift load (see Frame Wall Section). Top and Bottom Plates - All bearing walls shall have a double top plate with 36" (min.) lap splices nailed with (18)-16d nails in the lap. Interlock all corners and nail with (4)-16d nails. Nail top plates together at 12" o.c. everywhere else. Bottom plate bearing on concrete shall be pressure treated lumber. All top and bottom plates shall be anchored as required to reisist applied uplift loads as noted in Note #9. (See fro e wall section on Detail sheet for type and location of connector required). 7 Wall Sheathing - See Note 7. 5. Gable End Walls - None 6. Shear Walls - All the block walls in this residence are used as shear walls and sh III have solid downpours as described in note #3 and where shown on the floor plan. Some block shear walls are "Solid Grouted" (see floor plan). No wood frame shear wo Is are required. 7. Wall Sheathing - After exterior wood frame walls have been properly strapped, she t wall with 1/2" CDX- 4 ply plywood. All exposed joints must have 2x4 or 2x6 blocki g. Nail sheathing as follows: Top and Bottom edges - 8d common galv. nails @ '3" o.c. Side edges - 8d common galv. nails @ 4" o,c. Intermediate supports - 8d common galv. nails @ 8" o.c. All wall blocking - two 12d nails each end of blocking with 8d goly. nails @ 3" D.C. each edge of plywood Wall sheathing shall begin at the bottom plate of frame wall. 8. Roof Trusses - The roof structure consists of pre-engineered trusses placed 24" D.C. The trusses shall be designed and engineered for 140 mph wind loads (Zone C) in accordance with the "Florida Building Code". Final truss engineering shall include uplift for all trusses, and include all truss bracing requirements, and shall specify all girder bucket loads. Where large roof sections meet, the truss manufacturer shall provide pre-engineered "Valley -Set" trusses. Roof Sheathing - The roof trusses shall be sheathed with 5/8" CDX Plywood and nailed with 8d (2 1/") galvanized common nails at 4" o.c. everywhere within 4'-0" of all roof edges and ridgelines. All other areas can be nailed at 6" on edges and 8" on intermediate supports (staples are not allowed). Where truss or roofing manufacturer specifications differ from these, use the more stringent. Brace all trusses as required by the manufacturer. 9. Uplift connectors: All trusses and wood frame bearing walls shall be strapped or otherwise connected with a direct load path from the truss all the way to the foundation. This includes the connection between the truss and the tie beam or wood beam/wall adequately to resist the uplift values given by the "Truss System" Engineer at each bearing point. Use the following connector schedule (or equal connectors) to resist the truss uplift loads categorized below. Use connector strengths and nailing requirements in accordance with the manufacturers' recommendations. See "Engineer Approved" Truss layout for connector location. ANCHOR/CONNECTOR SCHEDULE NOTES: (1) TRUSS TO BLOCK CONNECTIONS ARE WITH NUMBER 10A THRU IOG AS REQUIRED TO SATISFY UPLIFT U.N.O. ON LAYOUT. (2) WHERE A TRUSS HAS FEWER PLIES THAN THE SPECIFIED CONNECTORS DESIGN, USE MULTIPLES AS REQUIRED OF 3/4" WOOD x 8" LONG EACH BLOCK WITH 6-8d NAILS. NO. I MANUFACTURER QTY. PART NO. ATTACHMENT CONNECTED ELEMENTS MAX, UPLIFT t0A LISP 1 TA20 7-10d x 1 1h" 1 PLY TO TIE BEAM 735 1oB USP 1 TA20 9-10d x 1 A" 1 PLY TO TIE BEAM 650 10C USP 1 TA20 11-10d x 1 36" 1 PLY TO TIE BEAM 1150 9 USP 1 TA20 13-10d x 1 �1h" 1 PLY TO TIE BEAM 1595 10E USP 1 HTA20 17-10d x 1 1h" 1 PLY TO TIE BEAM 2005 tOF USP 2 TA20 13-10d x 1 t1A" 1 PLY TO TIE BEAM 2375 tOG USP 2 TA20 13-10d x 1 ''A" EA. 2 PLY TO TIE BEAM 2750 tOH USP 2 HTA20 17-10d x 1 16" EA. 1 PLY To TIE BEAM 3070 20A USP 1 USC3F (2) 3/4" x 6" 3 PLY TO TIE BEAM 6170 WEDGE BOLTS 20B USP 1 H1T22 x 6" BOLT ((1 30d" 2 PLY TO TIE BEAM 4950 GALV. NAILS 20C USP 1 HUGT2 (2) 3/4" x 8" 2 PLY TO TIE BEAM 0545 WEDGE BOLTS 3pp USP 1 HDPT2 12-10d GALV. NAILS 1 PLYBEATO WOOD FRAME 1500 30B USP 1 RT16 16-80 GALV. NAILS 1 PLY TO WOOD FRAME 945 3oC USP i LUGT2 16-10d EA. 2 PLY TO WOOD FRAME 2260 8 USP 1 HCDP "`" B-8D-GALV, NAILS 1 PLY TO WOOD FRAME 350 40A SIMPSON 1 LEGM-SDS324-SOS 1/43" SCREWS 3-PLY TO BLOCK 7200 (UPLIFT) HANGER 4-3/4" ATR 12.000 (GRAY) 50p USP 1 KMEG5 2-3/4" x 6" BOLTS LVL TO LVL 4615 (UPUFr) W 2= WASHERS 5875 (GRAV) 80A USP 1 NFM35x16U 1/2" J-BOLT LVL To BLOCK 4 5(11 HERS 6(UPUFT BOB USP 1 NFM3x12 (1) 1/2" J-BOLT LVL TO BLOCK 1325 (UPUFr) 14-10d GALV, NAILS 5835 (GRAY) 10. Wall Headers & Beams - All tie beams located above openings 3' to 16' wide shall be 8" x 16" (min.) tie beams consisting of an 8" x 8" precast header with 8" lintel block on top. The contractor shall VERIFY that all pre -cast headers are rated for the truss loads that they support (SEE SIGNED AND SEALED TRUSS LAYOUTS THAT ARE PROVIDED BY THE "TRUSS SYSTEM" ENGINEER). These beams shall contain a minimum of (2)-#5 bars (one top and one in precast). If there are two lintel block courses above the precast, then place one #5 in each lintel block course as well as one #5 in the precast. Use additional steel if required by precast header manufacturer. All openings shall have precast headers. 11. All Girder Trusses and Girder Beams shall be strapped to their supporting tie beam or wood beam/wall adequately to resist the uplift values given by the "Truss System" Engineer at each bearing point. (See Connector Schedule under note #9 and "Engineer Approved" Truss Layouts for connector location). 12. Steel Columns - None 13. Exterior Windows & Doors !(including fixed glass) - This engineering design is based on this residence being an "enclosed" structure, therefore; All windows, Sliding glass doors, and glass panels in entry doors shall be "impact resistant" meeting the minimum requirements of the Florida Building Code for impact resistance or shall have "code compliant" protective shutters installed over the openings. T Design Pressures - All windows, Sliding glass doors, and entry doors shall be designed and certified by the manufacturer to resist a minimum design wind pressures listed below. The design and certification shall include installation details. THESE PLANS AND ALL PROPOSED WORK ARE. SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES, FILE COPY Windows & Doors located in Edge Strip areas: (within 4'-0" of corners) WINDOW SIZE (sq. ft.) 10 20 50 100 INWARD PRESSURE (psf) 42.7 40.8 38.2 36.3 Windows & Doors located NOT in Edge Strip areas: OUTWARD PRESSURE (psf) 57.1 53.2 48.2 44.4 WINDOW SIZE (sq. ft.) INWARD PRESSURE (psf) OUTWARD PRESSURE (psf) 10 42.7 46.2 20 40.8 44.4 50 38.2 41.9 100 36.3 40.0 Testing & Labeling - All exterior windows and doors shall be tested and each product type certified to meet the design pressures specified above, including attachment to the main structure. ALL GLAZED OPENINGS SHALL MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST unless they are covered with "code compliant" protective shutters. All testing shall be in accordance with the testing provisions outlined in the Florida Building Code. Product certification shall be provided to the Building Department by an independent testing laboratory meeting the qualifications outlined in the Florida Building Code. The product certification shall include the minimum installation details (including fasteners and their spacing) required to resist the total force on the window when the design wind pressures are applied to the total area of the window. All Windows and glass doors shall bear an AAMA or WDMA or other approved label identifying the manufacturer, model or model number, performance characteristics, and approved product evaluation entity to indicate compliance with the requirements of ANSI / AAMA / NWWDA 101/IS2 2/97. 14. Porch and Entry Structures: The roof trusses, rafters, and joists that make up these structures shall be fastened to their supporting headers, beams, and walls with appropriate connectors as described above. The uplift on these members should come from your final truss -engineering package for each individual truss. See note above for truss uplift connectors. Wood porch beams that bear on top of concrete filled block columns shall be strapped to the column as specified on the floor plan. If no straps are specified, use three (3) "USP" TA 20 embedded straps at each end of the inside of each beam bearing on the column. Nail with thirteen (13) 10d x 11h" galvanized nails. All wood porch beams and other exterior wood beams that attach to the side of the tie beam (or block column) shall be connected using structural masonry hangers rated to resist uplift and gravity loads imposed by the trusses. Connect trusses to Porch wood beams as described under "Uplift Connectors" written above. 15. Cladding and Components: Siding, roofing, and all other cladding and components shall be fastened in strict accordance with the manufacture specifications to resist 140 mph winds (this includes decorative attachments). Contractors should make these manufacturers provide certification that their product and fastener details meet or exceed the requirements of the 2001 Florida Building Code for this wind zone. The minimum design pressures are the some as used for windows and doors, which are tabulated above. Roofing Materials and installation - The Roofing material manufacturer shall provide product certification showing that the roofing materials and their installation comply with all requirements of the Florida Building Code for 140 mph wind loads for Zone C, and with all of sections 1517 & 1518 in Chapter 15. The Building Contractor shall verify that the Roofing sub -contractor has a copy of these sections of the code. These sections are summarized below: a.) All roofing components shall be rated for 140 mph (Zone C) wind loads in accordance with the Florida Building Code,' and be labeled by the manufacturer showing' the manufacturers name, model, or type of product, and ASTM product approval information. b.) Roofing Nails - All Nails for attaching Tin Caps shall be 12 gage HD galvanized, ring shank nails with minimum 3/8" diameter heads. Nails shall be long enough to penetrate through the plywood roof sheathing a minimum of 3/16" and in no case be less than 1" long for attaching underlayment. (Roof tile shall be attached as described below) c.) Tin Caps or Cap Nails shall be used to hold all underlayment in place every 6" o.c along edges, ends, and at overlaps, and 12" o.c in staggered rows everywhere else. All tin caps shall be corrosion resistant. d.) Underlavment shall meet the requirements of the manufacturers' product approval, but not less than one layer of an ASTM D 226, Type II with a 4" headlap and 6" endlap nailed in place every 6" o.c along edges and at overlaps, and 12" o.c everywhere else. e.) Roof Tile shall be "Entegra Estate 'S' Concrete Roof Tile" 161h" x 13" x 1%" thick Low Profile interlocking extruded tile. Each roof tile shall be installed in accordance with the MIAMI-DADE County Product Acceptance No. 01-0703,04 using (2)- #10 by 3" long stainless steel screws. 16. Garage Door Jamb Installation: Use 2x6 jamb to block - (4) ® 5/8" x 6 wedge anchors with 2" washers (or (4) 1%$1 x 8" embedded anchor bolts). Attach garage door to the jamb in accordance with the door manufacturer specifications. The minimum attachment shall be (8) © 5/16" x 11h" Leg screws in each jamb. 17. It is the responsibility of the contractor and building inspector to insure that these specifications are met and that ALL structural members are strapped, bolted, or otherwise fastened down to resist high wind loads with a continuous load path to the foundation. Q (n W Q lI Iu LJ J W O 11 O LLJ DRAWN BY: CHECKED BY: J1 J3 J5 JP JP 1 C 0 0 ro a HEIMIM i . 51111112% I I=I= 0 ffil JC NOTES: 0 . ALL VALUES ARE BASED ON THE "2004 USP FULL LINE CATALOG" 2. UNLESS OTHER WISE NOTED, ALL TRUSS TO WOOD-FRAME/BEAM REQUIRES 9 3. ALL TRUSS TO TRUSS CONNECTORS PROVIDED BY TRUSS MANUFACTURER THIS REVIEWED AND APPROVED TRUSS LAYOUT IS USED ONLY FOR THE TYPE AND LOCATION OF CONNECTORS REQUIRED. SEE SIGNED AND SEALED TRUSS LAYOUT PROVIDED BY TRUSS SYSTEM ENGINEER FOR CONSTRUCTION. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES �1711 m i�.1�1■I 01 I I I m m m RLo � I J1 I I I I I I I I I d J3 I I I I I 3'-4' J5 I I JI SEAT PLATES BY CHAMBERS , I I 7' I I I JK I I I I , I I I J L JM 2'-8" 21'-4" 2 —8 JH - -- -- -- --- -- -- -- -- --- — -- -- --- I J7 r1 2'-8" CANTILEVER J7 J7 J7 72.6/71.8 MITEK 4.0 LOADING/DESIGN CRITERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH AS SBC 1604.6.1 J7 J5 County SAINT LUCIE J5 Building Department ST LUCIE COUNTY J3 Wind Design Criteria ASCE 7-98 J3 Wind Design Method Main Wind Force Resisting J1 Roofing Material Cement Tile J1 Loading in PSF Roof R.D.L. /4:; Top Chord Live 20 Top Chord Dead 15 4.2 Bottom Chord Live 0 Bottom Chord Dead 10 3 TOTAL Load 45 7.2 Duration Factor 1.25 Wind Speed 140mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 151-31) Building Type ENCLOSED Building Category Il: Non Restrictive Exposure Category C: COASTAL Miles from Ocean 0 Conforms to Florida Building Code 2001 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: 62266 Scale: 3/16 = 1' 165 total trusses, 66 different trusses. MI 4: RJW ACAD: RJW Reviewed By: —__—_ Date: 02/18/05 FOR BRANDON CAPITAL CORP. DESCRIPTION: LOT 55/RIVER POINT PAGE 1 of 2 CUSTOMER INITIALS EACH PAGE INDICATES LOAD BEARING WALL REQUIRED BY TRUSSES SUPPLI€D BY BUILDER AT A HEIGHT OF 10'-0 ABOVE FINISHED FLOOR W TRUSS DESIGN BY: CHAMBERS TRJSS FORT PIERCE, FLORIDA 34982 800-551-5932 NC� ANCHOR CONNECTOR SCHEDULE NOTES: (1) TRUSS TO BLOCK CONNECTIONS ARE WITH NUMBER LOA THRU LOG AS REQUIRED TO SATISFY UPLIFT U.N.O. ON LAYOUT. (2) A FEWER THE CONNECTORS DESIGN, " WOOD x 6ECIFIED REQUIREDP FE3/4THAN MULTIPLESSASAS U USERE LONG EACH BLOCK ITH8-8d NAILS. NO. MANUFACTURER QTY. PART NO. ATTACHMENT CONNECTED ELEMENTS MAX. UPLIFT t0A USP 1 TA20 7-10d x 1 1 PLY TO TIE BEAM 735 tOB USP 1 TA20 9-10d x 1 1 PLY TO TIE BEAM 950 10C USP 1 TA20 11-10d x 1 11h" 1 PLY TO TIE BEAM 1160 10D USP 1 TA20 13-10d x 1 11h" 1 PLY TO TIE BEAM 1595 10E USP 1 HTA20 17-10d x 1 11h" 1 PLY TO TIE BEAM 2005 1OF USP 2 TA20 13-10d x 1 36" 1 PLY TO TIE BEAM 2375 toG USP 2 TA20 13-10d x 1 ''h" EA. 2 PLY TO TIE BEAM 2750 10H USP 2 HTA20 17-10d x 1 1/i" EA. 1 PLY TO TIE BEAM 3070 20A USP 1 US131 (2) 3/4" x 6" WEDGE BOLTS 3 PLY TO TIE BEAM 6170 20B USP 1 HTT22 (1) 3/4" x 6" BOLT 2 PLY TO TIE BEAM 5370 32 10d GALV. NAILS 20CI USP 1 HUGT2 (2) 3/4 x 8 2 PLY TO TIE BEAM 6545 WEDGE BOLTS 30A USP 1 HDPT2 12-10d GALV. NAILS 1 PLYBETAOM WOOD FRAME 1500 30B USP 1 RT16 16-BD GALV. NAILS 1 PLY TO WOOD FRAME 945 30C USP 1 LUGT2 16-10d EA. 2 PLY TO WOOD FRAME 2260 3OC USP 1 HCDP 8-BD GALV. NAILS 1 PLY TO WOOD FRAME 350 S I M PS O N 1 LEHANGER II-IDS3 24-S 4 3/4x3ATR SCREWS 3-PLY TO BLOCK 7200 40A o00 (GLIFr) USP 1 KMEG5 2-3/4 1. x 6" BOLTS LVL TO LVL 4615 (UPLIFT) SOA W 2- WASHERS 6875 (GRAV) USP 1 NFM35xt6U 1222-WASHERS LVL TO BLOCK (UPLI 35s §6OB 5(11 5450 (GRAVV)) USP 1 NFM3x12 LVL TO BLOCK 15835 (GRAV)) 141,10d2GALVBNAILS J3 J7 J7 J7 J7 J7 J5 J3 J1 THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT PE NECESSARY IN ORDER TO C. "' PEY "Al i H ALL APPLICABLE CODES. FILE COPY L ' LS T Q ELECTRIC PLAN SCALE: 1/4" = 1'-0" NOTE: AFCI ALL BEDROOMS LOAD CALCULATIONS SQUARE FOOTAGE A/O AREA X 3VA/SQ FT 4800VA SMALL APPLIANCE LOAD 3000VA LAUNDRY LOAD 1500VA DRYER 5000VA REFRIGERATOR 1600VA FREEZER WATER HEATER 4500VA DISHWASHER 1500VA DISPOSAL 500VA MICROWAVE 800VA COMPACTOR RANGE 8000VA RANGETOP WALL OVEN CENTRAL VAC POOLPUMP POOL HEATER WHIRLPOOL TUB TOTALLOAD 31200VA 1ST 10 KVA OF LOAD ® 100% 10000VA REMAINDER @ 40% 84BOVA HEAT 1-3 TON HEAT PUMP =7200 VA 1-8KW HEATER =8000 VA TOTAL HVAC =15200 VA 15200 VA @ 65% 98BOVA TOTALLOAD 28360VA =123.30 AMPS 230 VOLTS 120/240V lo3W NEMA3R 200 AMP 1OK A/C ENCLOSED CIRCUIT BREAKER PANEL A POWER CO. METER PANELA 120/240V lo3W NEMA 1 150 AMP M.L.O.40 CIRCUIT FLUSH MOUNT. #12 CN TO LIGHTS &OUTLETS RUN 1# 4 THW CU #10 Cy TO WATER HEATER TO 518" X 10' #6 Cµ TO RANGE GROUND ROD AND COLD WATER PIPE LRUN 3# 250 M.C.M. THW A.L. WITH 1 #6 THW C14 GROUND IN 2 D2" CONDUIT. 3-250 MCM THW A.L. NOTE: ALL ELECTRICAL MATERIALS AND IN 2 112" G.R.C. CONDUIT INSTALLATIONS SHALL COMPLY WITH APPLICABLE PROVISIONS OF THE NATIONAL ELECTRIC CODE, LOCAL ORDINANCES, AND FLORIDA POWER & LIGHT. ELECTRICAL RISER DIAGRAM N.T.S. ELECTRICAL LEGEND CEILING FAN DUCTED FAN FLUORESCENT FIXTURE CEILING INCANDESCENT �Cpc CEILING PULL CHAIN 0 CEILING RECESSED 10- WALL DUCTED FAN WALL MOUNT INCAND 220 VOLT DUPLEX RECEPTACLE BOTTOM SWITCH DUPLEX WP WEATHERPROOF DUPLEX -® SPECIAL PURPOSE RECEPTACLE $$ DOUBLE GANG SINGLE POLE $3 TRIPLE POLE 10 DOOR OPENER MIR—"I MAIN ELEC PANEL ® SMOKE DETECTOR 4 TELEPHONE €]V TV OUTLET CHIME Q DOORBELL B N N iso ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES, FILE COPY O 2002-05 KNICK DRAFTING, INC. I REVISIONS to z rA 0 a 0 U w EE F- a. U L � O Z 0 Z g m CL DATE: 2-9-05 SHEET NUMBER I OF