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HomeMy WebLinkAboutPLANS0 N O CV NE. W i LA REAR ELEVATION SCALE: 1/4" = P-0" HURRICANE SHUTTERS ON SIDE AND REAR ELEVATIONS -✓- 3�.3 4b,4 GRILL ABOVE GRILLAREA 1 1� V 1\ 1 ✓✓ � a� a a a 3v . 4 SCALE: 1/4" = V-0" + -42•0 44,,3 38.4� 45-9 ?'.4 -42,0 STUCCO BAND — STUCCO 12 : I6 THESE PLANS HAVE BEEN REVIEWED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, P oSQ3Dc�(�3 R OT, LUCIE COUNTY BUILDING DIVISION WpR�VI[ D FOR l L CE REVIEWS.BY I! DATE P N A D PER MUST BE KEPT ON J OR NO INSPECTION WILL BE MADE THIS STRUCTURE HAS BEEN DESIGNED AND REVIEWED FOR COMPLIANCE OF FBC 1606.1.4 FOR ONE OF THE FOLLOWING: INTERNAL WIND PRESSURE Int. WINDBORNE DEBRIS PROTECTION (Int,) IMPACT RESISTANCE GLAZING S.04L (Im.) liml. 1111111MIIIIIIIIIII v tl Q `v - - er%^POSED WORK IRRECTIONS ,CTORS THAT RDER TO .ABLE CODES- :OPY 71 z F L_ 0 Y SCANNED z St. Lucie County o 0 v3 0�U C) 3 6 r— O REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 G7 W Z LLI 0 W H � � co J H H Z CL w Q W a U Z _ 0 �k �I z 0 m O- Y C � lC O m U rn c_ N� N L C 0 W � Y a c a c w � CLIc = w /O .t Ht � ICI MQyM ¢x� azm I_I ydQyl "' • Ug M u M N N — ` Meq as Q M rT v MCI o Q W U 0 U 2 U �~j z F� 8 DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER OF I REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 12 6 of I NEE 0-0 ENMEN M i ■■■ - -- ■■■ I ■■■ II ■■ +3q..z - -43.4 STUCCO LEFT ELEVATION HURRICANE SHUTTERS SIDE ELEVATIONS SCALE: 1/4" = P-0" RIGHT ELEVATION HURRICANE SHUTTERS SIDE ELEVATIONS SCALE: 1/4" = P-0" MEN �C:I 'I 1 ■■■ IOE m 4- 0 v ALL PROPOSED WORK JY CORRECTIONS INSPECTORS THAT Y IN ORDER TO APPLICABLE CODES. .E COPY u z c� z F- LL a Y _u z Y O O N C7 0 W Z Lu LU m U LU W H Z W 4 W a U Z > 0 2 co g a DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER OF I / ♦ I / I / ♦ I / ♦ r - - - Z / I / ♦ I // ♦♦ ` •� �� �, 1 L——————————————--——————— Ir — — — — — — - II II / II II / II I' 1 I I� ROOF PLAN r _ — — — — _ — SCALE: 1/8" = V-0" i --------------- DRYWALL 1"X4" PT BUCK ,,,1-3/16" TAPCON MASONRY SCREWS W/ 1-1/4" EMBEDMENT IN MASONRY (SEE PRODUCT �REV�IEW FOR AFFIDAVIT FOR SPACING) _J�WINDOW OR SGD FRAME SHIM AS REQUIRED W/LOAD BEARING SHIM STUCCO STANDARD WINDOW/DOOR BUCK NOT TO SCALE Wire lath & stucco .r II II',I IVI (porch & entry clg) vanes Porch beams „ I 1 see elev. (see floor plan 1 for size) 1 1 Galvanized truss connector. see truss engineering for uplift requirements. 1 1 Embedded hurricane straps at each end of 1 1 each beam supported 1 1 by the column as noted on plan. Place straps 1 1 on inside of beam. I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 4" conc slab 1 1 w/6x6 10/10 wwm on 6 mil vapor barrier 1 1 on compacted 1 1 te__7 rmite treated fill 1 1 1 1 —-—— ——�� 1 "a cc �r Ground line m 3" per plan PORCH SECTION 3/411=11-011 12"xl2" block column filled solid w. 2 #5 bars #5 bars WAIL I 1.12" VTR d' VIFI /JL / / i / / LAVS LT wM R Marble sill Drywall \ In W 4" min. 450 3" min. cover I 2 VTR we TO SEWER TUBPLUMBING RISER NOT TO SCALE See elevation for roof pitch Roof tiles on 5/8" exterior plywood (see engineer notes) 2x4 pre-engineered wood trusses @ 24" o.c. (shop dwg's req'd) Hurricane tie down, (see engineering notes) `�—Metal drip strip varies � see elev. Alum fascia & vinyl soffit Conc filled tie beam w/(1) #6 bar each lintel block course and (1) #6 bar in precast Precast sill 112" celotex or equivalent w/l "x2" furring strips 8" conc block Stucco finish 1#5 bar min. overlap 25" ///�Conc filled cells w/1-#5 dowel :: per plan 4" conc slab w/6x6 10/10 wwm on 6 mil vapor barrier on compacted termite -treated fill over pressure grouted soil (see engineering note) l9 a Finish grade a u•►• �_ •pk ffgyL, EMU" (2) #5 bars continuous P.C. LINTEL SCHEDULE FOR LOT 47 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 SAFli UPLIFT APPLIED UPLIFT COMPOSITE BEAM LOAD(Ibs/'ft) LOAD(Ibs)ft) LOAD(lbsl11) LOAD(Ibsift) O17-4" 1800 606 %7 233 81-241BIlT O12'-0" 2074 1733 1514 1424 8F24-1B/1T O11'4' 2355 NA 1104 NA 8F241B/1T O10'-6" 1122 NA 1261 NA 8F24-1B/1T O9'-4" 1482 NA 1560 NA 8F24-1B/1T O7-6" 2439 1334 2354 660 8F24-1B/1T O6'-6" 3358 NA 2769 NA 8F24-1BI1T O5-10" 2304 179.5 3084 70.5 W24-0B/1T O5-4" 2826 1207 3375 873.5 W24-OWIT 10 4'-6x 4149 1334 .4110 572 8F24-OB/1T 11 4'-0" 5410 NA 4.532 NA 8F24-OB/1T 3'-6" 7315 303 1176 206.5 8F24-OB/1T 13 4'-8" 4487 679 3937 314.5 8RF22-OB/1T 14 19'_4" 8F16-1B NOTES: R=RECESS ALL GABLES & JACKS=<250 PLF. NOTE: USE CASTCRETE 8F16-IB: IT DETAIL rtl®ARAT ttP.A@l. B)RH(}D aeAa SF16-LWIT Fd41tID WITH ataR/IkUleiLLPD orne�e�s AT cuu �NTm YW M4G (OREQUALBETTER) TYPE 8F16-0B/ 1T 16'NaourN®art f. m " °I { �F 164 B/ 1 T IF POSSIBLE etlITOM Wuwn oxuMeec�vgv ve�v,"eowurrtel. wwx��vlmx I a,H J rv"°4 ' Y• NIXANAL WIMH �A�V roNlxeexuex< J e®Ai ATTa' R30 insulation 1/2" drywall J J 1 1 "x 3"furring 1 @ 16" O.C. i o 1 Marble sill 1 Drywall 1 1 1 rn w a 4" min. 11 11 4 11 5 1 See elevation for roof pitch Roof tiles on 5/8" exterior plywood (see engineer notes) 2x4 pre-engineered wood trusses @ 24" o.c. (shop dwg's req'd) Hurricane tie down, (see engineering notes) '— Metal drip strip vanesee elev. Alum fascia & vinyl soffit Conc filled tie beam w/(l) #6 bar each lintel block course and (1) #6 bar in precast THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPC/ WITH ALL APPLICABLE CODES. M 1 1 1 J • a per plan STEM WALL SECTION 3/411 = 11-011 FILE COPY - Precast sill -1 /2" celotex or equivalent w/l "x2" furring strips 8" cone block Stucco finish 1#5 bar min. overlap 25" -Conc filled cells w/1-#5 dowel per plan 4" conc slab w/6x6 10/10 wwm on 6 mil vapor barrier on compacted termite -treated fill over pressure grouted soil (see engineering note) Finish grade (2) #5 bars continuous U Z c9 Z_ tZ 0 U Z O O N t tT REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 ENGINEERING REVISIONS 2/28/05 L1J 0 Z w L1J H � O F- J LU W Z F- 11 W a U Z v Z 0 m a m • U� M rqN h^ en Q en w H o A U A� o� = U ~ z 8 DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER 3 OF 0 Ili. p.i b I. REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 ENGINEERING REVISIONS 2/28/05 cn w a a U cn ry w O Q F U � ¢ Q w w f-- z CL Lli U LIJ a cn w Z _ z v Q z O m g a m N WN N /1 v �Fy-.� 0. 00 o Qv � W Q .8 OQ x A O ~ z 8 DATE: 12,10-04 DRAWN BY: BARBARA SHEET NUMBER 4 DF 9 30'-0" M (5) 27 W/ 2'Il TRANSOM o� N Z z FAMILY ROOM 14' TRAY CEILING w H W O N c U p O N " rn J w x N 5 a 27'-0" I I I 13'-013'-0" I o KITCHEN 14' CEILING y 101 Z --, I • i I N Q Q ISLAND 10 I v , N I I I I in Z9 ' 4'-0" 4'-0" 2'-0„ , in rn I z rn Q I SOLID GROUTED ' D L OVEN Q MASONRY SHEAR I W RMING WALL W/(1)#5 BAR 1 I rREFRIG FREEZER @16"O.C.` -- -MICR --- ♦ ------ `/ 1 BEDS OOM #2 14' EILING to Z v M 13' 18'-1" X u r '1• u • Li q..)j*---jUSPUMH358 I-�$•4 , 0 �U 0 O z co 6 9 - 0 x 2 ¢ KLEG5 HANGER � a 5'-0" x a (3) 2X12 r99s0c III Lo B EAKFAST m o LG AS PER WNER 8'_0„ c?x 8'4' f—co NZ Q 00 a U 2 x 4'-4" 2'-0" 0 m N o� bo 10 PR 3080 FRENCh TWn W/2'H TRANSOM USP UMH358 6 36'-0" DINING 14' CEILING Q f` 29'-4" JSP NFM45U PORCH 14 CEILING 3'-10" ,PR 3080 FREN W/2'H TRANSC a LIVING ROOM 14' CEILING SOLID_-. MASONBEARING WAL e L , i �I Ii t�♦t�����t��t��t��`» r C080 PKT FOYER 1, co .:0 B - BATH�Ia. 6 � ,. ,. 880,,, ;Ip [7111/00 311101� - — — W/TRANSOM °Q EGRESS I I N WINDOW REGUIRED m I Lq EILDNG 5080 BF N -ado o I . LINE UP GROUTED N � I Q CELLS W/3#5 Q o BENEATH GIRDER ENTRY zo 13'-4" " 2'-0" � 5'•10' 121-4" 8" 20' CEILING I - CV STORAGE W/AC HVAC Q , EGRESS io 10'-0" $p DOW i0 14' CEILING U N REQUIRED 2868 !�t 12 _q 8v (2) 2x, z N BEDROOM #3 T-4" 2'-4" 14' CEILING a 6 Ln 2880 • O GARAGE BEARING WALL (2) 20 W/ 12' CEILING 2'-8"H EYEBR W TRANSOM WH ATTIC , 5'-10" V-10" : STAIR L 22'-0" I 8„ 16' X 8' OHGD 14 \ ' PRE -CAST LINTEL BEAM • 2'-8" L 18'-0" 2 3 - 12'-8" 98'-11" 7. 17'-711 L 22'-0" SUN PORCH 12' CEILING !%a O / ` A 0p� Al / MASTER BEDROOM \ 12' TRAY CEILING / /EGRESS / WINDOW \ REQUIRED < < F��ep Q ryo / , \X ry �♦ Co � \� � `� ♦ SOLID GROUTED SH WER LINEN w z 4 W� a 5 0 } 2'4" 1'-8" J MASTER BAT 12' CEILING ` 2880 PKT N �� 1 6O ♦IH � o ♦ ♦ 17.. �P 6 HVAC b� % ` ♦ ♦ j�0a ` 90 ♦ ` 6 SOLIDGROUT D ♦♦ �♦ `g\ MASONRYSHEAR ♦. WALL W/(1)#SBAR `♦ @ 16" O.C. STUDY ^ 14' CEILING (2) 26 W/ 2'-8"H EYEBJOW TRANSOM 7'-2" 6'-2" 13'• " USP NFM3 X 12U mmY '9 USP NFM45U ,A-,'l 1 ^ Lo 3 •194 /5 n,o I 9 - LINE UP GROUTED CELLS W/ 3#5 Irk/jBENEATH GIRDER urulfe.ii..rrr �'� r�r%f►� SLEEPING ROOMS pROWMJE AN EGIIM WINDOW WITH A NET CLEAR OPENING OF 5 SA. FT. FOR GROUND FLOORS, SHALLOT BE LESS THAN 2�4'H OR OPENINGS �$ SILL NOT MORE THAN 44" ABOVE FLOOR. 39'-7" MASONRY SHEAR WALL W/ (1) #5 BA @ 16" O.C. SQUARE FOOTAGE LIVING AREA 4250 GARAGE 576 PORCH 411 ENTRY 131 TOTAL SQ. FT. 5368 H, SE PLAN AND ALL PROPOSED WORT( 'r)'r:cT TO ANY CORRECTIONS Y FIELD INSPECTORS THAT ESSARY IN ORDER TO ALL APPLICABLE CODES. e FILE COPY 0 a U U) 0 � z 2 Z FD 4 LU pZOw .jpwZ0w ¢MWUW w cn Lu >OwZ> U m 0 U OLL� O Z 00000 z W a cn U m g Q I. 1— } W j I— z0 a 0QzZ0 U " a�aza Lu�W�LU z_JOUI`o O WBEW '= O ama.co FLOOR PLAN SCALE: 1/4" = V-0" O REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 ENGINEERING REVISIONS 2128/05 D �564N PK e'SSue 4 15 05 U cQi� W U F_ J Q F- Z 1.1� Lu LIJ a U cQ Z ZQ r� v gO J m Y � N c o U 0) uco r e � v O m c 0 u� W e z� .� Z Q�°ao�� 0 y • Q m N Z W w o O � yy M"~ z 8 DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER �J OF (5) 27 W/ 2'H TRANSOM 13' FLOODS TO �^( FAMILY & 7� SUN PORCH (2) 26 W/ 2'-8"H EYEBROW TRANSOM J ELECTRIC PLAN SCALE: 1/4" = F-0" PHOTO NOTE: SENSOR AFCI OUTLETS ALL BEDOOMS DIMMERS ON ALL INCANDESCENT LIGHTS (2) 26 W1 2'-8"H EYEBROW TRANSOM RUN 1# 4 THW CU TO 5/8" X 10' GROUND ROD AND COLD WATER PIPE FLOODS TO FAMILY & SUN PORCH M THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT !AlPY BE NECESSARY IN ORDER TO ^isrPLY WITH ALL APPLICABLE CODES. 120/240V 10 3W NEMA 3R 200 AMP 10K A/C ENCLOSED CIRCUIT BREAKER PANEL A 120/240V le 3W NEMA 1 150 AMP M.L.O.40 CIRCUIT FLUSH MOUNT. #12 Cp TO LIGHTS & OUTLETS #10 Cp TO WATER HEATER #6 Cp TO RANGE LRUN 3# 250 M.C.M. THW A.L. WITH 1 #6 THW Cp GROUND IN 2 1/2" CONDUIT. 3-250 MCM THW A.L. NOTE: ALL ELECTRICAL MATERIALS AND IN 2 1/2" 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. FILE COPY ALL BEDROOMS OUTLETS ARE REQUIRED TO BE AFCI PROTECTED (2002) NEC ELECTRICAL LEGEND CEILING FAN DUCTED FAN FLUORESCENT FIXTURE y� CEILING INCANDESCENT 3: CPC CEILING PULL CHAIN 3K CEILING RECESSED WALL DUCTED FAN WALL MOUNT INCAND DUPLEX FLOOR RECEPTACLE DUPLEX RECEPTACLE BOTTOM SWITCH DUPLEX Wp WEATHERPROOF DUPLEX SPECIAL PURPOSE RECEPTACLE DOUBLE GANG SINGLE POLE TRIPLE POLE DOOR OPENER MAIN ELEC PANEL SMOKE DETECTOR TELEPHONE TV OUTLET CHIME nnnDucl I bl FFVISIONS F l LCTRICAL, i�O MULLS REAR 12/30/04 0 W U c Z w W m p U 0 F— J W w IF— z W U ci) w Z 0 W > _ Of Z g - m a U M u M N N M ro U Q ME � tC z 1G-i 8 DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER W OF 13' (5) 27 W/ 211-1 TRANSOM FLOODS TO }^( FAMILY & SUN PORCF (2) 26 W/ 2'-8"H EYEBROW TRANSOM FLOODS TO FAMILY & r" f SUN PORCH A -A THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY d N ALL APPLICABLE CODES, 120/240V 103W NEMA 3R 200 AMP 10K A/C ENCLOSED CIRCUIT BREAKER PANEL A POWER CO. METER PANEL A 120/240V 103W NEMA 1 150 AMP M.L.O. 40 CIRCUIT FLUSH MOUNT. #12 Cp TO LIGHTS & OUTLETS #10 Cp TO WATER HEATER TO (2) 26 W/ RUN 1# 5/8" X CU #6 Cµ TO RANGE 2'-8"H EYEBROW TRANSOM GROUND ROD AND COLD WATER PIPE TI ELECTRIC PLAN SCALE: 1/4" = V-0" LRUN 3# 250 M.C.M. THW A.L. WITH 1 #6 THW Cp GROUND IN 2 112" CONDUIT. 3-250 MCM THW A.L. NOTE: ALL ELECTRICAL MATERIALS AND IN 2 1/2" 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. CEILING FAN DUCTED FAN FLUORESCENT FIXTURE .( CEILING INCANDESCENT CEILING PULL CHAIN CEILING RECESSED WALL DUCTED FAN WALL MOUNT INCAND DUPLEX FLOOR RECEPTACLE 220 VOLT DUPLEX RECEPTACLE BOTTOM SWITCH DUPLEX �& Wp WEATHERPROOF DUPLEX SPECIAL PURPOSE RECEPTACLE DOUBLE GANG SINGLE POLE TRIPLE POLE DOOR OPENER MAIN ELEC PANEL SMOKE DETECTOR TELEPHONE TV OUTLET CHIME DOORBELL REVISIONS ELECTRICAL, NO MULLS REAR 12/30/04 ENGINEERING REVISIONS 2F28/05 L7 0 W U Q U) p: Z W Lu p U H J ~ W i Z W W a Q U U Z 2 C Z I. v Q z O g 1m a • m_ (j Q m � a W Q � � Q O U U�u 8 DATE: 12-10-04 DRAWN BY: BARBARA SHEET NUMBER OF SENSOR AFCI OUTLETS ALL BEDOOMS DIMMERS ON ALL INCANDESCENT LIGHTS L Lot 47 Structural Engineering Notes FEBRUARY 2005 1. These plans are certified to be designed in accordance with Chapter 16 of the 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" region. This structure has been designed as an "enclosed" building with an internal pressure coefficient of +0,18 and —0.18. The minimum window & door design pressures are specified within these specifications, This Engineering Design is for resisting wind loads on this particular residence to be built on this specific lot and cannot be used 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 be sized for a maximum 2000 psf bearing capacity and have a minimum width of 24 inches. The soil directly beneath all foundations shall be compacted to 98% of the "modified proctor" density. b.) The weak strata of soil beneath all foundations shall be l pressure grouted by Certified Structure & Foundation, Inc. prior to pouring the slab. Injections shall 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 after 28 days. All slab concrete shall have a minimum thickness of 4 inches with 11 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 around all tile areas and at 20' max spacing (each way) within 24 hours of pouring. All slab 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 psi. 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 have a minimum compressive strength of 3000 psi after 28 days. e.) All reinforcing steel shall have minimum yield strength of 60 KSI (Grade 60). All lap splices shall be a minimum of 25 inches. All bends shall have a minimum 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 block laid in running bond and interlocked at all intersections with solid tie beams and downpours as follows: Downpours — Downpours shall be poured solid -with one #5 bar continuous from the foundation to the tie beam. The bar shall be hooked 12" in the foundation (along the bottom steel) and 12" in the tie beam (along the top steel). Provide downpours at all corners, both sides of all openings and at a maximum spacing of four (4) feet, and as shown on the plan. Place two adjacent downpours on each side of all openings over 8' wide, where the tie beam height changes, 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, TIE STEEL, AND TO ENSURE A PROPER POUR. Tie Beams — Double and triple lintel block tie beams are required. All exterior block walls with a wall height of 11'-4" above finished floor shall have an 8"x24" triple lintel block tie beam with one #6 bar in each course. (See Detail Sheet for special cases). All other exterior block walls with wall heights less than ll'-4" shall have 8%16" double lintel block tie beam with one #6 bar in each course. Corner Bars — All tie beam corners shall contain two 36" x 36" x #5 corner bars. Tie Beam Step Down — Step—downs (or step—ups) in the tie beam shall be constructed as illustrated on plans. 4, Exterior and Interior Frame Walls — The minimum stud lumber shall be; 2x4 spruce 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 plates 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 frame wall section on Detail sheet for type and location of connector required). 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 shall 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 walls are required. 7. Wall Sheathing — After exterior wood frame walls have been properly strapped, sheet wall with 1/2" CDX— 4 ply plywood. All exposed joints must have 2x4 or 2x6 blocking. Nail sheathing as follows: USP R16 TRUSS CONNEC STRAP DOUBLE TOP PLATE TO EACH STUD --� WITH (1)USP SPTH4 STUD TIE USING (12) 10d x 1Y2" GALV. NAILS USP Rib TRUSS CONNECTOR BOLT BEARING FRAME WALL TO CMU WALL J USING (1) 5/8" WEDGE ANCHOR 0 24" O.C. r - 0,10i �I , it CII202 'D �IISTUDS mom STRAP HEADER TO DOUBLE TOP PLATE USP LSTA18 STRAP TIE ) 10d x 1h" GALV. NAILS IUBLE TOP PLATE STRAP BOTTOM OF STUD TO Bottom Plate WITH (1)USP LSTA9 STRAP TIE USING (8) 10d x 1X" GALV. NAILS (BEARING FRAME WALL SECTION) 8. Roof Trusses — The roof structure consists of pre—engineered trusses placed 24" o.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 TEED IOG AS REQUIRED TO SATISFY UPLIFT U.N.O. ON LAYOUT. (2) DESIGN, OF 3 4� USEEMU TIPLESSASREQUIRED WOOD :S8" LONG EA H BLOCK I NAILS. NO. I MANUFACTURER QTY. PART NO. ATTACHMENT CONNECTED ELEMENTS MAX. UPLIFT t0A USP 1 .TA20 _ 7-1Od x 1 Y2'. ,.. 1. PLY TO TIE BEAM, 735 toe USP 1 TA20 9-10d x 1 }¢" 1 PLY TO TIE BEAM 950 tOC USP 1 TA20 11-10d x 1 1 PLY TO TIE BEAM 1160 1dD USP 1 TA20 13-10d x 1 1h" 1 PLY TO TIE BEAM 1595 t0E USP 1 HTA20 17-10d x 1 1h" 1 PLY TO TIE BEAM 2005 1OF USP 2 TA20 13-10d x 1 11h" 1 PLY TO TIE BEAM 2375 tOG USP 2 TA20 13-10d x 1 EA. 2 PLY TO TIE BEAM 2750 tOH USP 2 HTA20 17-10d x 1 '1h" EA. 1 PLY TO TIE BEAM 3070 20A USP 1 USC31F (2) 3/4" x 6" 3 PLY TO TIE BEAM 6170 WEDGE BOLTS 20B USP 1 1 (4) 3/4" x 6" 2 PLY TO TIE BEAM 4950 WEDGE BOLTS 20C USP 1 HUGT2 x 8 (y2) 3/4GE 2 PLY TO TIE BEAM 6545 30A USP 1 HDPT2 12-10d GALV. NAILS 1 PLY TO WOOD FRAME 1 500 BEAM 308 USP 1 RT16 16-81) GALV. NAILS t PLY TO WOOD FRAME 945 30C USP 1 LUGT2 16-10d EA. 2 PLY TO WOOD FRAME 11 2260 30C USP 1 HCDP 8-81) GALV. NAILS PLY TO WOOD FRAME 350 40A SIMPSON 1 LEIM-IDS324-SDS 3-PLY TO BLOCK HANGER 4 3/4"3ATRREWS 1200 (Pl 00A USP 1 KMEG5 2-3/4" x 6" BOLTS LVL TO LVL 4615 (UPLIFT) W 2— WASHERS 6575 (GRAV) 60A USP 1 NFM35x16U (1) 1/2" J-BOLT LVL To BLOCK 3450 (UPLIFT) 5 1 2 2-WASHERS 5995 (GRAV) 608 S USP 1 NFM3x12 (1) 1/2" J-BOLT LVL TO BLOCK 1325 (UPLIFT) 14-10d GALV. NAILS 1 5835 (GRAV) 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. 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. Top and Bottom edges — 8d common galy. nails @ 3" D.C. Side edges — 8d common goly, nails @ 4" o.c. RESEPLANSTO) ARE SUBJECT TO A'L PROPOSED WORK RECTIONS Intermediate supports — 8d common galv. nails ® 8" o.c. RE61UlREDByFIELDINSPECTORSTHA All wall blocking — two 12d nails each end of blocking with Or,4PL NECESSARVLyORDER TO T FILE COPY 8d galv. nails © 3" D.C. each edge of plywood rOfnPLytvIIHALL/,PP C _A3,.E rnnES, Wall sheathing shall begin at the bottom plate of frame wall. X 6 W Z 0 (r w n Ell U Z Q CJ� L L_1 I-- Q � W l— z_ =1 O n O cr_� DRAWN BY: CHECKED BY: SHT NO 7 OF 6t _. ...........-.........._................ _....._ .._ =.L� r Windows & Doors located in Edge Strip areas: (within 4'-0" of corners) WINDOW SIZE (sq. ft.) INWARD PRESSURE (psf) OUTWARD PRESSURE (psf) 10 42.7 57.1 20 40.8 53.2 50 38.2 48.2 100 36.3 44.4 Windows & Doors located NOT in Edge Strip areas: 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 on 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 t Supl`t rting headers, beams, and walls with appropriate connectors as descr' ove. The uplift on these members should come from your final truss_n`eering package for each individual truss. See note above for truss uplift Conners. 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 black 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 tijrough the plywood roof sheathing a minimum of 3/16" and in no case be less than 1 kk long for attaching underlayment. (Roof the shall be attached as described below) c.) Tin Cap 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.) Underlc�ment 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" headlop and 6" endlop nailed in place every 6" o.c along edges and at overlaps, and 12" o.c everywhere Ilse. e.) Roof Tile shall be Integra Estate 'S' Concrete Roof Tile" 16�" x 13" x %" 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. THESE PLANS AI 16. Garage Daor Jamb Installation: Use 2x6 jamb to block — (4) © 5/8" x 6 wedge ARE SUBJECT Tf REQUIRED BY FI anchors with 2" washers (or (4) �" x 8" embedded anchor bolts). Attach garage door MAY BE NECES; to the jamb in accordance with the door manufacturer specifications. The minimum COMPLY WITH) attachment shall be (8) © 5/16" x 1'%" Lag 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 �L otherwise fastened down to resist high wind loads with a continuous load path to the foundation. n RI LOADING/DESIGN CRITERIA REDUCIBLE ii PER CODE SUCH AS SBC 1604.6.1 SAINT LUCIE ST LUCIE COUNTY ASCE 7-98 Main Wind Force Resisting Cement Tile Roof R.D.L. 20 15 4.2 0 10 3 45 7.2 1.25 140mph Sheeting by builder. Sheeting by builder. 30'-0" II: Non Restrictive C:COASTAL .5 Building Code 2001 _oad C.B.=Continuous Bracing IA shown above with the and your engineer. responsibility of the /or Engineer of Record. Drawing Name: 61796 1' different trusses. Reviewed By. —_--- Revised: 01 /24/05 ITAL CORP. NITIALS EACH PAGE THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COI'JIPLY WITH ALL APPLICABLE CODES. 14 r WN BY: KED BY: SHT NO 800- 551- 5932 a ,..,wn-rU- '"..• a;'.& -._ gam' �_ "�"". e,�g+_..se. .�....: FILE COPY i OF 9