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HomeMy WebLinkAboutPLANS70'-4" 31'-8" 26.0" 12'-8" 7'-0" 8'-4" 11'-0" 5'-4" 8" I1'-8" 1'-4" 11'-8" 8" 9'-9" 2'-11" 3'-4" 8'4" 5'-2" 6-6" L-8 L-8 Ell Io o0 0 0 Fl Porch 40" Tall CBS Wall with Screen Enclsr. Above 9'-4" Ceiling from F.F.E. Stucco Clog. A.C. Cond. 0 ❑ L-9 L-5 S 72" x 16" 36" 16" Q F� L-2 Fixed Glass �° Fixed Glass it L-3 23 s.h. g25 s.It E ress 13 ❑ W.h. � Stacked ❑' L-7 .❑ w'd o 0 0 0 - 0 0 0 0 0 0 0 0 Bollardp 9070 Pocket SDG L-6 2868sc Lnd 2868 dw Bdrm. 3 Closer 9'-4"Ceiling Pocket Dining 9'-4" Ceiling ❑ Kitchen 9'-4" Ceiling Garage 9'-4" Ceiling 0 9'-4" Ceiling 22.5 s 54 Alec access with _ O Fn in it a from F.F.E. Ladder O en 0 0 N 20'-0" 2068 3'-2" 1'-6" TT 2" 3' 14'-2" 4'-0" ro 01 5'-8" 3'-4" 8'-8" 8" 1 o Downdraft 110o R11 Bait Insul. y Cook Top ❑ in Adj. Falls 6068 m Brn a N 2� water line ❑ /1 16070 Overhead 0 0 0 2668 .- Pc ket v a.h. R.A.G. Chnn. cV cd 45d 22.5 x 36 Attic Ace. � r � �n 0 1 O b 77 \'sll at HB 9'-4" o Fv co L-3 p - 23'-0" Ceiling o 25 s.h. 10 Limits of pen Coupola rl N Egress N 6068 0 2'_2" 16'-0° 2'-2" 5' 4" 3' 2" �'-8" 14'-0" 5'-5" 4'-5" 3'_4" 3'-8" 5'-0° 0 o i` o Great Room _ Master drm. 9'-4" Ceiling N Bdrrn.2 0 9'-4" Ceiling 9'-4" Ceiling 3" 12'-2" 23'-10" 12'-0" 8" 3068 Dr. with 12" Tall Transom Above FEIR 0 00 Ell o • • 0 Ell 00 00 211 IMIS • • o (2) 24 L-1 L-1 (2) 24 L-13 L-1 (2) 24 L-1 (2) 24 s.h. s.h. s.h. Entry s.h. b EA 1 9'4" Ceiling 9'-4" Ceiling 0 from F.F.E. 8/12 Slope 8/12 Slope from F.F.E. Ceiling Ceiling o o 0 0 0 El L-l? 5'-0" 5'-0" 6-7" 3'-9" 4'-8" 4'-8" 3'-9" 6.7" 5'-0" 5'-0" 10'-0" 10'-4" 9'_4" 10'-4" 10'-0" 50'-0" 20'-4" Floor Plan scale: 1/4" = 1'-0" Climatic & Geographic Design Criteria Weathering: Negligible Termite Area: Very Heavy Flame Spread Index & Smoke Developed Index Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed Index: Not to exceed 450 Wall Finishes: Not greater than 200 Ceiling Finishes: Not greater than 200 Building Data Occupancy Type: Group R Construction Type: V Number of Stories: One Project Area: 4958 s.f. Building Code 6th Edition Florida Building Code: Residential 2014 National Electric Code NFPA 70 Area Tabulation Living: 1975 Garage: 455 Porch: 311 Roof Plan scale: 1/9" = 1'-0" PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti -Scalding Valve in all showers. Lowest living area floor elevation (refered as 0.00') to be set by a professional land surveyor to the required building department elevation, but not less than 18" above the crown of the road. FILE COPY REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUf�TY BOC , Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH Wind Importance Factor: 1.0 Building Category: II Wind Exposure: C Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Scope of Work New one level CBS single family residence ?" v.t.r. sink, 2" v.t.r. 2" v.t.r. "-1 1 r Lay. U d\ � M rn bA w • t-•a > - U Z U y U E~ o Ca W � o N �Y r—� Q� E- U > 00 O O U U U a H v� Q ro1 V � U bA as O w.c. W.C. Shwr. drawn 3" checked 3" Tub s.l. dare 4/15119 e.o. ale as noted Plumbing contractor to provide a job number 4„ water hammer & shut off valve at 18076 each fixture Insulate all hot waTer lines heel to sanitary 1 system Plumbing Riser Diagram A_1 G i BY St. Lucie county, c Foundation & Footing Plan scale: 1/4" = 1'-0" F-1 F-2 F-4 F-6 18" x 18" mono. footing with (2) #5 rebar coat. 18" x 18" mono. footing with (2) #5 rebar cone and curb 20" x 18" mono. footing with (2) #5 rebar coat 18" x 24" mono. footing g with (3) #5 rebar coat. 411 18" g Slope 4„ 4" 4" 10" _ 4'9 14„ 18" 1.—] . 1811 20" 24" 18" MONO. EDGE CURB FOOTING STEP FOOTING STEP FOOTING AT GARAGE F-5 F-3 411 4" mT 3" 6"o.c.each w #5 Rebar Typical (1)#5 8" Rebw Square THICKENED EDGE PAD FOOTING GENERAL FOUNDATION NOTES Concrete shall be a minimum of 4" thick over clean, compacted, termite treated fill and 6 mil polyethylene vapor barrier. If concrete slab contains 6" x 6" 10/10 W WM provide 1" coverage Concrete shall have at minimum compressive strength of not less than 3,000 p.s.i. All 90"/o hooks are to be extended 10" minimum beyond the turn. Field bends are to be done cold and the diameter of the bend, measured on the inside of the bar, is not to be less than six bar diameters. Minimum coverage for rebar shall be 3" in footings and 1 1/211 in bond beams. Hooks may be rotated horizonitally if required to achieve minimum coverages. Rebar overlap shall be 48 bar diameters. 30" for 45 rebar The foundation design assumes that the soil has a minimum load carrying capacity of 2000 p.s.f. In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superceded by Foundation Design Engineer. Satisfactory compaction test of fill does not verify lower soils are adequate. All specifications and dimensions to be verified by contractor. All exterior slabs shall slope a minimum 1/8" per foot for drainage FORMWORK & SHORING No structural concrete shall be stripped until it has reached at least 80% of the 28 day design strength. Design, Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301 Contractor to verify all building setbacks prior to the start of construction. A formboard survey shall be submitted to the building department for approval prior to pouring concrete. SOIL STATEMENT: Foundation has been designed for a soil bearing capacity of 2000 p.s.i. Fill shall be laid in layers of 6". Each layer to be compacted to 95 /o compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be inadecuate, he must imm.Zate)y report it to the owner and the Architect or Engineer so as to order a soil boring test. Dowel Rod Repair Note In the event vertical steel has been omitted from the down pour locations, drill 5" into concrete (no closer than 3 3/4" from edges and 5" from ends of cap walls) Remove dust per manufacturers instructions and use Two part eeppoxy to anchor the #5 rebar in place. Use either "Hilti C-100" or Simpson Epoxy -Tie. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC U �.t N ^ M O x w U Nt .,.� COO > " U U o o W 4a o N C� H 00 r o v U � U Q 0 U W � W b W CI, O � 0 drawn S.I. checked s.l. date 4/15/19 scale as noted job number 18076 sheet AJ� 2 Right Elevation scale: 1 /4" = 1'-0" su x 21 Awning ICI I■I ICI I■I I■I ICI I■I I■I I■I I■I I■I I■I I■I I■!'I 01 Imo! ICI 1■! I■! I■! I■! ■! I■I I-! I■I ICI I■I 1�! Rear Elevation scale: 1 /4" = 1'-0- See Bottom Cord Lateral Bracing Detail typical for bracing the Vaulted Entry Trusses SP6 at each stud and 16" o.c. max. along (2) 2 x 12 header header. Use (6) 10d with 1/2", plywood 1 1/2" long for each flitch bond together fastener with 16d 6"o.c. (2) 2 x 6 staggered top plate Header to Stud with (1) MSTA18 with (14) 10d (1) 2 x 6 under header and (1) 2 x 4 along side of header, bond together 23'-0- with 16d 6" o.c. WINDOW ROUGH 2 x 6 with SPH6 OPENING at stud with (10) / \ 10d x 1 1/2" SPH6 at each stud Use (10) 10d x 1 1/2" i 16'" 2 x 6 p.t, sill plate , max. fasten to truss with (2) 16d per intersection and (1) MTS16 at each stud with (14) 10d nails Window & Framing Detail At Cupola �- 23'-0" FI Truss Ian 9'-4," 6'-8" (2) 2 x 4 plate with SP4 with (6) 10d x 1 1/2" at each stud — Top Plate Spray Foam Insulation 1/2" d.wj (2) 2 x 12 header with 1/2- plywooc flitch. Fasten with 16d 6" o.c. Window Head Fixed Glass Window 2 x 4 Studs 16"o.c. 1/2" d.w\ 2 x 4 plate with SP4 with - (6) 10d x 1 1/2" at each stud Spray Foam Insulation Stud Wall to Girder (1) MSTA18 with (14)- 10d x 1 1/2" at each 16-o.c. bend strap over plate and nail to girder Pre Eng. Wood Girder Truss (2) Ply Pre Eng. Truss (4) MTS18 Straps with (14) 10d x 1 1/2" nails per strap. Allowable Uplift: 4000 lbs. Applied Uplift: 3931 lbs. 4 x 4 P.T. Column HTT4 Tension Tie with (1) 5/8- dia. x 8- Wedge Bolt to concrete and (18) 16d x 2 1/2" to column. Allowable Uplift: 4235 lbs. Applied Uplift: 3931 lbs. Aline with Wall Framing 5V Roof Panels over 30# Felt on 19/32"c.d.x. plywood fastened as per nailing schedule Pre Engineered Wood Roof Trusses 24-o.c. Shop Drawings by Others See Connector Schedule 12 Q5 Galy. Drip Edge `over 1 x 2 PA. 2 x 6 Fascia Stucco Soffit Over High Ribbed Wire Lath 5/8- c.d.x. plywood fastened Install one layer of 15# to studs, as per nailing schedule. felt to framing prior to Cover with Tyvek House Wrap installing wire lath and cover with paper backed wire lath and stucco Install stucco stop 1 1/2" above Metal Roofing Sill Plate to Girder with (2) 16d 16"o.c. Couaula Detail R-20 Spray Foam Insul. ESR-3375 am 1/2- dmw / 1 x 4 p.t. Firestop Two Course Perimeter Beam with (1) #5 Reber in each course, Filled with Grout 1 x 2 p.t, furring strips 24"o.c.-- on 3/4- Insul. Brd. 1/2- d.w. #5 vert. rebar in grout filled cell See Floor Plan for Locations 4" 3000# Fibermix Conic. on .006 Vapor Bearier on Clean, Compacted, Termite Treated Fill a d —\\ M J O See Footing F.F.E. Details 0.00' Nw • Interior Brna. Column Detail 12 �;J5 Galvanized Flashing at Wall / Roof intersedtions Pre Eng. Truss 24' o.c. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY 1 /2'" d.w. QOCC 5V Metal Roof panels over Peel & Stick on 19/32"c.d.x. plywood fastened as per nailing schedule Pre Engineered Wood Roof Trusses 24" o.c. Shop Drawings by Others See Connector Schedule 2x4pA. 2x424"o.c. ;z--I Cont. Galy. Drip Edge over 1 x 4 p.t. 2 x 6 Cedar Fascia Board Stucco Soffit Over High Ribbed Wire Lath Install one layer of 15# felt to framing prior to installing wire lath 8x16x8 CMU Typ. Lap Siding Look Stucco at Front Elevation Two Coat Stucco over C.B.S. #5 Vert. Rebar with 10- Hook and 30- Lap. Tie to Vert. Rebar In Cells Tvpical Wall Section GradeECEIVED JUL 16 ^T9 ST. LL1Cie COUnrv„ fpc,rr U CV 00 et Q M LJL O ai L LU z i a� a ,O cn LL .� UJ Q I 00 Q) C r 0 J -, N M ZLU i V i O J p -- 0 LU m CD X O Itt D It V , cu �! >Q C� U 0 LLI >�� �N T UO O 00Z o0 � Q LU n M 00 CY) T 0 O 0 U v O i- J N + U Z -0 UJ 0O J a E ED i >N 06 O C7 H T O 0 J date revision 7/11/19 Plan Review Comments drawn s.i. checked s.l. date 4/15/19 scale as noted job number 18076 sheet R-3 0-� 9'-4 Wind Zones - Walls v CJ #5 Vert. rebar in grout filled cell See Floor Plan Porch Detail One Course Grout Filled Bond Beam with (1) #5 Rebar 8x16x8 CMU Typ. Light Textured Stucco Finish All View Surfaces #5 Vert. Rebar with 10"" Hook and 30- Lap. Tie to Vert. Rebar In Cells migUR!. Apply Horizontal Peel & Stick Fashing over - Flange. Extend flashing back full width of framing Window Flange secured to wood framing as per manufacturers- recomen- cations TYVEK Building Wrap at wood frame Jcations STEP 2 Apply Vertical Peel & Stick Fashing over Flange. Extend fa-hing back full width of framing STEP 1 ly Sill Peel & Stick hmg over Flange. and flashing back width of framing Frame Wall Window Flashing Wood Frame Wal'. Roof Wind Zones Cast in place sill or Tie Beam Option In the event that precast products are damaged in the field cast in place sills and tie beams may be used (not to exceed 5'-10") Typical cast in place tie beam to be a min. 8" x 12" with (2) #5 top and (2) #5 bottom PRODUCT APPROVAL Approval Glass Building Rated Product Rated Number product Model Number Manufacturer Type Attachment Method Design Pressures Design Pressures Head: 2' max. from corners & (1) at center. Jambs: FL# 17499.1 S.H. Windows 185 SH M[ Windows Impact 2" max. from corners & (2) equal spaced at each side of meeting rail. Use 1/4"" Tapcon with 1 1/4" embedment +38.7 -42.1 + /- 55.0 into concrete Impact Head. Sill, Jambs: 2"" max. from corners & 14" max. o.c. FL# 15349-R12 Fixed Glass 185 SH MI WindoVis Use 1/4" Tapcon with 1 1/4" embedment in concrete +38.7 -42.1 +/- 55.0 #12 SMS with 1 3/8"" embedment (4) Anchors at Head and NOA: 18-0430.05 Fixed Glass 7720 PGT Ind Impact Sill and (3) at Jambs +38.7 -42.1 +/- 80.0 #12 SMS with 1 3/8" embedment (4) Anchors at Head and NOA: 17-0614.20 Awning 740 PGT Ind. Impact Sill and (3) at Jambs +38.7 -42.1 +70 -90 Head: 6" max. from corners, (2) each side of meeting rail 16"o.c. max. at Head & Sill. Jambs: 6` from corners and FL# 22401.3 Sliding Glass Dr. 120/130/140 MI Doors Impact 16"o.c. max. Use 1/4' ITW tapcons with 1 1/4" +38.7 -42.1 +/- 55.0 embedment into concrete 7" from corners & 14.5"o.c. at Jambs. Head & Sill 3- & 7- FL#: 20468.1 Swing Doors Fiberglass Therma-Tru Impact from corners and 3- & 7- on each side of Astragal +38.7 -42.1 +/- 50.0 Use 1/4" Tapcon with 1 1/4" embedment in concrete 6- from corners & 14.5-o.c. at Jambs. FL#: 20468.4 Swing Doors Fiberglass Therma-Tru N.A. Use 1/4" Tapcon with 1 1/4- embedment +38.7 -42.1 +/- 50.0 into concrete NOA: 15-0304.01 Garage Doors Hurricane Master DAB Door Company N.A. Flag Bracket Angle (3) total 5/16" x 1 5/8"" lag screws. (7) total +20.4 -22.7 +36.0 -44.0 824/811 Bracket T-0" height (1) 5/1fi'" x 1 5/8"' lag screws per bracket Approval Building Rated Product Rated Number Product Model Number Manufacturer Attachment Method Design Pressures Design Pressures #10-14 Hex head screws with sealed washer 6" o.c. along panel width at FL#: 14645.4 Roofing 5V Metal 5alea Mfn. ends & 12`o.a at center. Penetrate decking by a min. of 3/8" -172.5 FL#: 16048.1 Underlayment Smooth HT S/A Tri Built Direct Bond to Deck FL#: 15353.8 Mullions Vertical Alum. MI Windows (2) #10 Self Tapping Screw with 1 1/4- embedment into tort. per clip +38.7 -42.1 Left Elevation Base Connection ar GR2 (16) scale: 1 /4" = 1'-0" Cast Crete Lintel Schedule Column: Use 4 x 4 P.T. Column Truss to Column see Connector Schedule Column to Conc. Foundation (1) HTT5 with 5/8" x 8" Wedge Bolt and (26) 10d x 1 1/2" TRUSS UPLIFT 3931 CONNECTOR UPLIFT 4350 All Rebar to be #5 Grade 60 min. MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 T-8" 6390 3374 2494 3012 8F32-1B/1T L-2 T-4" 2661 830 1634 606 81`16-1 B /1 T L-3 4'-6' 11809 2223 5861 1890 8F32-1B/1T L-4 4'-2" 10893 444 6183 312 8RF34-1B/1 L-5 4'-6" 6113 444 2724 312 8F16-1B/1T L-6 10`4"" 3643 2223 2204 1890 BF28-1B/2T L-7 13'-8" 2127 250 1052 100 8F28-1B/1T L-8 13'-0- 1075 168 559 124 8F16-1B/1T L-9 12'-0- 1254 992 723 721 8F16-1B/1T L-10 17'-4- 2047 830 872 606 BF32-1B/1T L-11 6'-8" 2661 168 1634 124 8F16-1B/1T L-12 10'-0" 1533 353 914 457 81716-1B/1T L-13 4'-4- 4375 1 1025 1940 712 8F12-1B/1T Minn. Beam depths shown, beams may be increased without comment At Lintels over 24" deep, provide (1) #3 vertical rebar at 24"o.c. along length of lintel Safe Load Table Notes 1. All values based on minimum 4" nominal bearing. Exception: Safe loads for unfilled U lintels must be reduced by 20% if bearing length is less than 6 1/21. 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only 5. All safe loads in units of pounds per linier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACI 530. #5 nbar at toa rnin n) reu'd. t euanity of#5 ribs a[ bottom of lintel F=hued grout �ca i C,M co W ilthal \ - In - = grou UD 8F16-1 B/1 T re creed Cestl crene J linte of #5 7 5/8" Y5 rcber.t bn o aI ir vbar attw oflintel cavity heigth 8' Nominal Lintel Type Designation Installation Notes 1. Installation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field out to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1/2- long notch at both ends to accomodate vertical cell reinforcing and grout. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S Connector Schedule Truss Bearing Truss Connector Ont`1 Connector Fasteners Point Uplift ID Uplift 410 GR2 HETA20 1 1810 (9) 1Od x 1 1/2`" 21 1079 2 342 2 Ply 4 (14) 1Od x 1 1/2' nails 16 3931 MTS18 4000 per strap. (0 5/8'" ATR drill &epoxy 13 3780 MGT 1 3965 12- embed. and (22) 1 Od to truss GR3 (2) 3/4" ATR drill & epoxy 2 Ply 22 6024 HGT-2 1 10980 12`" embedment into cone. & (16) 1Od to truss 1 914 HETA20 1 1810 (9) 1Od x 1 1/2- (1) 5/8" ATR drill & epoxy GRB 25 3335 MGT 1 3965 12- embed. and (22) I0d to 2 Ply truss 16 2251 HETA20 2 2500 (6) 16d per strap GRI 1 2500 HETA20 2 2500 (6) 16d per strap Ply 2 Ply All other trusses ALL <1000 MTS18 1 1000# (14) 10d x 1 1/2" to Frame All other trusses ALL <1810 HETA20 1 1810# (9) Ind x 1 1/2" to CBS Valley Supporting Framing (4) 10d <250# VTCR 1 370# Valley (3) 1 Old x 1 1 /2- Trusses Truss Connector Schedule Developed from the Truss Placement Plan and Engineering from Chambers Truss Company Job Number 75841 Dated 3/ 16/19 SEE TRUSS PROFILE SHEETS BY TRUSS MANUFACTURE FOR ALL BEARING POINTS, LOCATIONS AND DESIGNATIONS Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place Attach valley trusses and piggy back trusses, if present, to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers specs. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see HIB-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either IHilti" C-100 or Simpson Epoxy Tie Epoxy Left / Right ends are as if you are reading the truss out sheets Missed Tie Down Strap Note REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNT` BOCC In the event the Tie Down Strap has been omitted from the Layout location, install one MTS18 strap at the proper location. Fasten with (4) 1/4" x 2 1/4" Hex Head Titen screw to C.B.S. and (7) 10d x 1 1 /2" to truss. MAXIMUM UPLIFT 1000 lbs. U C N M d' QM U) LL L. V W Z U c� a L, b.0 ' Lu I: Q to oc) N c J .. � a > v ~ N U U Lu i 0 � i J -- 0 Lu C7 0 �4-) V J W ~ � U Lu Q \� / ~ 'C N �. UoZ 00 0 O CV _ Q LU VJ n .ri M 00 LL CY) T a C 0 V -E-) a� v O " J 4-) N J +.i fn O � U ab Z >aA -0 LU C w O J v E Lu a > 0 c0 I- W l.. NO I .L 4F 0 J date revision 7/11/19 Plan Review Comments drawn S.I. checked s.i. date 4/15/19 scale as noted job number 18076 RECEIVED sheet JUL 16 A '19 A-4 M STRUCTURAL NOTES: All reinforcing steel shall be high strength billet steel and shall conform to ASTM A-615 grade 60 specifications. Lap continuous reinforcing 48 bar diameters or 30" in beams and in slabs. Lap bottom steel over supports and top steel at midspan. Hook discontinuous ends of all top bars. Reinforcing steel shall have a minimum of 1 " concrete cover, or as follows: BOTTOM TOP SIDES Beams: 11/2" 11/2" 11/2" Slab on Grade: 1 1/2" 1" _ Structural Poured: 3/4" 3/4" Poured Walls: _ _ 3/47- Slabs exposed to the weather 3/4" 1" Reinforcing steel shall be detailed and fabricated in accordance with the "Manual of Standard Practice of Detailing Reinforcing Concrete Structures" and the current "ACI Building Code 318" All structural steel shall conform to current ASTM Specification A-36 All wood in contact with masonry shall be pressure treated or approved seperating material. All dimensions shall be verified in field by the contractor. If there are any discrepancies the Architect or Engineer shall be notified before proceeding. No slump over 5" shall be permitted for any structural concrete without the Architect or Engineer approval. All Design and Construction shall be inaccordance with the current American Concrete Institute (ACI). and the American Institute of Steel Construction (AISC), The Florida Building Code and all applicable local codes. Structural Concrete shall attain a minimum ultimate compressive strength (Fe') in 28 days as follows: Column Footing and Wall Footing: 3000 .s.i. Column and walls from foundation to roof see column schedule. All other concrete: 3000 p. s.i. Footingsizes and re inforcing are based on allowable soil bearing capacitof 2000 p.s.i. All footings shall bear in virgin soil. If this is not the case, the Architect or Engineer shall be notified before proceeding with the work. Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. (c) Roof members should be secured to the beams or other structural components with hurricane anchors for wind uplift. All wood members shall have a minimum fiber stress in bending of 1200 p.s.i. with 1/360 max. deflection. All bolted connections shall be 1/2" Cadmium plated or better. Lag bolts to be used only in shear connections with minimum 4" threaded penetration past steel plate. t'` Lag bolted conditions shall be drill tapped no larger than the internal thread diameter and shall not be hammer driven. Under Girder Trusses provide equal number of studs as girder plys at frame bearing locations GENERAL REQUIREMENTS All work to be as per the current edition of the Florida Building Code and meet or exceed all applicable local requirements. General contractor is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodation, transport/freight, and all other cost related to the completion of this project., unless explicitly identified here. Owner is responsible for all municipal related charges such as impact fees, and water connection, except building permit fees, which are to be included in the construction bid. General contractor to check all drawings for errors and ommissions and bring them to the attention of the architect prior to starting any work, or ordering any materials of the respective division of work. If such errors and ommissions are not reported in writingto the architect, any resulting damages or costs shall be born entirely by the general contractor. Architect is not responsible for the contractors method or means of construction. General contractor is to keep the site in a clean and safe state through out the course of construction. On building turnover, general contractor to clean all surfaces so as to be free of dust, grease, stains, scuffs, etc. Unless otherwise noted, the installation of specified hardware shall conform to the manufacturers instructions and standard practice. All plans and drawings are not considered complete until they have been reviewed and approved by the Building Department and the building permit has been issued. EXTERIOR CEILING & SOFFIT NOTE 7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" dia. head 6"o.c. max. edges to be tied and nailed at 9"o.c. Install one layer of 15# felt to framing prior to installing ribbed lath INTERIOR WALL FRAMING NOTE Interior non bearing walls to be 2 x 4 studs 24"o.c. Spruce, Pine, Fir (SPF) #2 Grade lumber or better or metal studs (25 Ga.) Crimper may be used in lieu of screws. THRESHOLD NOTE At egress door (see floor plan) the max. hgth. of the threshold shall be 1/2" BUCK ATTACHMENT NOTES AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S. SET AT 6" FROM CORNERS AND AT 12"o.c. MAX. AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS OR "T" NAILS" 4" FROM ENDS AND 12"o.c. USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION GENERAL ROOFING NOTES Roofing to be composed of and attached to pre manufactured wood trusses as follows: Felt underlayment (min. ASTM 0 226 Type II) with 4" min. side and end laps, fasten with coorosion resistant annular ring shank nails at 6"o.c. in laps and in staggered rows spaced 12"o.c. in field. If roof pitch is <4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, install (1) layer 30# felt. 5/8" cAx. sheathing or equal installed with staggeredjoints & GI clips, nailed to trusses with 8d corrosion resistant annullar ring shank nails spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends. All roof trusses are to be pre -manufactured assemblies provided by a licensed wood truss fabricator with seperate drawings and data prepared for actual project conditions by a Florida registered professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement or bearing shall be brought to the attention of the truss engineer prior to fabrication of the trusses. The truss manufacturer's certified layout shall govern after fabrication. The handling, erection, and fixing of wood trusses shall be in accordance with the specifications contained on the certified mfges drawings and data. All engineered headers and truss hangers to be provided by the truss manufacturer. Splitting or cracking of structural components due to installation of hardware is not permitted. Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and standard practice. r SHEATHING NAILING NOTES Nailing Pattern Nailing Schedule Zone 1: 8d at 6"o.c. field & 4"o.c. edges ROOF & FLOOR DIAGRAM Zone 2: 8d at 4"o.c. edges & field Use sheathing with #8 gun nails at 6"o.c. Zone 3: 8d at 4"o.c. edges & field at supported panel edges and #8 gun nails at 6"o.c. at intermediate supports. Pneumatic Nails ROOF SHEATHING TO GABLE END FRAME Pneumatic or mechan cal driven nails will m y be accepted under the following conditions:g Use #8 un nails at 4"o.c. Min. nails size 8d or larger ring shank with Min, shank diameter:.113 EXTERIOR SHEATHING Min. Length: 2" Use #8 gun nails at 4"o.c. at panel edges Min. Head Diameter:.280 Full Round and #8 gun nails at 4"o.c. at panel top and Min. Ring Diameter .012 over shank dia. bottom and 6"o.c. in field Min. 16 to 20 Rings per Inch Note Gun nails shall be as an rated acceptable fastener fi�om any manufacturer Wood screws meeting the same size requirement may be used in lieu of nails without comment Wire Lath Attachment Over wood framing the paper backed wire lath shall be installed over One layer of approved plastic house wrap. Lath shall be attached horizontal framing members with 1.5" roofing nails and to vertical wood framing members with 6d common nails or 1" roofing nails driven to penetration of not less then 3/4" of an inch, or 1" wire staples driven flush with the plaster base. Staples shall have crowns not less than 3/4" and shall engage not less than three strands of lath and penetrate the wood framing members not less than 3/4". The fasteners must penetrate the wood framing members not less than 3/4". Fasteners shall be 7" O.C. max. i. s comer bars at beam (outside only) (2) corner bars at footing (min.) - vent dowel;la(aped with wall reinforcing, all laps 25" (min.) in grunt filled cell all corner bars to be the same size, number, and spacing as horizontial bars in footing, beams, and walls Corner Reinforcing Detail Ceramic Tile Shall be installed in accordance with ANSI A108.1, A108.4, A108.5 A108.6, A108.11, A118.1, Al18.3, A136.1, & A137.1. Fiber mat reinforced backer shall be used behind wall applied ceramic tiles in the tub and shower areas and conform to ASTM C1325. Per Durock, cement board exceeds ASTM C1325. Gypsum Note Gypsum board shall conform to ASTM C22, C475, C514, C1002, C1047 C1177, C1178, C1278, C1396, or C1658 and installed per FBC residential code. Per USG, Wallboard conforms to C1396. Gypsum Board & Gypsum Panel Products Gypsum board and gypsum panel products shall be applied at right angles or parallel to framing members. All edges and ends of gypsum board and gypsum panel products shall occur on framing members, except those edges and ends that are perpendicular to the framing members. Interior gypsum board shall not be installed where it is directly exposed to weather or to water. Wall and ceiling gypsum board shall be fastened with screws spaced at 12"o,c. Screws for attaching gypsum board and gypsum panel products to wood framing shall be Type W or Type S in accordance with ASTM C1002 andshall penetrate thewood not less than 5/8" inch (15.9mm) Gypsum board and Gypsum panel products shall be attached to cold formed steel framing less than 0.033" (lmm) thick shall be Type S in accordance with ASTM C1002 or bugle head style in accordance with ASTM C1513 and shall penetrate the steel not less than 3/8" to 0.112" (lmm to 3mm) thick shall be in accordance with ASTM C954 or bugle head style in accordance with ASTM 1513. Screws for attaching gypsum board or gypsum panel products to structural insulated pales shall penetrate the wood structural panle facing not less than 7/16"o.c. (11.lmm). Gypsum board used as the base orbacker for adhesive application of ceramic the or other required nonabsorbent finish material shall conform to ASTM C1396, C1178, C1278. Use of water resistant gypsum backing board shall be ermitted on ceilings. Water P g resistant gypsum board shall not be installed over a Class 1 or Class 2 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufactuer. Water resistant gypsum backing board shall not be used where there will be direct exposure to water, or areas subject to continuous high humidity; Cold Pormed Steel Note Cold formed steel framing supporting gypsum board and gypsum panel products shall be not less than 1 1/4" (32mm) wide in the least dimension. Non Load bearing cold formed steel framing shall comply with AISI S220 and ASTM C645, Section 10. Load bearing cold formed steel framing shall comply with AISI S200 and ASTM C955, Section 8. Wood Framing Note Wood framing supporting gypsum board and gypsum panel products shall be not less than 2" (51mm) nominal thickness in th least dimension except that wood furring strips not less than 1" by 2" (25mm x 51mm) nominal dimension shallbe permitted to be used over solid backing or framing spaced not more than 24"o.c. (610mm) 2 x 4 bottom rnrd hrarina 10'-0" Bottom Cord Lateral Bracing Attic Vents Calculation GARAGE, ENTRY, PORCH Attic Area: 1066 s.f. / 150 = 7.1 s.f. required. soffit area = 19211 x 1.3 = 249.6 s.f. Venting Provided: 8 x 16 soffit vent: 85 sq. in. each vent 20 Vents along overhang = 1700 sq. in. 1700 sq. in. / 144 = 11.8 s.f. Total Ventilation Provided: 11.8 sq. ft. Precast Lint 8F16-lB/1 3/8" continuous bead of caulk (back bedding)behind buck to prevent liquid passage 9'-4" set flange in continuous bead of caulk across the entire face of buck ° ° obw o 0 6-8" Transom Header Detail AT ENTRY DOOR .i 8" x 16" C.M.U. WITH CELLS FILLED WITH GROUT & (1) #5 VERT. s... DOWEL P.T. 2 x 6 AT (3) SIDES OF /1 OPENING, FASTEN TO BLOCK AS NOTED. DOOR SIDES d 1/2" x 6" REDHEADS WITH MIN. 2" x 1/8" WASHER 12" FROM ENDS o AND 16"o.c. MAX. c CD DOOR HEAD Ca 1 /4" x 2 3/4" TAPCONS STAGGERED 24"o.c. Garage Door Buck Detail 1/2" d IV / ` 1/2" drywall pre engineered trusses 24"o.c. 2 x 4 plate OR — sealant under sill plate -� F.F.E. 1/2" d.w. RI I batt insulation a 0 CBS Min. 1 1/4" embedment a at windows and min. ° 1 1/2" embedment at dV/-drywall sl. gl. doors stucco finish perimeter caulk Attach p.t. bucks 1/4" max. struct. shim with 8d coil nails at caulk 12"o.c. attach as per Typ. Alum. window manufacturers jamb or sliding glass product approvals door jamb Gunable sealants shall comply NOTE: Method of attachment and p y with waterproofing procedures are the ASTM C 920 Class 25 grade or same at poured concrete sill. greater for proper joint expansion and contraction Coat Bucks with DryLock Waterproofing after they have been installed and Chaulked Window & Door Flashing Detail at CBS Wall Includes Buck Attachment Method Alum. window frame 3/8" continuous bead of caulk (back bedding) behind shim to prevent liquid passage 1/4" stntct. shim set flange in continuous bead of caulk across the entire face of buck perimeter caulk stucco finish U h—I 00 Q i--�I 0CJ W ai so bA V) W w � . rr.0 to f�--i �l ram- q � •,� Con > U C) W U Q o 4 — C/1 O � W O a 7t Cn r� Rl U J W c� t` 7t • x UOy _O oho O / C11 n/ 00 M rr��1l corrosive resistant Tapcon concrete screws installed as ` (� specified in window manufacturers product t approval C� v ci Gunable sealants shall comply with ASTM C 920 Class 25 grade or greater for proper joint expansion and contraction window sill precast cone. sill Typical Precast Conc. Sill Detail r- Galy. Cap 2 x 4 blocking at 2" d mid point of wall pipe 2 x 4 studs 16"o.c. Set bal from a r 2 x 4 p.t. plate wood base 8d Cased hard J/ coil nails 12"o.c. Adj . Wall at Garage Galv. (4) 1/4" x 2 1 Tapcon Bollard Detail REVIEWED FOR BODE COMPLIANT ST. LUCIE COUNT BOCC ne. � O o U `4 U E- 4 V� C) U w P4 W tp W A a1 O a date revision drawn sd. SA. date 4n 5n9 site as noted job nwnber 18076 sheet A-5 =LIFE SAFETY WARNING zt Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! This symbol identifies Life Safety Warnings that should be read and given special attention to all ztARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 41' - 46' IN LENGTH!! persons Installing trusses. SPACING NOTE Ali trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. ......... Aii DON'T LIFT TRUSSES WITH SPANS LONGER THAN !, 30' BY THE PEAK. li ,- CONSULT BCSI 30 re 6 par 30' S Span or less _.. _ Spreader ' »der Bar a - 60 degrees orless 12 5 r— 4-01 rrr�- 1-04-00 Do 112 spar — "-APProx 213 to Tag -- i> Tag line opvrox a line 112 of Soan REFER TO BCSI REFER TO BCSI Truss must be set this way If crane Is used. Truss must be set this way if crane is used. Truss is an example, your mui may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. _ -Z,. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder tamiliar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. "g SEAT PLATES BY CHAMBERS TRUSS REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED _ CARRYING HANGERID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS .GR4, GR5 GR3 THD26-2 12-1 Did 18-16d GR1 GR2 THDH28-2 10-16d 36-16d 'Please refer to Standard Engineering package for general instuction on installing hangers 14d=0.148" x 3" 16d=0.162" x 3 1/2" Hatch Legend WALL HEIGHT 9'-4 e•. 'UNSUPPO MTS16 strap (or e nails: 7 nails in Ce Double straps for CARRIED JACK - 12 5 I — -- _ — - HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses i -- -- .� oY 2. All dimensions in this layout have been verified by the undersigned. CORNDERJACKS ARE NOT Q. ¢O x' r 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the SEE sTANDARD STANDARD O w •y - ndersigned agrees that no baakchargns will be allowed. In the event such written notice is furnished Chambers Truss j ENGINEERING. o z � shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. - a o After 10 days of delivery remedy will be according to Florida statute 558, 24" O.C. THRU CORNER JACKS ONLY 24" 11-111 CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY ENTRY DETAIL 4. The undersigned acknowledges receipt of *BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has N te sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will o responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour; fee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or 9 no agreement a reasonable price. Invoice will be made an delivery and paid within terms of net on delivery, Invoice may be made at scheduled date of delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorney's fee for collections in event of payment not timely made. 1-112 % per month service charge will be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss.extending credit for this material the undersigned unconditionally guarantees I payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the I �ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the recipient 1 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to ii --- herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For (Construction Using Metal Plate Connected Wood Trusses ANSIITPIIWTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. DATED 6GNED — - =OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage, Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. I Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC I I 4110 uleancler Avenue Fort Pierce, Florida 34982.6423 800.551-5932 Fort Pierce 772-465-2012 Fax 772.465.8711 Vero Beach 772.569.2012 Stuart 772.286-3302 Web Site: CHAMBERSTRUSS.COM �- Email: MAIL@CHAMBERSTRUSS.COM RECEIVED REVIEWED FOR JUL 16 r'119 CODE COMPLIANC ST. Lucie County; PermlFkmg ST. LUCIE COUNTY BOCC MEK VERSION'/.4. 4�1—_ LOADINGIDESIGN CRITERIA REDUCIBLE i PER CODE SUCH AS SEC 16M.6.1 DESIGN CRITERIA County ST. LUCIE CO. Building Department CITY OF PORT ST. LUCIE Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(DirectionapyC-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live '10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph - Top Chord C.B. Sheathing by builder Bottom Chord C.B. - - Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category II: Non Restrictive " Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 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: 75841 i SCALE: 1/411 = 1'-011 173 total trusses, 45 unique designs Designer: RAC Reviewed by: _ Date: 03/16119 FOR RON RAYMOND DESCRIPTION: DITULLIO Page 1 of 1 CUSTOMER INITIALS EACH PAGE 75841 Electrical Load Calculations 1975 Living S.F. at 3 VA 5925 watts Two 20 Amp Appliance Ckts. 3000 watts One Laundry Cit. @ 1500 watts 1500 watts One Ref. 1500 watts Cook Top 6000 watts Range Top 6000 watts Water Heater 8500 watts One Microwave 2000 watts One Dishwasher 1500 watts One Disposal @ 1500 watts each 1500 watts Two Baths @ 1500 watts each 3000 watts Total 40,425 watts First 10 KVA at 100% 10,000 watts Remainder at 40% 12,170 watts Total 22,170 watts One AC Heat at 100% 10,000 watts Total 32,170 watts 32,170 W / 240 V = 134.0 Amps Use 200A Service :. (3) #2/0 (THW) copper and (1) #4 ground (THW) Wall copper in 2" galy. conduit Panel: 200 A.M.C.B. 200 Amp 1,6, 3W 40 Circuit Panel ve 120/240 Volt 5/8" dia. x 10'-0" long ground rod /3/4" copper water pipe 9'-7 3/16" (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2" galy. conduit F.P.L. service (if ovenccad service) (3) #2/0 (THW) copper and (1) 44 ground (THW) copper in 2' galy. conduit F.P.L. service (if underground service) tie ground wire to footing rebars Electrical Riser Dia ream Meter ELECTRICAL LEDGEND O RECESSED LIGHT WITH LENS g EXTERIOR & WET LOCATIONS SURFACE MOUNTED LIGHT FIXTURE � e SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE UNDER CABINET FLUORESCENT FIXTURE O RECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN CEILING FAN O EXHAUST FAN OUTLET ® DOOR CHIMES g THERMOSTAT ® SMOTE & CARBON MONOXIDE DETECTOR DUPLEX OUTLET - SWITCHED �. TELEVISION DUPLEX OUTLET 220 V OUTLET TELEPHONE -y} SWITCH El PUSHBUTTON -yr THREE WAY SWITCH -bm. DIMMER SWITCH NOTE: RECEPTACLES IN KITCHEN Bc BATH AREAS TO BE 46" A.F.F. ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFCI MUST BE AFCI. TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE Electrical Plan Scale: 1/4" = P-0" Electrical Notes 1. All loads to be checked by a Florida Licensed Electrician 2. All work to meet the National Electrical Code 3. Calculations and panels below are for sizing conduit and overall building load requirements only 4. Ensure min. 36" clear between equipment and disconnects, Typical. 5. Protective ratings shall comply with NEC 110-9 & NEC 110-10 6. Ensure panels have main disconnect at meter pack per NEC 230-70-A-1 Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified U 0C ^ M R' U C7 a to � W 00 Cq �1 z U w U ^ '^ C W L7 N C� U 00 �z M CT— I c�- REVIEWED FOR CODE COMPLIANCE IST, LUCIE COUNTY soc Y 0 0 0 U 4 •� Q � Q U � w � Q � O d±awn s.l. checked S.I. date 4/15/19 scale es noted job number 18076 sheet A-6 I Climatic & Geographic Design Criteria I c rV 70'-4" 3l'-9" 26-0„ 71_0„ 8' /gy-Yp 11 0,1 5,4„ 8„ 111.81, V-4" 11'-81, 81. 9'-9" T-I P' 3'-4„ 8'-4" 5,-2„ 6_6, L-8 L-8 •© 0 40" Tall CBS Wall Porch with Screen Enclsr. Above 9'-4" Ceiling from F.F.E. Stucco Cing. IT 0 A.C. Cod. L-9 rn ' L-5 J� L 2 72" x 16" Fixed Glass 000 N 36" Fixed K 16" Glass r L-3 23Egressw.h. 25 s.h. • o0 0• o a o L-4 o L7 0it �' s.h. o 0 0 0 10 0 • o 0 B Bollardo 9070 Pocket SDG 2868sc Lnd. m jO�Z k�\2868 L-6 d. dw Bdrm. 3 Closer 9'-4" Ceiling Pocket Dining �' 9'-4" Ceiling ' T-°" Kitchen 9'-4" Ceiling Garage 9'4" Ceiling zw� 9 -4" Ceiling 22.5x 54 Attic10 Access rt(Orii i ISZcFtt1 -�N' from F.F.E. Ladder �ci! O en rY-4" 20'-0" 31 2„ r'-6" 206 T 8„ 14'-2„ 41_ 0 5'-S" 8,_8„ 8,1 o Downdraft �0 Rl latt Insul. Walls�o+ \64`\ oo Cook Top in A' 1 �� 1 6068 Re. c Btng. h I line 7© ,11 O N 45d 215 A x 36 in tic Acc. 16070 Overhead C] I] O 2668 ' Po ket R.A.G. 2Pt 1 Fv n j L �Db� I®yt(sir(p 671GFM • R❑ oo a �q Wall at 9, 4„ HB _ _ _ oo 1 4 Y N CD]r! b L-3 p 4) `tip m 23'-0" Ceiling 25 s.h. N traits of pen Coupol4 N Egress ' � /14-()" 6068 p 2'-2„ 16-0" T-2„ 5,_4,1 3 l7 2,1 3' 8,1 ,-5" 4,_5n 3,.4„ 31.8„ 5'-0„ - � ,Pt" �' ib7atOPi la�\a xi Great Room X8 �1 �q Master drm. 9'-4" Ceiling 1 (V �fm r. • � 1 �4 Bdrm. 2 t 9'-4" Ceiling \ \�b 9'-4" Ceiling 8" 12'_2,1 23'_10n 121.0„ 811 3068 Dr. with 12" Tall Transom Above ... .. .. .. .. 1@1 001 ====F= IEM o (2)24 L 1 ,, L_1 (2) 24 L_13 L 1 (2) 24 Irl (2) 24 s.h. s.h. s.h. Ent s.h. 9'-4" Ceiling 9'-4" CeilA n from F.F.E. S/12 Slope 8/12 Slope from F.F.E.S Ceiling Ceiling o a o 0 9 L-1 15'4' L-1 L-1 L-1 5,_0„6-7" 3'-9" 4'-8" 4'-8" 3'-9" 6-7I 5,_0„ 5'-0" 10-0" 10'-4" 9141, 10'4" 10'4" 50'41 20'_4„ _ Floor Plan scale: 1/4" = P-0" 0 Weathering: Negligible Termite Area: Very Heavy Flame Spread Index & Smoke Developed Index Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed Index: Not to exceed 450 Wall Finishes: Not greater than 200 Ceiling. Finishes: Not greater than 200 Building Data Occupancy Type: Group R Construction Type: V Number of Stories: One Project Area: 4958 s.f. Building Code 6th Edition Florida Building Code: Residential 2014 National Electric Code NFPA 70 Area Tabulation Living: 1975 Garage: 455 Porch: 311 Roof Plan scale: 1/8" = 1'-0" PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti -Scalding Valve in all showers. Lowest living area floor elevation (refered as 0.00') to be set by a professional land surveyor to the required building department elevation, but not less than 18" above the crown of the road. 2" V.T.Y. to sanitary system Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH Wind Importance Factor: 1.0 Building Category: II Wind Exposure: C Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Scope of Work New one level CBS single family residence 2" v.t.r. REVIEWED F(L ,ODE C MPL�ZIC ST. LUCIE CCU r `1.1 OC 2" v.t.r. Plumbing contractor to provide a water hammer & shut off valve at each fixture Insulate all hot waTer lines Plumbing Riser Diagram U H 000 Ln w ,Sy W U z Q � con Q r- a � N • .•-i > Q `- U [� z U QHo re) o �. w � a >CA d U dt 91 i ct . U � >E"°` W r Ot� U 00 00 r-1 Q � V � a H U z W W ,.d F•�I � ~ W L}} drawn S.I. checked s.1. date 4/15/19 scale as noted job number 18076 sbeet A-1 qC LA In r :1 0 9'-4 Wind Zones - Walls #5 Vert. rebar in grout filled cell . See Floor Plan Porch Detail One Course Grout Filled Bond Beam with (1) #5 Reber 8x16x8 CMU Typ. Light Textured Stucco Finish All View Surfaces #5 Vert. Rebar with 10- Hook and 30" Lap. Tie to Vert. Rebar In Cells STEP 3 Appy Horizontal Peel & Sfiek FasFiq apver Roof Wind Zones Flange Ea dflashing Wood Frame back full width of framing wall - _ - Window Flange Secured to add framing as per J manwufacturers recomer- cations TYVEK Build, 9 Wrap at wood full ocations ix �B STEP Apply Vertical Peel & Stick Fashing aVFr - Flange. Extend #pfi� back full wi= BI-ong Now Frame STEP 1 Wall Apply Sill Peel & Stick Fishing over Flange. Extend flashing beck full width of frarri Frame Wall Window Flashing 1Yooc name wai Cast in place sill or Tie Beam Option In the event that precast products are damaged in the field cast in place sills and tie beams may be used (not to exceed 5'-10rr) Typical cast in place tie beam to be a min. 8rr x 12" with (2) #5 top and (2) #5 bottom PRODUCT APPROVAL Approval Glass Building Rated Product Rated Product Model Number Manufacturer Attachment Method Number Type Design Pressures Design Pressures Head: 2""max from corners & (1) at center. Jambs: FL# 17499.1 S.H. Windows 185 SH MI Windows Impact 2" max.m corners & (2) equal spaced at each side of meeting 11. Use 1/4"" Tapcon with 1 1/4" embedment +38.7 -42.1 + - r. / 5�0 into concrete Impact Head, Sill Jambs 2" max. from corners & 14"" max. o.c. FL# 15349-R12 Fixed Glass 185 SH MI Windows Use 1/4"Tapcon with 1 1/4"" embedment in concrete +387 -42.1 +/- 55.0 #12 SMS vlth 1 3/8- embedment (4) Anchors at Head and NOA: 18-0430.05 Fixed Glass 7720 PGT Md. Impact Sill and (3)at Jambs +38.7 -42.1 +/- 80.0 Custom Window #10 woodscrew with 1 3/8" embedment into framing FL# 7060.1 Awning AW-8450 Systems Impact 6" from corners and 12"oe. at Head, Sill. & Jambs +38.7 -42.1 +/- 65.0 Head: 6` max. from corners. (2) each side of meeting rail Impact 16"o.c. max. at Head & Sill. Jambs: 6" from corners and FL# 22401.3 Sliding Glass Dr. 120/130/140 MI Doors 16"o.c. max. Use 1/4" ITW tapeons with 1 1/4" +38.7 -42.1 +/- 55.0 embedment into concrete 7- from corners & 14.5"o.c. at Jambs. Head & Sill 3" & 7" FL#: 20468.1 Swing Doors Fiberglass Thermal-Tru Impact from corrers and 3" & 7" on each side of Astragal +38.7 -42.1 +/- 50.0 Use 1/4" Tapcon with 1 1/4" embedment in concrete 6" from corners & 14.5"o.c. at Jambs. FL#: 20468.4 Swing Doors Fiberglass ThermB'Tru NA Use 1/4` Tapcon with I 1/4" embedment +38.7 -42.1 +/- 50.0 into concrete NOA: 15-0304.01 Garage Doors Hurricane Master DAB Door f'inmparry NA F'.ag Bracket Angle (3) total 5/16" x 1 5/8" lag screws. (7) total +20.4 -22.7 +36.0 -44.0 824/811 Bracket T-0" height (q 5/18" z 1 5/8" lag screws per bracket. Approval Building Rated Product Rated Product Model Number Manufacturer Attachment Method Number Design Pressures Design Pressures FL#: 14645.4 Roofing 5V Metal Sales Mfn. #10-14 Hex head screws with sealed washer 6"o.c. along panel width at - -172.5 ends & 12`0.0. at center. Penetrate decking by a min. of 3/8"" FL#: 16048.1 Underlayment Smooth HT S/A Tri Built Direct Bond to Deck FL#: 15353.8 Mullions Vertical Alum. MI Windows (2) #10 Self Tapping Screw wrih 1 1/4" err bedmer- irto conc. per clip +38.7 -42.1 +/- 75.6 1 Left Elevation scale: 1/4" = V-0" Cast Crete Lintel Schedule Base Connection ar GR2 (16) Column: Use 4 x 4 P.T. Column Truss to Column see Connector Schedule Column to Conc. Foundation (1) HTT5 with 5/8- x 8" Wedge Bolt and (26) 10d x 1 1/2- TRUSS UPLIFT 3931 CONNECTOR UPLIFT 4350 All Rebar to be #5 Grade 60 min. MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 T-8" 6390 3374 2494 3012 81`32-1 B/1 T L-2 7'-4" 2661 830 1634 606 81`16-1 B/1 T L-3 4'-6" 11309 2223 5861 1890 81`32-1 B/1 T L-4 4'-2" 10893 444 6183 312 8RF34-1B/1 L-5 4'-6- 6113 444 2724 312 8F16-1B/1T L-6 10'-4" 3643 2223 2204 1890 81`28-1B/2T L-7 13'-8" 2127 250 1052 100 81`28-1 B/1 T L-8 13'-0" 1075 168 559 124 8F16-1 B/1 T L-9 12`0" 1254 992 723 721 8F16-1 B/1 T L-10 1T-4" 2047 830 872 606 81`32-1B/1T L-11 6'-8- 2661 168 1634 124 8F16-1B/1T L-12 10'-0" 1533 353 914 457 8F16-1 B/1 T �L! 13 4'-4" 4375 1025 1940 712 8F12-1B/1T Mim. Beam depths shown, beams may be increased without comment At Lintels over 24" deep, provide (1) #3 vertical rebar at 24"o.c. along length of lintel Safe Load Table Notes 1. All values based on minimum 4" nominal bearing. Exception: Safe loads for unfilled U lintels must be reduced by 20% if bearing length is less than 6 1/2-. 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only 5. All safe loads in units of pounds per linier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACI 530. #5 rebaratmo in (p rea d. quanay aFeS rebar x„otlom of lintel F=hued @rout ai IIIIr C op _ wl \ M � UD_ 8F16-1 B/1 T reinforced c sierete nW a anityof#5 7 5/8"" #5rebaratb°tt°m urinal char at too of lintel cavity heigth 8" ma- final Lintel Type Designation Installation Notes 1. Installation of U lintels rust comply with architectural and/or structural drawings. 2. U lintels can be field cut to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1/2- long notch at both ends to accomodate vertical cell reinforcing and grout. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C27() Type M or S Connector Schedule Truss Bearing Truss Connector Ont`J Connector Fasteners Point Uplift ID Uplift 410 GR2 HETA20 1 1810 (9) 10d x 1 1/2" 21 1079 2 Ply 2 342 16 3931 MTS18 4 9000 (14) 10d x 1 1/2" nails per strap. (1) 5/8"ATR drill & all 13 3780 MGT 1 3965 12" embed. and (22) 10d to truss GR3 2 Ply (2) 3/4" ATR drill & epoxy 22 6024 HGT-2 1 10980 12" embedment into conc. & (16) 1Bd to truss 1 914 HETA20 1 1810 (9) 10d x 1 1/2" (1) 5/8"" ATR drill & epoxy GRB 25 3335 MGT 1 3965 12- embed. and '22) 10d to 2 Ply truss 16 2251 HETA20 2 2500 (6) 16d per strap GRI 2 Ply Pl y 1 2500 HETA20 2 2500 (6) 16d per strap All other trusses ALL <1000 MTS18 1 1000# (14) 10d x 1 1/2- to Frame All other trusses ALL <1810 HETA20 1 1810# (9) 10d x 1 1/2- to CBS Supporting Valley Framing (4) lOd Trusses <250# VTCR 1 370# Valley Truss (3) 1 Old x 1 1 /2" Connector Schedule Developed from the Truss Placement Plan and Engineering from Chambers Truss Company Job Number 75841 Dated 3/16/19 SEE TRUSS PROFILE SHEETS BY TRUSS MANUFACTURE FOR ALL BEARING POINTS, LOCATIONS AND DESIGNATIONS Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place 4 x Attach valley trusses and piggy back trusses, if present,: ' to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers specs. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see HIB-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either-Hilti- C-100 or Simpson Epoxy Tie Epoxy Left / Right ends are as if you are reading the truss out sheets Missed Tie Down Strap Note In the event the Tie Down Strap has been omitted from the Layout location, install one MTS18 strap at the proper location Fasten with (4) 1/4r" x 2 1/4" Hex Head Titen screw to C.B.S. and (7) 10d x 1 1 /2" to truss. MAXIMUM UPLIFT 1000 lbs. U C4 00 QM M "h LL U d L W Z U i C: U d: , LL LO c0 N LU Q C LO 00 r all J r ~ O (D (113 W i 0 U o J -- 0 N LEI C7 qt d9' r4-) V J N~ > U LU ¢ r` / ~LO"C CV �LO o � r LL U oo Z °o � Q LLJ U) N n _ Cn M T T a-+ c O O U v O U J J -J J a-i 0 O U z bL0 LU C LU O J m E Lu a 0 � g � 06 O o J date revision 7/11/19 CommentsVe 9/17/19 Awning Window 2. Product Approva File Cop, b ll'o1�q REVIEWED FOR CODE COMPLIANCE ST. LUCIE Coff Y BOCC q( l drawn s.l. checked s.l. date 4/15/19 scale as noted job dumber 18076 sheet A-4 NNED BY S1. Lucie county