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HomeMy WebLinkAboutBuilding Plansm GARAGE +9'-4" CLG. "CAST-CRETE" PRECAST LINTEL SCHEDULE KEY LINTEL LENGTH SAFE GRAVITY LOAD APPLIED GRAVITY LOAD SAFE UPLIFT LOAD APPLIED UPLIFT LOAD COMPOSITE BEAM L-1 7'-6" 2459 700 1364 200 8RF14-1B/1T L-2 10'-6" 1247 800 916 200 8F16-1B/1T L-3 7'-6" 2661 800 1624 200 8F16-1B/1T FL 4] 4'-0" 6113 200 3060 200 BF16-IB/1T L-6 7'-6" 2459 1300 1364 400 8RF14-1B/1T L-7 7'-6" 2459 1400 1364 400 BRF14-1B/1T FL 5'-10" 4360 1300 2080 300 8F16-1B/ST L-9 T-6" 3776 3000 1765 1100 8RF18-1B/1T L-10 4'-6" 6113 200 2707 200 8F16-1B/1T FL III 4'-6" 6113 200 2707 200 8F16-1B/1T L-12 4'-4" 5206 200 2362 200 8RF14-1B/1T L-13 4'-4" 5206 700 2362 300 8RF14-1B/1T FL 1-4] 17-4" 950 200 405 200 8F16-1BIIT L-15 4'-6" 6113 1200 2707 400 8F16-1B/1T L-16 10'-6" 1247 800 916 200 81`16-1B/1T L-17 4'-4" 5206 900 2362 300 SRF14-1B/1T L-18 4'-0" 6113 200 3060 200 8F16-18/IT L-19 4'-0" 6113 200 3060 200 8F16-1B/1T FL 2-1 4'-4" 5206 200 2362 200 8RF14-1B/1T • MINIMUM BEAM DEPTHS SHOWN, DEPTH MAY INCREASE WITHOUT AFFECTING STRUCTURAL INTEGRITY A rya' 8"X16" CONCR E BEAM W/ (2)-#6 TC & BOTTOM W/ 3 TIES SPA. 0 6" O.C. L_3 �� ❑I L-9 MASTER BEDROOM J +9'-4" CLG. Wl LAUNDRY Q +8'4" CLG. BEDROOM 3 +9'-4" CLG. W9 'VT 8'-1144" 21 L-23 L-2 PATIO +9 -4 STUCCO CLG. ❑0 Y° KITCHEN v L--------� Q3 O LIVING ROOM VAULTED CEILING IN LIVING AREAS W8 L-1 W7 L-2 I L-3 +9'-4" STUC O CLG. I L-3 I I I I L-1 I L-2 I L-21 1 FLOOR PLAN 3/16"=1'-0" SCALE "CAST-CRETE" PRECAST LINTEL SCHEDULE KEY LINTEL SAFE GRAVITY APPLIED GRAVITY SAFE UPLIFT APPLIED COMPOSITE BEAM LENGTH LOAD LOAD LOAD UPLIFT LOAD L-21 IT-4" 1075 200 607 200 8F16-1B/1T FL 22Tl 11'-4" 1366 200 800 200 8F16-1B/1T L-23 14'-0" 1002 1000 717 700 8F16-1B/2T BEDROOM 1 +9'-4" CLG. �J DOOR SCHEDULE MARK STYLE ODOR NOTES WD HGT ❑I FRENCH Dot 71'x 95' Exterior Butswing Impact 2❑ FRENCH DOOR 71'x 95' Exterior ButswI ng Impact 0 FRENCH Dot 71'x 95' Exterior Butswing Impact ® FRENCH DOOR 71'x 95' Exterior Outswing Impact 5❑ SINGLE EXTERIOR 32'x 80' Exterior Butswing Impact © SINGLE EXTERIOR 32'x 80' Exterior Outswing Impact 0 SINGLE EXTERIOR 32'x 80' Exterior Butswing Impact © SINGLE SOLID CORE 32'x 80' Self Closing W/ Weatherstrip 4 Threshold ® SINGLE SOLID CORE 36'x 80' Exterior Butswing Impact Q SINGLE INTERIOR 32'x 80' 4 Panel Inswing Q SINGLE INTERIOR 32'x 80' 4 Panel Butswing 11 SINGLE INTERIOR 32'x 80' 4 Panel Inswing ® SINGLE INTERIOR 32'x 80' 4 Panel Inswing ® SINGLE INTERIOR 32'x 80' 4 Panel Inswing ® SINGLE INTERIOR 32'x 80' 4 Panel Inswing Q SINGLE INTERIOR 32'x 80' 4 Panel Inswing © SINGLE INTERIOR 32'x 80' 4 Panel Inswing not used ® BI-FOLD 30'x 80' 4 Panel O BI-FOLD 30'x 80' 4 Panel ® BI-PASS 60'x 80' 4 Panel 21 BI-PASS 60'x 80' 4 Panel ® BI-PASS 60'x 80' 4 Panel ® SINGLE INTERIOR 32'x 80' 4 Panel Inswing iv BATH 1 r� +9'-4" CLG u DEN +9'-4" CLG. 8"X16" CONCRETE BEAM W/ (2)-#6 TC & BOTTOM W/ #3 TIES SPA. 0 6" O.C. AREA SCHEDULE LIVING AREA 3130 SQ. FT. GARAGE 576 SQ. FT. PATIO 398 SQ. ENTRY 447 SQ. MOVIE RM. 1268 SQ. TOTAL 5819 SQ. WIND❑W SCHEDULE MARK WINDOW SIZE TYPE REMARKS WI 38'x73' Singlehung Impact W2 38'x73' Singlehung Impact W3 54'x3B' Horizontal Roller Impact W4 73'x3B' Horizontal Roller Impact W5 3D'x38' Singlehung Impact W6 73'x3B' Horizontal Roller Impact W7 106'x50' Horizontal Roller Impact WB IW x5O' Horizontal Roller Impact W9 73'x3B' Horizontal Roller Impact W10 3Fx55' Singlehung Impact WSI 32x55' Singlehung Impact All windows to have gray frames L clear, Low E gloss CLIMATE AND GEOGRAPHIC DESIGN CRITERIA DAMAGE FROM WEATHERING - NEGLIGIBLE DAMAGE FROM TERMITES - VERY HEAVY CUBIC VOLUME OF THE CONDITIONED SPACE — ----- (CUBIC FEET) (MOVIE m °w4. CLGOM Wil *9'w"CLG. ctq 1 Scope of Work Single level CBS single family,: residence Building Code 2017 Florida Building Code: Residential 2014 National Electric Code Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH (3 second gusts) Wird Importance Factor: 1.0 Building Category: II Wind Exposure: B Internal Pressure Coefficent: .18 Structure Designed: Enclosed Sol bearing capacity: 2000 p.s.f. FLAME & SMOKE SPREAD INDEX 1. WALL AND CEILING FINISHES SHALL HAVE A SMOKE DEVELOPED INDEX OF NOT GREATER THAN 450. 2. WALL AND CEILING FINISHES SHALL HAVE A FLAME -SPREAD CLASSIFICATION OF NOT GREATER THAN 200 2v1f—o28� ..REVI WED F CODE OMPLI Qn1E CO CC Fe a�i \\S M DESIGN & FORENSICS, INC, 725 SE PORT SAINT LUCIE BLYD. SUITE 203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIAN L MASKOL I FL PE #66080 *, N .6 0 *= = o; ;ire CORI-Dt�P)"\�\\e z z 0 0 a � H a z u w Q x a w c7 z Q Q � 0 O S w x hyl H W 1O W Z H rW DATE ESIGNEDg MW 10-13-20 j DRAWN GMW CHECKED :10E-1320 JOB NO. 2 220-328 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 WWM provide 1" coverage Concrete shall have at minimum compressive strength of not less than 2500 p.s.i. All 90 deg. 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 1/2" in bond beams. Hooks may be rotated horizontally If required to achieve minimum coverage. Rebar overlap shall be 48 bar diameters. 30" for *5 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.f. Fill shall be laid in layers of 6". Each layer to be compacted to 95% compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be inadecuate, he must immediately 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 epoxy to anchor the *5 rebar in place. Use either "Hilts C-100" or Simpson Epoxy -Tie. 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. FOUNDATION PLAN 3/ 16" =1'-O" SCALE ® - #5 VERTICAL DOWEL SPA. @ 4'-0" O.C. MAX. &AS SHOWN F-1 F-3 24" 6' mono. footing with 2� #5 rebor cant. 24" �5 a' mono. footing with `2} {�i rebar cant. 4 16" see a pg4" 4 24" 12 24" MONO. EDGE FOOTING STEP FOOTING F— 2 F— 4 24" 6" on With 12} �imono. foreF,ar cost.tg Recess 4" at Shower and curb 4" to 6" 3" 4 8" 4" 4' 16" 16 . 24" 24 TYP. SHOWER CURB FOOTING RECESS AT GARAGE 19/32" C.D.X . PLYWOOD SEE CONNECTOR SCHEDULE 12 PRE ENG. WD. 6� TRUSSES 24"c.c. ALUM. DRIP EDGE ON 2 x 6 P.T. FASCIA WRAP WITH ALUM. IZ" WIRE LATH AND STUCCO W/ 6"X22" SCREENED VENTS SPACED @ 6'-0" O.C. MAX. PROVIDE "CASTCRETE" PRECAST LINTELS ABOVE ALL OPENINGS AS NOTED ON ELEVATIONS TWO COAT STUCCO FIN tt GRADE min. Typical Wall Section scale: 3/4" = V-0" R30 BLOWN INSULATION ABOVE LIVING AREAS a3 1/2" CLNG. BOARD 1 x4P.T. (1) COURSE BEAM BLOCK WITH (1) #5 REBAR AND FILLED WITH GROUT 8x16x8C.M.U. WITH #5 VERT. DOWEL IN GROUT FILLED CELLS 1 x 2 P.T. FURRING 24"o.c I R4 FOIL INSULATION AT LIVING AREA 1/2" GYP. D.W. SEE FOOTING DETAILS x4P.T. RESTOP 2500# CONC. FOOTING `WITH (2) #5 REBAR 01 11 2500## FIBERMIX CONC. IVER .006 VAPOR BARRIER IN CLEAN, COMPACTED, REVIEWED CODE COMPI ST. LUCIE Ct BOCC File Copy SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIAN I. MASKOL FL PE # 66080 z C E a w ra ca z c 5 w x w � VHwr--1I W O I --I � YW V1 DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 A=2 d6 1'-0" 6L 1 m LEFT E LEVAI TIO 3/16"=1'-0" SCALE 10' RIDGE VENT FRONT ELEVATION 3/16"=1'-O" SCALE M nnnnnmuieni�nn_ uiuurnumnuriu�irnnu.. ' I . ,PiinlIrv". ununnunnun�. II niningnnminnmm�imainminuu._ ROOF VENTILATION CALC: REQUIRED VENTILATION: 5819 SF (144 SQ. IN./SQ. FT.) / 150 = 5586 SQ. IN. SOFFIT VENTILATION: 82 VENTS (6"X22"X0.5) = 5412 SQ. IN. RIDGE VENTILATION: 20 FT (12 IN/FT) (1.5 IN) = 360 SQ. IN. d .� LEA 'I ON /16"=l'-O" SCALE m T.O. BE +9'-4" T.O. WINDOW +7'-0" T.O. F.F+01-011 T.O. BEAM T.O. WINDOW OIL +7'-0" T.O. F.F. +0'-0" Cope ST. Lucia Cc socc FOR ,,A,SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. S UITE'203 PORT SAINT LUCIE FL 34984 (772)285-0572: BRIAN J. IMASKOL FL PE #66080 X��\AllII//// ,�NA Rc r * NO * = a s/Oft�A1 E����` /////ii('IoO z E~ a ce U W Ca Q z 0 5 w a W � 11 O 1� W � � W O DATE DESIGNED. '.GMW 10-13-20 .DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 A=3 GENERAL ROOFING NOTES STRUCTURAL NOTES: All reinforcing steel shall be high strength billet steel and shall Roofing to be composed of and attached to pre manufactured conform to ASTM A-615 grade 60 specifications. Lap continuous wood trusses as follows: reinforcing 48 bar diameters or 30" in beams and in slabs. Lap Felt underlayment (min. ASTM 0 226 Type II) with 4" min. side and bottom steel over supports and top steel at midspan. Hook end laps, fasten with coorosion resistant annular ring shank nails discontinuous ends of all top bars. Reinforcing steel shall have at 6"o.c. in laps and in staggered rows spaced 12"o.c. in field. a minimum of 1" concrete cover, or as follows: If roof pitch is < 4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, install (1) layer 30# felt. BOTTOM TOP SIDES 19/32" plywood sheathing or equal installed with staggered joints & GI clips, Beams: 1 1/2" 1 1/2" 1 1/2" nailed to trusses with 8d corrosion resistant annular ring shank nails Slab on Grade: 1 1/2" 1" spaced max. 5"o.c. throughout, except max. 4"o.c. at gable ends. -- Structural Poured: 3/4" 3/4" _ All roof trusses are to be pre —manufactured assemblies provided by Poured Walls: 3/4" a licensed wood truss fabricator with seperate drawings and data Slabs exposed prepared for actual project conditions by a Florida registered to the weather 3/4" 1" professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement or bearing shall Reinforcing steel shall be detailed and fabricated in accordance be brought to the attention of the truss engineer prior to fabrication of the trusses. The truss manufacturer's certified layout shall govern with the "Manual of Standard Practice of Detailing Reinforcing after fabrication. Concrete Structures" and the current "ACI Building Code 318" The handling, erection, and fixing of wood trusses shall be in All structural steel shall conform to current ASTM Specification A-36 accordance with the specifications contained on the certified mfgr's. drawings and data. All wood in contact with masonry shall be pressure treated or approved All engineered headers and truss hangers to be provided by the seperating material. truss manufacturer. All dimensions shall be verified in field by the contractor. If there are Splitting or cracking of structural components due to installation of any discrepancies the Architect or Engineer shall be notified before hardware is not permitted. proceeding. Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and All Design and Construction shall be inaccordance with the current standard practice. American Concrete Institute (ACI). and the American Institute of Steel Construction (RISC), The Florida Building Code and all applicable local codes. BUCK ATTACHMENT NOTES Structural Concrete shall attain a minimum ultimate compressive strength (Fc') in 28 days as follows: AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 1/4" DIA. TAPCONS WITH 2 1/4" EMBEDMENT Column Footing and Wall Footing: 3000 p.s.i. INTO C.B.S. SET A 6" FROM CORNERS AND AT 12' o.c. MAX. Column and walls from foundation to roof: see column schedule. All other concrete: 2500 p.s.i. AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS Footing sizes and reinforcing are based on allowable soil bearing OR T NAILS 4" FROM ENDS AND 12"o.c. capacity of 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 USE "STRUCTURAL" SHIMS DURING DOOR INSTALLATION proceeding with the work. WOOD AND/OR CEDAR SHIMS SHALL NOT BE USED. Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop SHEATHING NAILING NOTES 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 Nailing Pattern structural components with hurricane anchors for wind uplift. Zone 1: 8d at 6"o.c. field & 4"o.c. edges All wood members shall have a minimum fiber stress in bending Zone 2: 8d at 4"o.c. edges & field of 1200 p.s.i. with 1/360 max. deflection. Zone 3: 8d at 4"o.c. edges & field All bolted connections shall be 1/2" Cadmium plated or better. Pneumatic Nails Lag bolts to be used only in shear connections with minimum Pneumatic or mechanicaly driven nails will 4" threaded penetration past steel plate. be accepted under the following conditions: Min. nails size 8d or larger ring shank with Lag bolted conditions shall be drill topped no larger than the Min. shank diameter: .113 internal thread diameter and shall not be hammer driven. Min. Length: 2-1/2" Min. Head Diameter: .280 Full Round Under Girder Trusses provide equal number of studs as girder Min. Ring Diameter .012 over shank dia. plys at frame bearing locations Min. 16 to 20 Rings per Inch Nate GENERAL REQUIREMENTS Gun nails shall be permitted as an All work to be as per the current edition of the Florida Building Code acceptable fastener from any manufacturer and meet or exceed all applicable local requirements. Wood screws meeting the some size requirement may be used in lieu of nails without comment General contractor is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodation, transport/freight, Nailing Schedule and all other cost related to the completion of this project., unless explicitly identified here. ROOF & FLOOR DIAGRAM Use sheathing with #8 gun nails at 6"o.c. Owner is responsible for all municipal related charges such as impact at supported panel edges and #8 gun fees, and water connection, except building permit fees, which are to be nails at 6"o.c. at intermediate supports. included in the construction bid. ROOF SHEATHING TO GABLE END FRAME General contractor to check all drawings for errors and ommissions and Use #8 gun nails at 4"o.c. 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 EXTERIOR SHEATHING damages or costs shall be born entirely by the general contractor. Use #8 gun nails at 4"o.c. at panel edges and #8 gun nails at 4"o.c. at panel top and Architect is not responsible for the contractors method or means of bottom and 6"o.c. in field construction. rebor EXTERIORCEILING & SOFFIT NOTE Unless otherwise noted, the installation of specified hardware shall conform to the manufacturers instructions and standard practice. 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" All plans and drawings are not considered complete until they have been dia. head 6"o.c. max. edges to be tied and nailed at 9"o.c. reviewed and approved by the Building Department Provide one layer of 15# felt to bottom of framing before installing lath. and the building permit has been issued. INTERIOR WALL FRAMING NOTE THRESHOLD NOTE Interior non bearing walls to be metal Studs (25 Ga.) 24"O.C. At egress door (Entry Door) the max. hgth. Crimper may be used in lieu of screws. of the threshold shall be 1/2" 16" C.M.U. WITH CELLS FILLED GROUT & #5 VERT. =L P.T. 2 x 6 AT (3) SIDES OF OPENING, FASTEN TO BLOCK AS NOTED. DOOR SIDES 1/2" x 6" REDHEADS WITH MIN. 2" x 1/8"WASHER 12" FROM ENDS AND 24' o.c. MAX. "OR" 50" x 6" REDHEADS WITH MIN. 2 x 1/8"WASHER 12" FROM ENDS AND 28"o.c. MAX. "OR" 1/4"xt-1/4"TAPCON MIN EMBEDMENT SPACED ® 7-1/2" O.C. W/1 O.D. WASHERS SPACED BOTTOM ANCHOR 0 3-1/2" FROM BOTTOM OF 2x6 & TOP ANCHOR AT LEAST AS HIGH AS THE DOOR OPENING DOOR HEAD 1/4" x 2 3/4" TAPCONS STAGGERED 24"o. c. Garage Door Buck Detail 90 DEGREE HOOKS OVERLAP 25" MIN - corner bars at beam — (outside only) (2) corner bars at footing min.) vert. dowel lapped with wall reinforcing, all laps 25" (min.) in grout filled cell Elev. Change in Bond Beam 1 x 4 bottom chord bracing 24" min. lap (2) 16d at eachN truss II II II Bottom Chord Lateral Bracinc ner bars to be the size, number, and g as horizontial bars Ling, beams, and walls II 22 1/2" lap min. Corner Reinforcing Detai i manufactured roof es 2'-0" o.c. ) min. 'ywall ceiling galvanized metal track or top plate 'ywall both sides metal studs or 2x4 wood 3 spaced ® 24" o.c. board (typ.) galvanized track or 2x4 i PA. bottom plate -r Lhick concrete slab 1,2500 psi) with fiber mesh over vapor barrier over clean compacted termite treated soil TYP INTERIOR NON LOAD Fite COPY BEARING WALL SECTION 4"=1' SCALE REVIEW D FOR CODE Cot IPLIANCE ST. LUCIE COUNTY so1ft 0C SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIAN J. MASKOL FL PE # 66080 IN ll/� O * 08 Aj rgo 4 z 0 w a u w Q Q z 0 5 w x W � W W � I� W � QI DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 A=4 ,,4 SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIAN J. MASKOL FL PE # 66080 �Q VICE Q` No 0 z 0 a a u w Q Q z 0 y w x 1--i W � H O W � I --I QI W O � a �1 M--1 U cn DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 ROOF PLAN 3/32"=1'-0" SCALE 3s 2 3 \ 22 21 \ /2 3 ��/ // \2 � z I 2 % 2 / > 2 1 2 1 /2 z �\ � Zia 1 > �2112 I /Z 2 / \ Z\ 2 I /2 2 2 V I / / //\\ \2 \ / \ V Li11 � � 33 A 2\ 1 \ 33 2 � - - - 2 B 2 z 2 33 2 2 2 2 3 WIND ZONE ROOF PLAN 3/32"=1'-0" SCALE 2 I` A 1 I 1 z I 21 I � 1 I1 I 21 1 12 I J I 1 � I 2� 2 2 3 z z/ � \ �z z 2 3 1 ` 2 ® 2 2 ��� 2 5 rd 5 / I I 5 I I I 21 WIND ZONES -WALLS WIND DESIGN PRESSURES END WIND TRIG. ZONES - PSF 1 2 3 4 5 ZONE SPEED AREA <10 S.F. -30.6 -53.8 -78.8 +33.5 +33.5 -36.3 -44.8 20 S.F. -29.8 -49.0 -73.6 +31.9 +31.9 4 FT. 160 -34.8 -41.8 50 S.F. -28.6 -43.3 -66.9 +29.9 -32.7 +29.9 -37.8 MPH 100 S.F. -27.7 -39.1 -61.8 +28.5 +28,5 -31.3 -34.8 500 S.F. +24.9 +24.9 -27.7 -27.7 ALLOWABLE PRESSURES ARE FOR WINDOWS AND DOORS, FRAMING, ROOFING AND OTHER BUILDING COMPONENTS AND CLADDING. ROOF ZONES: 1 THRU 3 \wlwl 1 w ww111 P 5 File ,,-ODE COD ;ST. LUCIE FOR A'&"summrr DESIGN & FORENSICS, INC: 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIAN J. MAS KOL FL PE #66080 ��ae1111111r// * , No. ro STAT p� ;� O 3E ill • kr CORIV IONA 11��\\��\ z z o a a z u � Q w Q z z Q a m a 0 z 0 w a w w Mw-I w � w z a � w ^O w d-1 w Q z 0 U DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 A=6 3 :i 6"=T-0" SCALE 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. Provide one stud for each girder ply at each Bmg. point Connectc ir Schedule Truss Bearing Truss Connector Qnty' Connector Fasteners Point Uplift ID Uplift Truss AH9 O <3750# MGT 1 3985# (1) 5/8" THIRD. ROD EPDXIED 7 MIN. & (22)10d Truss AH7 OB <8500# FGTR 2 9400# (36) 1/4" X 3" SDS & (4) 1/2" X 5 TITEN HD Trusses DETAL20 1 2480# (18) 10d X 1 1/2" AH11A AH1 O <3� HGAM10KTA 2 1700# (8) 1/4" X 1 1/2" SDS & (8) 1/4" X 2 3/4" TITEN 2 *All other ALL &ot$her tr GBeS 1, UNO <1800# HETA20 1 1810# (9) 10d x 1 112" �I�t�her ALL ', UNO <1000# MTS18 1 1000# (14)10d to Frame Valley Trusses ALL <250# MT812 1 1000# (14)10d x 1 ire ;ODE ST. Ll Ffie Copy FOR COUNTY 0 a U Q 4 Ca z 0 5 w x w W W Z I� T A-1 DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 T=1 t - !p. FPL Meter Location to be determined Overhead Service IT .cirlc Panel II .� --�1 anal 1 1.t� nuw7� �� 4A ess 1 ,-7< I -T T iZS1 1 GARAGE 1 i ( Gorage poor Opener F`vl rxeFL r"VI / F/v� _ BEDROOM 1 VP VP PrWm X I \ KITCHEN CO®/SO MASTER j� BEDROOM O dw _ _ e L _ _ _J AS B4T O BATH 1 � e ® \ \ PN � LAU CO/SD LIVING ROOM \ _ _ VAtiRTED CEILING IN LIVZ*.ARFAS 6" DRYER VENT TO OUTSIDE / n an 1 BEDROOM 3 r— \%49 DEN CO/SD N. CO/SD er= \ ELECTRICAL PLAT 3/16"=1'-O" SCALE ELECTRICAL LEGEND O RECESSED LIGHT LED CAN LIGHT p" {.,)CARBON/SMOKE DETECTOR 91. VAPOR PROOF SURFACE MOUNTED uQ7T C 7s/ SMOKE DETECTOR -�- PENDANT LIGHT VN TELEVISION SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE 4PN TELEPHONE EXHAUST FAN OUTLET WO/UGHT SWITCH EXHAUST FAN OUTLET w/UGMT 4% THREE WAY SMTCH Ea11W (31 6nINKIN L=T WALL nxym M PUSH BUTTON MIMM WALL LIMING � CEILING FAH WITH LIGHT DUPLEX OUTLET o 220 V OUTLET g GROUND FAULT INTERRUPTER WEATHER PROOF GROUND FAULT NOTE: RECEPTACLES IN KITCHEN & 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 PHASE 15 & 20 AMP BRANCH CIRCUITS Electrical Load Calculations 4398 Living S.F. at 3 VA 13194 VA (2) 20 Amp Appliance Ckts. 3000 VA Laundry 1500 VA Dryer 5000 VA Dishwasher 1200 VA Range 12000 VA Ref. Circuit 1300 VA Garage Door Opener 900 VA Grinder 3600 VA Disposal 800 VA Microwave 1200 VA Water Heater 5500 VA Grinder 1200 VA Well Pump 1000 VA un)d 1 a THHo nd ) 9 Nf copper in 2 gun Go rHhl ondul FPP1 M ■❑r 400 amp main meter combo w/ (2) 200 Amp breakers Total 51,394 VA dlsc `J First 10 KVA at 100% 10,000 VA md. Ornd. Remainder at 40% 16,558 VA Total 26,558 VA (3) /!1/O THHN) colyr�r THHN) AC Heat at 100% 17,000 VA and L1 ground copper in 2 galy. conduiE AC Heat at 100% 21,000 VA Total 64,558 VA Copy 64,558 VA / 240 V = 269 Amps rILL� Y 400 Am New Service p 6w6" die. x io'—a' g ground rod F.P.L. service Underground Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify all equipment loads prior to 3 4" copper I start of construction. Electrical contractor to recalculate water pipe electrical schedule if loads are to be modified tie ground wire to footing rebars Electrical Riser Diagram riEVI WED FOR .BODE OMPLIANCE T_ LU IE COUNTY OCC ,,46UMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE PL 34984 (772)285-0572 BRIAN J. MASKOL FL PE # 66080 \\\\1lIIII////,/ No z 0 H a iY+ u w Q 4 Q z 0 s W a W � I��l V W � I� W� DATE DESIGNED GMW 10-13-20 DRAWN GMW 10-13-20 CHECKED JOB NO. 2020-328 E=1