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HomeMy WebLinkAboutBuilding PlansBottom Cord of Truss plate yp. d.w. Is 24"o.c. d Grade t. sill plate )ase Hard Coil 12"o.c. max. Concrete Foundation Interior Wall Section Non Load Bring. Wall Option INTERIOR WALL FRAMING Non Load Bearing: Metal Studs (25 Gauge). Crimper may used in lieu of screws. Walls to stop at Bottom Cord of roof trusses. Fastening Requirements Top Track to Truss Cord / Roof Framing with I" "s" screw at 24"o.c. Sill Track to cons. Slab with DN37P8 "Hilti" Shot 16"o.c. or Stub Nails 16"o.c. Studs to Top & Sill Track with One 3/8" "S" pan head screw each side Wall Key Load Brng. Frame New Frame Walls 0 (Non Lead 6rng.) Column Key Grout Filled CMU Cell with (1) #5 Vert. Rebar �❑ Grout filled CMU Cell CONTRACTOR TO VERIFY ALL WINDOW, DOOR, AND MASONRY OPENING SIZES PRIOR TO ORDERING WINDOWS AND DOORS. 34'-8" 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 e laid in a running bond. 6. Shore composite lintels as required. 7. J.lintels are manufactured with a 5 1/2" long notchat oth ends to accomodate vertical cell reinforcing and rout. Composite U Lintel Materials 1. Grout per ASTM 0476 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 CONTRACTOR TO VERIFY ALL WINDOW, Second Level Floor Plan DOOR, AND MASONRY OPENING SIZES scale: 1/4" = 1'-0" PRIOR TO ORDERING WINDOWS AND DOORS. Cast Crete Lintel Schedule 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 13'-4" 1075 450 606 300 81`16-1B/IT L-2 11'-4" 1366 450 798 300 81`16-1B/1T L-3 4'-8" 4567 935 1960 476 8RF14-1B/1T L-4 T-8" 1568 302 931 163 8RF14-1B/1T -L-5 6'-0" 3480 323 1880 209 1 8F16-16/17T L-6 6'-8" 2661 348 1634 300 1 81"16-1BAT L-7 T-4" 2661 592 1634 245 8F16-1B/1T Min. Beam depths shown, beams may be increased without comment Add (1) #3 vertical rebar 24"o.c. in lintels over 24" deep. Safe Load Table Notes m. (U redd. n°an;n,°i#5„ea" 1. All values based on. minimum 4" nominal bearing. — ea Exception: Safe loads for unfilled U lintels must F-fi11ede'nm be reduced by 20% if bearing length is less than w° n al 6 1 2. CM a,A.. � F I 8F16-1 B/1 T 2. N.R. Not Rated rnaed 3. Safe loads are superimposed allowable loads. roaee T qn;ry°f#s 4. One #7.rebar may be substituted for two #5. #5,eba, at bottom minalJ nt ntei°aal, nman '," bat t°° rebarin fl inch U lintels only. B" N°mfnal 7 5/8" 5. All safe loads in units of pounds per linier foot. Lintel Type Designation 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. Scope of Work New Two level CBS Utility Building with pre engineered Roof and Floor Trusses and a concrete foundation. Building Data Occupancy Type: Group U Construction Type: V Number of Stories: Two Area Tabulation Total 1,041 s.f. Climatic & Geographic Design Criteria Building Code 6th Edition Florida Building Code 2014 National Electrical Code: NFPA 70 Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: 40.0 p.s.f. Wind Speed: 150 MPH Wind Importance Factor: 1 A Building Category: I Wind Exposure: B Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Weathering: Negligible Termite Area: Very Heavy Flame Spread Index & Smoke Developed Index Wall Finishes: Not greater than 200 Ceiling Finishes: Not greater than 200 U Z y N O :ode � 0 a ca a P E ` rn a i In a> ©I� ! >' U. 4) OL 3 C/) [W O M L W z M 0 LL LO N act CO • (D Wp n ao r 0 J W '4 Q Q z _U W > o LO W N M V J a' Ct3 U C � O CV -gym. — r � Z r t° W U LU cal r Q 00 ° G') • Ell I I IB B B a -------------- Ells B ' ® Lt'---— — — — — — — — — --J • New Location of UP 120140 Roll Up Door n the existing water,M u softner lines "� ,. Colo L-4 do B Future Lift Platform ❑ B N II II O U 6'-0- 3'-2" 4'-0" 4'-8" I 14'-6" LL. B II o C) , o ® 2 W L. 6068 Existing Well Head i i c L1 I I Garage II Garage Q 0 L-4 B s'-o" Ceiling B i II _D Q m 0 U 8'-0" A > J C> - Cling. C) C:L. +i p Storage 80A I W !� C7 E P (2) 2 x 12 with 1/2" plywd. I I = O co flitch plate on 4 x 6 p.t. I I CD oD 00 column I I o C) C'7 B B B II r Q ed.L-3 RL-5 i i 3o6a II o II F' o I I i LU o -------- BBB B B 0, ----------------- BIDE] ---------------- _--- ------ L-6 L-2 date revision o L-1 0 Cones Pad Cons. Pad drawn checked QQ�daatt � e 2'-0" 10'-0" 2'-0" 1 12'-0" T-0" c) p�/j� [/S/2p i 3/5/2020 12 6'-8 28'-0" REVIEW © `� 7 as Scale noted 4'-0" 34'-8" CODECO Job number O WA 19077 ST. LUCIE First Level Floor Plan AUNTY sheet scale: 1 /4" = 1'=0„ BO(iC A-1 FILE Copy GENERAL FOUNDATION NOTES Concrete shall be a minimum of 5" 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 3,000 p.s.i. All 90% 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 horizonitally if required to achieve minimum coverages. Reber 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 fora soil bearing capacity of 2000 ps.i. Fill shall be laid in layers of 18". 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 3/47 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 -Hilti C-100" or Simpson Epoxy -Tie. F-1 F-2 F-3 24" x 18" mono. footing 1 i3"' x 16" mono. footing with (2) #5 rebarcont. 24" x 18" mono. footing with (3) #5 rebar cont. and curb 8„ ~ with (3) #5 rebar cont. - _ 4' 18„ 5„ 16„ 9 24" 24"' 18, MONO.- EDGE FOOTING CURB FOOTING STEP FOOTING F-4 F-5 F-6 18" x 16" mono. footing with (2) #5 rebar cont. 18" x with ( 16"" mono. footing t #5 rebar cont. 8" x 8" mono. footing with (1) #5 rebar cont. 5"4 5„ 8„ 5 J7- 8", 18" 18„ I, INTERIOR FOOTING - STEP FOOTING THICKENED EDGE (2) 2 x 12 beam with 1/2"plywood flitch btwn. Fasten with 16d 6'"o.c. g'-0"-- - staggered (2) MTS18 Straps with (14) 10d x 1 1/2` nails per strap at each end of beam 4 x 6 P.T. Column ABU46 Post Base with (1) 5/8" dia, x 7" Wedge Bolt to concrete and (12) 16d nails to column. 0.Q0, -I F.F.E. i F-7 _=L_8 18"x 18"x 18" L3- pad footing with (1) #5 rebar 6"o.c. V-6- each way Interior Brng. Column Detail Product Approval Affidavit Form Category Subcategory Approval Numbers Manufacturer Model Number Glass Type Attachment Method Building Design Pressures Product Rated Design Pressures EXTERIOR DOORS Swinging g FL#: 20468.1 Therma Tru Fiberglass N.A. Head: 4" from comers. Jambs: 4-from corners Use 1/4" dia. Tapcons with 1 1/4" embedment and 16""o.c. max. in concrete ` +33.5 -36.3 +50.0 -55.0 Double Swinging FL#: 15037.2 Therma Tru Fiberglass N.A. Head & Sill: 6" from corners & 3"& 7"from center. from comers and 13.75"o.c. max. Use 1/4" dia 1 1/4" embedment in concrete Jambs: 6" Tapcons with +33.5-36.3 +50.0 -55.0 Garage Overhead FL#: 16546.4 Clopay Model 73 W6 N.A. (1) 5/16" x 1 5/8" lag screws. (9) total periam +27.9 -31.2 +36.0 -42.0 Steel Rooling Door FL#: 12765.3 Janus International 3100 N.A. 3/8"dia. x 4-Powers Wedge Bolt 12"o.c +24.3 -32.0 +36.0 -41.0 WINDOWS Fixed N.O.A. 18-0430.05 PGT PW7720A Impact Head Sill: 6"from corners and 12"o.c. Jambs: comers and 12"o.e. Use 1/4" Tapcon with 1 embedment into concrete 6"from 3/4" +33.5 -36.3 +/- 80.0 ROOFING PRODUCTS Metal Roof Panels FL#: 11560.5 Metal Sales Mfg. Image II #10-12 Pancake Head Screws 1" Long at 6"o.c. -57.5 -102.7 Underlayment FL#: 16048-R6 Tri Built Materials i Built Smooth TrHT S/A Direct Attachent to plywood) SOFFIT FL#: 13389-R5 Certain Teed Corp. Vinyl Carpentry Triple 3-1/3 1 1/2'"x .125"shank dia. & min. 7/16"h ails . F Channel 16"o.c., Center 10"o.., ad dia. roof End 10"o.c -760 +246.0 4' 20'-8- T-8" 6,-8," 2"dia. PVC drain line to outside. `Coordinate with / owner 12'-0" 2'-0" T-4- 12" 12 12" F-6 IT F-6 Slope for o F 6 4 Garage Dr. I v F-2 0.0' ;, o El 00bl o F_1 0o F-1 olio - F-600, -I---------- r M -----_ F-1 - New Location of the existing water F_r3l softner lines I i ih I F-7 , I I I L-J IF-41 IF-4IEll 1 -4 I -4' t z tt 4'-0„ 4'-4", I I 4,_4", 2,". I w 13'-4"" I ❑� M slope 1 F-31 IF-1 I I( I I( o I L J 010 L- F 0 N - o f-2 10 1 t o N � I i- N 1 1 1 5" 3000# CONCRETE WITH M I c Q 6" 10/10 WELDED WIRE MESH r co F^6 1 Existing 1 Well Head I OVER .006 VAPOR BARRIER ON CLEAN, COMPACTED, 1 cn M I TERMITE TREATED FILL 0 ASSUMED F.F.E. 0.00' F-7 -4" slope -4' F-31 -1 i L -J M I 12'-8" I ( o i in -IF-2 - I N I 0 Em Ell o IF-1 6'-8" I 1 F-5 slope F-1I Slope for Garage Dr. Slope for I Garage Dr, N 1 o I_----- - -- --- - J 100 cc N �• o00 F-1 00o F`1 o00 - - F-6 0.0' 0.0' IF-6 F 6 4 L - T-0" 6,-8 1 4'-0" Foundation & Footing Plan scale: 1 /4" = V-0 2" v.t.r to sewer system Plumbing contractor to provide a water hammer & shut off valve at each fixture Insulate all hot water lines Sanitary Riser Diagram F-6 8- 10'-0" 12'-0- T-0" 28'-0" 34'-8" 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. All Irrigation lines are to be 3/4"diameter minimum. Main water line to be 1 "diameter minimum. Provide drain line to the North from Toilet Room to the Lift Station ci Q O LU M 0 Z c� U_ C - f/) cp N w 1j 00 N a J LPL • N Q FU v U C0 Z °" U W O � J CD � 4) LV Q� Q is U > LO h It 4 • �.. 0 L t400 _ U Z N W :3 < U) Q co 00.0 M T O LL w O G1" c� Q o Q W .L V Q m -� O > -J o C; LU _0 00 U N H w date revision drawn S.I. checked sJ. date 3/s/2020 scale as noted job number 19077 sheet A-2 pke co �w Ay North Elevation scale: 1 /4- = 1'-0- I 1 -1 L lFi JL ED L❑ Do El [I no El El Do I South Elevation scale: 1/4" = V-0" corner bars at beam (outside only)(2) corner bars at footing (min.) — vert. dowel lapped with wall reinforcing, all laps 30- (min.)in grout filled cell Corner Reinforcing Detail I I L---------------------I 8'-0- T.O.B. _ I I ®®®®® Open ®®®® F.F.E. 0.00' all corner bars to be the same size, number, and spacing as horizontial bars in footing, beams, and walls East Elevation scale: 1/4" = 1'-0"" West Elevation scale: 1/4"" = V-0- 8"" x 16"" C.M.U. WITH CELLS FILLED i WITH GROUT & (1) #5 VERT. DOWEL F .. x w �... P.T. 2 x 6 AT (3) SIDES OF OPENING, FASTEN TO BLOCK d WITH 1/2" x 6" aREDHEADS WITH MIN. 2"" DIA. x 1/8"" 0 WASHER (TYP.) SPACING AS NOTED. O DOOR SIDES a 12"" FROM ENDS AND 16"o.c. MAX. Sectional Garage Door Buck Detail METAL ROOF PANELS ON "PEEL AND STICK" UNDERLAYMENT OVER 5/8" C.D.X. PLYWOOD —\ SEE CONNECTOR SCHEDULE --\ GALV. DRIP EDGE ON 1 x3P.T.ON2x8 CEDAR FASCIA -\ 2 x 4 BLOCKING CONT. BETWEEN TRUSSES ALONG — FASCIA & WALL & AT CENTER OF OVERHANG 2 x 4 bottom cord bracine Bottom Cord Lateral Braci VINYL VENTED SOFFIT GRADE N • F-1 • 12 5 PRE ENG. WD. TRUSSES 24"c.c. T.O (2) COURSE BOND BEAM WITH (1) #5 REBAR FILLED WITH GROUT EACH COURSE 8 x 16 x 8 C.M.U. WITH #5 VERT. DOWEL IN GROUT FILLED CELLS "ROVIDE CASTCRETE RECAST LINTELS ABOVE LL OPENINGS 18'-8" OF BOND BEAM 10'-4"" (2) COURSE BOND BEAM WITH (1) #5 REBAR FILLED WITH GROUT EACH COURSE 5" 3000# CONCRETE WITH 6" 10/10 WELDED WIRE MESH OVER .006 VAPOR BARRIER ON CLEAN, COMPACTED, TERMITE TREATED FILL F.F.E. (3) #5 REBAR CONTINUOUS Two Level Wall Section C N N OCrM L. 'R J w Z v M C� lf) b.0 U .N UJ 0 a LO O 00 0 J Q N v ZEF �- U W o ' O cL) w ''N VJ to ~ > cu U W 'C r� / Ln N I �y T C 00 LL U�Z N coLU T U LL w O iE C7 Qb.0 i Q L > U Q 00 U > J N 0 N LLI = N O U I..L 00 CV Q L1J In drawn s1 checked s.l. date 3/5/2020 scale as noted job number 19077 sheet A-3 F4Fc Opp,, Ceramic Tile Shall be installed in accordance with ANSI A108.1, A108.4, A108.5 A108.6, A108.11, Al 18.1, All 18.3, 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 s aced at 12-o c Screws for attachin sum board and gypsum 12"" TYp• O.H. r� 5/12 5/12 5/12 5/12 5/12 5/12 5/12 r v g gyp panel products to wood framing shall be Type W or Type S in accordance with ASTM 01002 andshall penetrate thewood not less than 5/8- inch 05.9mm) Gypsum board and Gypsum panel Roof Plan products shall be attached to cold formed steel framing less scale: 1/8- - V-0- than 0.033- 0 mm) thick shall be Type S in accordance with ASTM C1002 or bu le head st le in accordance with ASTM C1513 g Y and shall penetrate the steel not less than 3/8"" to 0.112" (1 mm 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 � } , + Calculation Vents Attic V e n l.s V a I c u I a i o n insulated panles shall penetrate the wood structural panle facing, not less than 7/16-o.c. 01.1mm). Gypsum board used as the base orbacker for adhesive application Attic Area: 1,041 s.f. / 150 = 6.94 s.f. required. of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C1396, C1178, C1278. Use of water resistant gypsum backing board shall be permitted on ceilings. Water Soffit area = 179.3 Lf. x 2.0 = 358.6 s.f. resistant gypsum board shall not be installed over a Class 1 or Class 2 vapor retarder in a shower or tub compartment. Cut or Venting Provided: 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 Vented Soffit System provides 10 sq. In./ft. direct exposure to water, or areas subject to continuous high humidity. 179.3 If. x 10 sq. in. = 1,793 sq. in. Cold Formed Steel Note 1,793 sq. in. / 144 = 12.4 s.f. Cold formed steel framing supporting gypsum board and gypsum Total Ventilation Provided: 12.4 sq. ft. 11/ ) 'd ' th panel products shall be not less than 4 (32mm wl a In e 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. 90 DEGREE HOOKS Wood Framing Note OVERLAP 25" MIN. Wood framing supporting gypsum board and gypsum panel products shall be not less than 2`` (51 mm) nominal thickness in th least dimension except that wood furring strips not less than 1- by 2"" (25mm x 51 mm) nominal dimension shall be permitted to be used over solid backing or framing spaced nnf mnre than 94-n r.. (61 Omm) 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. I forces perpendicular and parallel to wall has been Lateral f r p p 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"` 0-100 or Simpson Epoxy Tie Epoxy Provide equal number of studs under girders equal to the number of plys. 3/6"" bead h GENERAL ROOFING NOTES (back caulk (back bedding) behind buck to prevent liquid passage Roofing to be composed of and attached to pre manufactured wood trusses as follows: set flange in continuous bead of caulk across the Felt underlayment (min. ASTM 0 226 Type 11) with 4"" min. side and entire face of buck end laps, fasten with coorosion resistant annular ring shank nails CBS 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 0) layer 30# felt. w p Min. 1 1 /4- embedment at windows and min. 7/16"" o.s.b. sheathing or equal installed with staggered joints & GI clips a ° . 1 1/2' embedment at nailed to trusses with 8d corrosion resistant annular ring shank nails ov y a': _'a ° e sl. gl. doors spaced max. 6""o.c. throughout, except max. 4-o.c. at gable ends. 0o� o ° All roof trusses are to be pre -manufactured assemblies provided by E a a licensed wood truss fabricator with seperate drawings and data m d d. • n prepared for actual project conditions by a Florida registered N «�-O b -° professional engineer certified for truss design. Any deviation from ° o 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 mfgr's. drawings and data. perimeter caulk 1/4- max. struct shim All engineered headers and truss hangers to be provided by the Attach p.t. bucks truss manufacturer. with 8d coil nails at 12" o.c. Splitting or cracking of structural components due to installation of attach as per hardware is not permitted. Typ. Alum. window manufacturers jamb or sliding glass product approvals Unless otherwise noted, the installation of specified hardware shall doorjamb conform to the truss manufacturers installation instructions and standard practice. NOTE: Method of attachment and Gunable sealants shall comply with waterproofing procedures are the ASTM C 920 Class 25 grade or same at poured cone rete sill. greater for properjoint expansion BUCK ATTACHMENT NOTES and contraction Coat Bucks with Protecto-LWM200 Waterproofing AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH after they have been installed and Chaulked BUCKS TO BLOCK WITH 1/4- DIA. TAPCON SCREWS WITH 2 1/4""EMBEDMENT INTO C.B.S. SET A 6- FROM Window & Door Flashing Detail at CBS Wall CORNERS AND AT 12""o.c. MAX. PROVIDE 3/8"" CONTINUOUS BEAD OF CAULK (BACK BEDDING) Includes Buck Attachment Method BEHIND BUCK TO PREVENT LIQUID PASSAGE. Alum. (window SET THRESHOLD IN BEAD OF CAULK ALONG THE ENTIRE LENGTH OF TRESHOLD TO PREVENT LIQUID PASSAGE USE 'STRUCTURAL" SHIMS DURING DOOR INSTALLATION corrosive resistant WOOD AND/OR CEDAR SHIMS SHALL NOT BE USED. Tapcon concrete srews installed as specified in window manufacturers product SHEATHING NAILING NOTES approval ,-window sill Nailing Pattern Zone 1: 8d at 6""o.c. field & 4""o.c. edges Zone 2: 8d at 4""o.c. edges & field Zone 3: 8d at 4""o.c. edges & field Pneumatic Nails II Q S Pneumatic or mechanicaly driven nails will III+ =I be accepted under the following conditions: HORIZ. TIE BEAM STEEL Gunable sealants shall comply with u� SEE WALL SECTION FOR ASTM C 920 Class 25 grade or ° e 4 •a ; • Min. nails size 8d or larger ring shank with STEEL REQUIRMENTS greater for proper joint expansion Min. shank diameter:.113 and contraction precast Min. Length: 2' cone. sill Min. Head Diameter:.280 Full Round Min. Ring Diameter .012 over shank dia. frame 3/8"' continuous bead of caulk (back bedding) behind shim to prevent liquid passage 1 /4- struct. shi set flange in continuous bead of caulk across the entire face of buck perimeter caulk r'UUKtU UILLL.J VVI I r1 rvw ,. IV w cv nu 1sa yc, awn (1) #5 BAR CONTINUOUS FROM BEAM TO FOOTING Typical Precast Conc. Sill Detail Gun nails shall be permitted as an acceptable fastener from any manufacturer Nailin Schedule Change in Bond Beam Elev. Connector Schedule Truss Bearing Truss Connector Qnty' Connector Fasteners Point Uplift ID Uplift All trusses. ALL <1000 MTS18 1 1000 (14) 10d x 1 1/2"" to Frame All trusses ALL <1800 HETA16 1 1810 (9) 1Od x 1 1/2"� to CBS Missed Tie Down Strap Note In the event the Tie Down Strap has been omitted from the Layout location, install one HTSM20 strap at the proper location Fasten with (4) 1 /4"" x 2 1 /4"" Hex Head Titen screw to C.B.S. and (10) 10d to truss. MAXIMUM UPLIFT 1175 lbs. Wind Zones - Roof Wind Zones - Walls ROOF & FLOOR DIAGRAM Use sheathing with #8 gun nails at 6-o.c. at supported panel edges and #8 gun nails at 6""o.c. at intermediate supports. IROOF SHEATHING TO GABLE END FRAME Use #8 gun nails at 4""o.c. EXTERIOR SHEATHING Use #8 gun nails at 4""o.c. at panel edges and #8 gun nails at 4'o.c. at panel top and bottom and 6" o.c.. in field 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 Seams: 1 1 /2- 1 1 /2- 1 1/2- Slab on Grade: 1 1 /2'" 1" _ Structural Poured: 3/4"" 3/4"" Poured Walls: _ _ 3/4"" 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 (Fc') in 28 days as follows: Column Footing and Wall Footing: 3000 p.s.i. Column and walls from foundation to roof: see column schedule. All other concrete: 3000 p.s.i. Footing sizes and reinforcing are based on allowable soil bearing 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 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. 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. U l Q [V 0 M '1_ V' W Z le C7 UL In N ai Uco tt ,N W �,0 0 J 11 '' -. 04 Q N .ri Z U- LU � o a CD (D > LU '-F^, V J ar O °� U LL _N W 0 a C7 LPL Q > O Q m U > J Q o +i w t� 0 N _ y 00 U L1� °° G'V Q H w 0 date revision drawn s.l. checked s.l. date 3/5/2020 scale. as noted job number 19077 sheet A-4 Upper Roof Framing Plan Scale: 1/4`= V-0"" JU o' 0 0 0 3 J5 �✓9 9 = FLE 4 0 o `v 2'-0- Bed 4 3 FGEA Open m w J7 FLD F4F 7 FLD FLB FLB J7 FLB J7 FLB 3" ledger top @ 10'-3" FLB J7 FLB J7 e ^ . G � FLB J7 FLB J7 5 �P FLB FLB ;-J34--LB 28-00-CC 6-08-00 3= Lower Roof & Floor Framing Plan Scale: 1 /4""= V-0" IN T Fill two courses of CBS along Landing Ledger solid with Grout m I y o � Exterior CBS wa Top of Grout Fil Perimeter Beam - � 10'-3" (2) 2 x 8 p.t. Ledger Fasten to CBS 1/2" dia. 8" long wedge bolts 24"o.c. staggered Ledger to CBS Detail T-2" 9'-2" (5) Treads at 10" (10) Treads at 10" 1.2"" Wall Mount Handrail Ir"n. 36"" above Tread with 1 1/2"" Grip Surface 1 1 /2- min. from wall See Ledger Detail (2) 2 x 12 Beam-/ with (2) 2 x 4 Ledger attached 2 x 12 Stringer / Three Places V 0) at each side and (1) in center 1/2" d.w. on underside of stringers & landing Stair Section Scale: 1/2""= V-0" Simpson HU48 Hanger with (14) 1 /4-x 2 3/4" Titen to CMU and (6) I Od to beam 0 0 Handrail at 36- above Tread with 1 1/2" Grip Surface. 1 " Nosi 2 x 4 p.t. plate fastened to concrete with cased J hard coil nails. Plate cont. along with of stairs (2)2x8 Ledger Cover Joists with 2 x 6 Joists x 3/4""T&G plywood 16"o.c. c Glued & Screwed to floor trusses per Nail Schedules (2)2x12 4x6p.t. Simpson HU48 Hanger Column with 04) 1/4"x 2 3/4" Simpson HUSC210-2 Titen to CMU and (6) . Hanger with (8) 16d to 1 Od to beam Column and (8) 16d to Beam. Typ. (2) places Stair Landing Plan Scale: 1/2""= 1'-0- 10`6""h l 9'-0" 2 x 4 cont. Horiz. fasten with (2) 3""— wood screws at each intersection 3/4"T&G plywood Glued & Screwed to floor trusses per Nail Schedules pre engineered trusses 24-o.c.- 1 /2"d.w. 0.00' $ TOILET ROOM 2 x 6 cont. cap 2 x 4 Vertical at 48'o.c. Fastened to the side of the floor truss with (6) 16d nails 2 x 4 to extend up from the top plate 2 x 6 cont. (2) 2 x 4 plate \_with SP4 with (6) 10d x 1 1/2- at each stud \-1/2" gyp. d.w. 2 x 4 studs 16-o.c. 2 x 4 p.t. plate with SP4 with wood base (6) 10d x 1 1/2- 1 at each stud see footing details 1/2" dia. wedge bolt with 3- x 1 /8 washer 7- embedment 24-o.c. Bearing Wall Detail AND LOFT SECTION METAL ROOFING 12 ON ""PEEL AND STICK"" UNDERLAYMENT OVER 5/8" C.D.X. PLYWOOD 5 SEE CONNECTOR SCHEDULE GALV. DRIP EDGE ON 1 x 3 P.T. ON 2 x 8 PRE ENG. WD. CEDAR FASCIAS TRUSSES 24'c 2 x 4 BLOCKING CONT. BETWEEN TRUSSES ALONG - FASCIA & WALL & AT CENTER OF OVERHANG VINYL VENTED-/ SOFFIT GRADE 8'-0„ (2) COURSE BOND - BEAM WITH (1) #5 REBAR FILLED WITH GROUT EACH COURSE 8x16x8C.M.U. WITH #5 VERT. DOWEL IN GROUT FILLED CELLS 5" 3000# CONCRETE WITH 6" 10/10 WELDED WIRE MESH OVER .006 VAPOR BARRIER ON CLEAN, COMPACTED, TERMITE TREATED FILL F.F.E. gk — 0.00' t� i l F-2/ One Level Wall Section U Q 0 " O co ' R v W z � M LL LO C- (n N co co _ a LO a3 00 0 J L.L 04 Q N z d U VQ3 LUa O _ Q > J LO LU 12� m d 4) a--) > U w Lo C rl- ~ O N 2oZ T r o0 ci N �a 00 rr M T O U LL L. w O L. a , n' w L Q > 0 Q W C) U C7 j 0 J Lu M 0 w = N O N Q Lu Q drawn s.l. checked s.L date 3/5/2020 scale as noted job number 19077 sheet A-5 ®4PP --------------------I gfi verify location Future Lift gfi Loft It gfi To switch at Entry Door Second Level Electric Plan scale: 1/4- = V-0`" ELECTRICAL LEDGEND —E:}- SURFACE MOUNTED LIGHT FIXTURE ) SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE ® EXHAUST FAN OUTLET =0 DUPLEX OUTLET _W SWITCH El PUSH BUTTON -W THREE WAY SWITCH aW NOTE: RECEPTACLES IN BATH AREAS TO BE 45"' A.F.F. ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFOI MUST BE AFCI. TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified 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. VAI 01191uMl.[e]100 ELECTRICAL WIRING SHALL BE COPPER - TYPE THHN OR TYPE THW FOR WIRING WITHIN BUILDING. TYPE THWN UNDERGROUND OR ON BUILDING EXTERIOR. CONDUIT SHALL BE EMT WITHIN BUILDING, PVC UNDERGROUND, GRS OR SCHEDULE 80 PVC FOR SERVICE ABOVE GROUND. INSTALL WIRING FOR WATER SOFTNER IN 1-MIN. CONDUIT First Level Electric Plan scale: 1/4- = 1'-0_ Replace the Existing 200A U.G. Meter Can with 240/120V 200A 1 Phase Meter/Main Combo. To FPUA Pad — Mount Transformer ON 200A Main 2-PVC with (3) 2/0 CU & (1) #6 CU Ground #6 CU to (2) 8'-0- Rods G.E.C. GARAGE EXISTING PANEL 200A 80A M.L.0 1? Space 40 Space Load Center Load Center 1 1/2- PVC with—/ (3) #4 CU & (1) #8 #6 Ufer CU Ground Ground Electrical Riser Diagram Electrical Load Calculations 1041 Living S.F. at 3 VA 3123 watts (3) Garage Doors 3600 watts Well Pump 1200 watts Water Softner 1200 watts One Bath 1500 watts Lift Station 2000 watts Total 12,623 watts 12,623 W / 240 V = 52.6 Amps Use 80A Service Well Pump Equipment U Q (/) cV M I— 'R v W Z -qt M C7 � LO N i •� W Q N d I LO 00 r 0 J LL .4 V°? z LU d � _U O _ Q J (/a LO LU m 41) U) �~ > (Q U W M •-1 LOC T� O T CV r Z U f/) i _ 00 T III O LL W � _U a A C7 LPL C Q > O U �My�► W Q U C7 > J Q `U (D V W � ='10 � co O0 U N Q W Q drawn .J. checked .J. date 3/5/2020 scale as noted job number 10077 sheet A-6