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Home My WebLink AboutPLANSConnector Schedule Truss Bearing Truss Connector Qnty' Connector Fasteners Point Uplift ID Uplift A05G 2 2199 DETAL2 2 2480 (9) lOd x 1 1/2" 7 2237 per Strap All Other Trusses ALL <1810 HETA20 1 1810 (9) 10d x 1 1/2" to C.B.S. Valley Supporting Framing (4) lOd Trusses <250# VTCR 1 370 Valley Rafter (3) 10d x 1 1/2" Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place 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. 14'-0" New Addition East Elevation scale: 1/4" =1'-0" Stucco Finish and Cola to Match the Existing Residence Existing Residence Open F.F.] South Elevation scale: 1/4" = 1'-0" 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 sunply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and AC1530. quaoiry of k5 reber t boaom of lintel r F—filledgrout aviry t s wietn� I � E .IY z 8F16-1B/1T �95 ab"atboaom o ioal� rebar attop.flittelwviry heigth Lintel Type Designation Cast Crete Lintel Schedule Installation Notes 1. Installation of U lintels must 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 C270Type M or S All Rebar to be #5 Grade 60 min. MARK LENGTH OF ALLOWABLE APPLIED ALLOWABLE APPLIED BEAM SPECS. LINTEL GRAVITY LOAD GRAVITY LOAD UPLIFT LOAD UPLIFT LOAD L-1 13'-4" 1075 567 770 574 8F16-1B/2T 112 24'-0" 450 160 316 136 8F16-1 B/2T B. Min. Beam depths shown, beams may be increased without comment At Lintel L-2 provide (1) #3 vertical rebar at 24"o.c. along length of lintel West Elevation scale: 1/4" = 1'-0" 59.45' t I I i 1.4.7' r- Proposed Covered Porch Existing Residence I I tl 1 I Conc. Patio I I� W 0 O t I I I t Partial Site Plan scale: 1" = 20' 14'-0" New Addition 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 Climatic & Geographic Design Criteria Weathering: Negligible Termite Area: Very Heavy Electrical Notes 1. All loads to be checked by aFlorida Licensed Electrician 2. All work to meet the National Electrical Code 3. All conductors to be copper; all insulation to be THHN. Conduit as follows: PVC below ground, Rigid from underground to service box for exterior lights on building; AC, MC, or EMT conduit elsewhere. 4. Ensure min. 36" clear between equipment and disconnects, Typical. 5, Existing Electrical Panel to Remain Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified See Masonry to Masonry Connect. Buildinl? Code 2017 Florida Building Code: Residential 2017 Florida Building Code: Existing Buildings Alteration Level II 2014 National Electric Code Scope of Work New Rear Porch Addition ELECTRICAL LEDGEND "1 6" LED RECESSED Ln: RT C DUPLEX OUTLET -W SWITCH 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 .....................................�.::, 4'_2" .........., Partial Existing Floor Plan scale: 1/4" = F-0" Design Loads Roof Live Load: 40.0 p.S.f. 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. Area Tabulation 355 square feet Project Data Project Name: Jason Baskerville Street Address: 8400 Cobblestone Drive City: Ft. Pierce County: St. Lucie State: Florida 24'-6" ................ ................................................. ......................... I..., 25-4" New Addition 4" 22'_8" P-4 SEE FOUNDATION PLAN FOR CONCRETE PATIO LOCATION ............................................... L-2........................................... I I I Line of the Existing t Porch to be Removed t L-1 I .------------ .. I I I I I I I I I New Porch I t I t I \ I 8'-8" Ceiling from F.F.E. s"x I \ I Existing I I I I I I I ' I I L-1 I I 13'-4" See Masonry to Masonry Connect. EXISTING-' RESIDENCE 0 N Partial New Floor Plan scale: 1/4" = 1'-0" WITH NEW ELECTRICAL r t—I 7t � M � w z t�b a t �� a t/1 z b y Q O Con 4 U o 1F�1 M: Q v I r- O r1 ct cC 7t c O cG 00 U�� rN ct f4 oo M FBI � Q Lon x � o U U _U 0 44 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY date revision SCANNED �Y St. Lucie County drawn a). checked 0. date. 3/3/19 scale as noted job number 19024 sheet 1 A— 1 Flit f--410py 1103 - C* 32.. C C cc C 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: 3/4" 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 (Fe') 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. 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, transporUfteight, 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 St. Lucie County Building Department and the building permit has been issued. EXTERIOR CEILING NOTE 7/8" Stucco finish over 3/8" high ribbed gals. 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 corner bars at beam (outside only) (2) comer bars at footing (min.) — vert. dowel lapped with 1t wall reinforcing, all 11 all comer bars to be the laps 25" (min.) in grout I1 same size, number, and filled cell 1) spacing as horizontial bars 1) in footing, beams, and walls 11 (1 1 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 annular 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 muss 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 mfgfs. 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. SHEATHING NAILING NOTES 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 Pneumatic or mechanicaly driven nails will be accepted under the following conditions: Min. nails size 8d or larger ring shank with Min. shank diameter:.113 Min. Length: 2" Min. Head Diameter:.280 Full Round Min. Ring Diameter .012 over shank dia. Min. 16 to 20 Rings per Inch Note Gun nails shall be permitted as an acceptable fastener from any manufacturer Wood screws meeting the same size requirement may be used in lieu of nails without comment Nailing Schedule ROOF 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. 12" Panel Each Nail hem fasten with Staples with 1" Long Legs & 16 Ga. dia.7'o.c. - soffit panel F channel fasten with Stub Nail .097 dia. & 5/8" Long 24"o.c. drill & epoxy steel in perimeter beam 5" into existing masonry 8" C.M.U. W drill & epoxy #5 rebm-, 5" into new & existing solid pour cell at 24"c.c. max. 8" x 8" FILLED CELL MASONRY TO MASONRY CONNECTION CONTRACTOR TO VERIFY ROOF PITCH, HEEL HGHT. AND OVERHANG LENGTH. EXTERIOR FINISHES AND MATERIALS TO BE VERIFIED BY THE CONTRACTOR TH 12 AT THEY MATCH THE EXISTING Q 6 RESIDENCE Soffit Detail- 4 ri 13 3 TT_O.B_— Verify with Existing Stucco Ceiling Lintle br Bond Beam with (1) #5 Rebar in each course, Filled with Grout #5 vert. rebar in grout filled cell See Floor Plan for Locations 4" 3000# Fibermix Cone. on .006 Vapor Bearier on Clean, Compacted, Termite Treated Fill 0.00'l - F.F.E. - — v v (2) #5 Rebar 1'-6" Fiberglass Shingle Roofing on One Layer of 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" Alum. Drip Edge 2 x 6 Fascia with Alum. Wrap Vinyl Vented Soffit 2 x 4 P.T. cont. 8x16x8 CMU Typ. Stucco Finish to match the Existing i #5 Vert. Rebar with 10" Hook and 30" Lap. Tie to Vert. Rebar In Cells N Corner Reinforcing Detail Roof Wind Zones Typical Section Grade 0 v .2 �a y z 0 - 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% 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 Rock 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 rebut in place. Use either "Hill C-100" or Simpson Epoxy -Tic. 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% 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. 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 superseded 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 F-I F-2 F-3 F-4 18" x 16" mono. footing18" x 16" mono. footing g 8" x 8" mono. footing with (1) #5 rebar cont. 10" x 10" mono. footing with (1) #5 rebar cont. with (2) 45 rebar cont. with (2) #5 rebar Cont. 4" 16„ _L 10 4 8,,Jr":IT181,s" 4" MONO. EDGE FOOTING INTERIOR FOOTING THICKENED EDGE THICKENED EDGE '_4„ 25'4" New Addition 22'-8" l'-4 10'-0" 13'-4" F-4 F-4 I I I v �---- ---------- ------------ �F-2, O F------------------------------1 I I i i I I I I I I I I I I 0I4 Line of the Existing I I Porch to be Removed I I I 4 I I I I F-2 I 1 4" 3000# FIBERMIX CO.NC, 1 F-1 I I I 1 OVER.006 VISQUINE I I I I I ON CLEAN, COMPACTED, I I TERMITE TREATED FILL I I I I I I I I I I I 4 I I L-- — — — — — F-3------I------------J I I ----- F-3 ----J I LN li uuu u u u EXISTING RESIDENCE 0.00' FEE ASSUMED Foundation & Footing Plan scale: 1/4" = P-0" u U PRODUCT APPROVAL Approval Number Product Model Number Manufacturer Attachment Method Building Rated Design Pressures Product Rated Design Pressures NOA: 15-1215.11 Roofing Asphalt Shingles TAMKO (6) 1 1/4" Roofing Nail per Shingle FL#: 13389.1 Soffit Vinyl Vented CertainTeed See Soffit Detail +35.0 -35.0 +246 -76 00 00 M-1 0�\ � M � w ,U t� r� V) a r_ Q o .,� U w � Z cn C�l � a i 40 �r' C/1 }� W I-1 Q � O ct ct ct cr1 0000 C Ct 00 Q M Q O i/] >. H Q o 7� w p z ° N x � O � N U v O tX 0 W C4 drawn s.l. checked s.l. date 3/3/19 scale as noted job number 19024 sheet A-2 •BUILDER"S WARNING* COMPONENTS AS DEFINED BY WTCA i -1995. 1) FOR THE ERECTION BRACING FOLLOW INSTRUCTINS STRUCTURAL DATA, NUMBER OF GIRDER AND DESIGN DEPARTMENT APPROVES THEM IN ADVANCE BEARING POINTS MUST BE INSTALLED DIAPHRAMS HAVE ANALYZED BY BCSI-BI G SUMMARY 2)PERMANENT ERB ME ERIOR FAST OAST TRUSS.TBEEN BRAHE ORETHES RUCNRE IS ME PLIES AND THE CONNECTION INFORMATION. OTHERW SE NOTEOSIN TALL HANGERS ACCORDING TO INSTALLING ANY TRUSSES! ERECTION AND INSTALLATION OF OF OTHERS. UP DESIGN RMUST VE O THE CURRENTSIMPSON STRONG TIE CATALOG FAILURE FOR LLOW INSTRUCTIONS ON THE BCSI-BiRUSSES SUMMARY 3) IINNSSTALL B BRACING AS STATED ON SEALED REPAIRS TO TRUENT AND/OLITY SSES IN ,DDITION NOTE: IS THE BUILDERS RESPONSIBILITY TO ERIFY ALL EXISTING CONDITIONS, ECT ANNOT BE RESPONSIBLE FOR MATCHING XISTING ROOF CONDITIONS. PON SIGNING, BUILDER AGREES TO ALL ONDITIONS AS SHOWN ON THIS LAYOUT EXISTING: VERIFY ALL CONDITIONS, PITCH, HEEL & DIMENSIONS TRUSS PLACEMENT PLAN 8'-8" T.O.B. \=S2^ 8'-8" T.O.B. EXISTING ==^ vi� 10. TYP. END �' DETAIL 12 6r EAST COAST TRUSS 521i5 St. LUC¢ BLVD. IT. PIERCE FL 349646 OFFICE (772) .166-2480 FAX f77Dffi6-5336 USTOMER:Telese Builders DB NAME:COBBLESTONE 8400 DDRESS:8400 COBBLESTONE DR Kr: '. w ODEL Addition F ARAGE OFT 526 Q g ATE 2/1/19 EAST COAST TRUSS I. the amen eear d I. mo maodece wiM me emlame cone Ironing this placement plan(s), signs mred anywhere on this sheet, the Sir or his represenlitive acknowledges that this placement plan comple, e structural Intent of the project. customer also admoWledges that this approval authoMes FAST T TRUSS to manufacture these trusses and deliver them to the project act on this drawing. customer also acknowledges that he/she accepts financial sioilily for any repair, engineering, and labor required due to errors nan those of EAST COAST TRUSS. ned: DE=FBC2017/TPI 2014 ASCE 7-1 SIGN CRITERIA =MWFRS CUPANCY CATEGORY =11 POSURE=C JF SPEED =160 ILDING TYPE =PARTIALLY HEIGHT = 15' GRAVITY LOADS DUR FACTOR= 1.0 TCDL- BCLL-BCDL DUR FACTOR= 1.25 - TCDL - BCLL - BCDL 'NON -CONCURRENT BC U. 1OPsl UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. FLOOR TRUSSES SPANNING 20'-0" OR MORE MOULD BE AT LEAST 12 TO $ THE SPAN OF THE TRUSS BEING SET. REFER TO BCI-81 FOR COMPLETE ERECTION AND SAFETY PROCEDURES. SHELVES A 1 1 1 1 1 1 I 1 I 1 1 1 1 1 I 1 1