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HomeMy WebLinkAboutBUILDING PLAN (2)INDEX OF SHEETS SHEET # DESCRIPTION 1 Floor Plan 1 st Floor House 2 Floor Plan 2nd Floor House & Garage) 3 Data 4 Elevations North and South 5 Elevations (East and West) 6 r levations ( arage) 7 Sections (House) g Sections (Garage) 9 Foundation Plan (House) 10 Foundation Plan (Garage) 11 Beam Plan (House & Garage) 12 Electrical Plan 13 Plot Plan GENERAL NOTES: 1. T-IIS IS A NEW CBS HOME ON VACANT LAND. 2. A'-L STRUCTURAL FRAMING TO BE #2 SOUTHERN YELLOW PINE OR BETTER. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. ALL CONCRETE SLABS TO BE TERMITE TREATED ON CLEAN COMPACTED FILL WITH 6 MIL VISQUEEN VAPOR BARRIER. 5. ALL CONCRETE TO BE 3000 PSI FIBERMESH. 6. ALL REBAR STEEL TO BE GRADE 60. 7. DESIGN BASED ON SOIL BEARING OF 2500 PSF. 8. ALL EXTERIOR WINDOWS AND DOORS TO BE PRESSURE RATED 128MPH WIND LOADING & (LMI) RATED. INSTALL PER MANUFACTURERS SPECIFICATIONS. 9. HVAC CONTRACTOR TO COMPLY WITH ALL EXISTING CODES. 10, ELECTRICAL CONTRACTOR TO COMPLY WITH ALL EXISTING CODES. 11. PLUMBING CONTRACTOR TO COMPLY WITH ALL EXISTING CODES: 12. ALL WORK TO BE IN COMPLIANCE WITH THE 2014 FLORIDA BUILDING CODE 5TH EDITION AND ASCE 7-10. 13. GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND STRUCTURAL CONDITIONS AS SHOWN ON THE PLANS. ANY DISCREPANCY BETWEEN THE PLANS AND THE ACTUAL XIST CO TIO HO BE ORT III EN ER ED LY. 14. _RMIT ROT ION ALL PRO ED B EGIS RED MITI DES, I CLUD SOIL APPLIED PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED TO WOOD, OR OTHERAPPROVED METHODS OF TERMITE PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT PROTECTION TO NEW CONSTRUCTION. NOTE: ACCORDING TO TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA SUBJECT T'O DAMAGE FROM WEATHERING IS "NEGLIGIBLE" SUBJECT TO DAMAGE FROM TERMITE IS "VERY HEAVY" NOTE: PROPOSED WALL AND CEILING FINISHES WILL BE 1/2" GYPSUM BOARD WHICH HAS A FLAME SPREAD INDEX OF (15) AND A SMOKE DEVELOPED INDEX OF (0)• ICYNENE SURFACE BURNING CHARACTERISTICS: AT A MAXIMUM THICKNESS OF 4" (102MM) AND A NOMINAL DENSITY OF 0.5 PCF, THE INSULATION HAS A FLAME SPREAD INDEX OF 25 OR LESS AND A SMOKE DEVELOPED INDEX OF 450 OR LESS WHEN TESTED IN ACCORDANCE WITH ASTM I THICKNESSES FOR WALL CAVITIES AND CEILING CAVITIES ARE NOT LIMITED WHEN THE INSULATION IS COVERED WITH A MINIMUM 1/2" THICK (12.7MM) GYPSUM BOARD INSTALLED IN ACCORDANCE WITH THE APPLICABLE CODE. AREA CALCULATIONS MAIN HOUSE TOTAL LIVING AREA 4,476 SOFT. 1stFloor 3101 2nd Floor 1375 FRONT PORCH 957 REAR PORCH 363 BREEZE WAY 152 GARAGE 1388 8'-8" � 10' EXTERIOR WALL LEDGER 12'-7" 2'--3'-13/4"----2'- T-31/4"f---3'-2" 23 SH H33 SH TOutdoor Dryer Shower M d o � W.M. � O 1 0 7 5/8" 26 [Sink] o 3 2868o q 200 A Panel 8'-8" Ceiling lrll�1O' Ceiling bo Gas Meter = J v Regulator co N co 0 B I 2" 2" 7 5/8" Steel Column v = 0 Ln [M N J vF16' 7" 00 A 2868 N r 00 f "v TCN1jr �_S-7 3/4"T I Family Room tp 10' Ceiling Zo 4'- 01 2880 1 1 r_ - 100 Gas N Sink O O Kitchen 10' Ceiling r L N A Linen , N 30 .1 J 10' Ceiling W _T 0028 V-7 1/2" —9'-4 3M" 5'-9 3/4"- T �20 40 V 40 "' 28 all, M 0 0 E =1f, I0, o I Cl) 0 h i 13'-10 5/8" Bedroom #3 10' Ceiling I-8'-3 1/2"-I -1 13/16" Dining Room 10' Ceiling 1�8 5i 16" Column 10' Ceiling 9'-7 1 Gas Fire Place Formal (Ventless) 10' Ceiling Duluth Forge Living Room Model: FD132R Steel Column 28 Foyer 10' Ceiling 17'-1 3/8" 6'-11 3/4"--- 50 N 00 Cl) � v FLOOR PLAN Scale:114"=V-0" 3080 1 U-6 Steel Column 6CANNED BY St Lade county LET Lt'C!T COUNTY M1?,P1NTG P11,751ON REVIEWED FOR C VWCE 0 N it l E11' Id11E t 5 o I t'L+.\;::NDPEPMIT.WSTA KEPTONJOB LO 1 Fla'10 !N'sPECT1O.N WILL 09 NL0E. a�. M 26Uj 1I 20 N CI N � WW7nW/ [ EAR OA A77ACNMENIS —11'-61' n ") I o g 'T 'qfIiNE Ig 1 A �, CORD I 2 I �15'-8" 6 1 N � ALL MANUFACTURES "' LAl3LES SHOWING 2 U FACTORS AND SHGC COMPLIANCE T 1 2 0 WITH F13C ENERGY CODE MUST Uj N 1 REMAIN ON ALL DOOR,SAND WINDOWS I _ N UNTIL INSPECTIONS ARE APPROVED % I O Closet 50 1 THESE PLANS AND ALL P ARE SUBJECT TO gNyCOROPOSED WORK MAY REQUIRED BY FIELD INRRECTIONS SE NECESSARY INSPECTORS 0 THAT PLY WirHALL AppLICASLECODES. I I. 5'-5" 5'-11" �I = M I LO TERN?fTE UjTREATA�t AIT RE s U 1 1.7 : 12 � r'P,..i'�i'i„� Ceilingfy ' I I - ♦ C C 'v /� F♦ 14'-6 5/8" 7 5/8" o ID -01 RECEIVED Lj Master Bed. Room MAR 01 2018 ♦ S.T. Lucie County, Pexmlitlligi U ♦ ` N co E IN ' �SObo �/��i in ♦ 087 B IO V ♦ N 25 SH`� ATF 0 1 1/4"----I-S-1 3/4" I 6' 15,_3ff 2f BENCHMARK ENGINEERING OF THE TREASURE COAST 806 DELAWARE AVE. `���� FT. PIERCE, FL. 34950 (772) 267-1399 __`08/21 /17 SEAL WARE RESIDENCE SHEET BOWDOIN 1316 LONE PINE DRIVE 1 HUTCHINSON FT. PIERCE, FL 34982 OF 11 P.E.#70878 INDEX OF SHEETS SHEET # DESCRIPTION 1 Floor Plan 1st Floor House 2 Floor Plan 2nd Floor House & Garage) 3 Data 4 Elevations North and South 5 Elevations (East and West) 6 Elevations (Garage) 7 Sections (House) 8 Sections (Garage) 9 Foundation Plan (House) 10 Foundation Plan (Garage) 11 Beam Plan (House & Garage) 12 Electrical Plan 13 Plot Plan GENERAL NOTES: 1. THIS IS A NEW CBS HOME ON VACANT LAND. 2. ALL STRUCTURAL FRAMING TO BE #2 SOUTHERN YELLOW PINE OR BETTER. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. ALL CONCRETE SLABS TO BE TERMITE TREATED ON CLEAN COMPACTED FILL WITH 6 MIL VISQUEEN VAPOR BARRIER. S. ALL CONCRETE TO BE 3000 PSI FIBERMESH. 6. ALL REBAR STEEL TO BE GRADE 60. 7. DESIGN BASED ON SOIL BEARING OF 2500 PSF. 8. ALL EXTERIOR WINDOWS AND DOORS TO BE PRESSURE RATED 128MPH WIND LOADING & (LMI) RATED. INSTALL PER MANUFACTURERS SPECIFICATIONS. 9. HVAC CONTRACTOR TO COMPLY WITH ALL EXISTING CODES. 10. ELECTRICAL CONTRACTOR TO COMPLY WITH ALL EXISTING CODES. 11. PLUMBING CONTRACTOR TO COMPLY WITH ALL EXISTING CODES. 12. ALL WORK TO BE IN COMPLIANCE WITH THE 2014 FLORIDA BUILDING CODE 5TH EDITION AND ASCE 7-10. 13. GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND STRUCTURAL CONDITIONS AS SHOWN ON THE PLANS. ANY DISCREPENCY BETWEEN THE PLANS AND THE ACTUAL EXISTING CONDITIONS SHOULD BE REPORTED TO THE ENGINEER IMMEDIATELY. 10, EXTERIOR WALL LEDGER 12'-7" 2'—+3'-1 3/4"--I--2'—�2'-3 1 /4"I-3' 23 SH H33 SH TOutdoor Eo Shower o U �O ao 7 5/8" 26 0 I 3 2868 M 8'-8" Ceiling 10' Ceiling 00 "v M ro 2880 Family Room 10' Ceiling rB 00 Foe06 [Sink Kitchen 10' Ceiling 8'-8 1 /2"� 9'-7 1 AREA CALCULATIONS 1 J ouourvla�iCl DCU. RVUIII jl 25 SH � � ; � Bedroom #2 25 SH ro4 MAIN HOUSE %' 0 10' Ceiling x N �\ TOTAL LIVING AREA 4,476 SOFT. v I 5 ! v 12" SIDE LIGHTS m _ 1stFloor 3101 M I 5'-8"�3.13/4"—I--4'-10" co ♦ v� m \\1iII1) 2nd Floor 1375 I 65 1/2" r r �` C\j G. HUTS/7//// FRONTPORCH 957 d I R.O. Cl) \N�10Sd - ---- 0yTyi4/// REAR PORCH 363 I -- n C) BREEZEWAY 152--------I--------------------- I 25SH 1 I v c� �m 8 �, L H.B. GARAGE 1388 I 25 SH I / I 4'-8" 3'-1 3/4" 6'-51/4" 3'-81/4" 5'-8 1/2" 4'-8" 3'-1 3/ " T-4" 6'-1 1/4" -I—T-1 3/4" I 6' �� S7A F 2" I 2" ro /�ip�'c 10�. 9'-111/4" 13'-7 3/4" 14'-3" 20'-61/2" 15'-3' tcS,' 2" BEARK ENGINEERING 12'-8" 12'-3" 12'-2 1 /4" 12'-2 1 /4" 12' 12'-8" OF THE TREASURE COAST FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS #SG w' / & well # 51 Date: /o/(o/-7 .17 FLOOR PLAN scale: 114" = V-0" 806 DELAWARE AVE. FT. PIERCE, FL. 34950 (772)267-1399 SEAL I WARE RESIDENCE BOWDOIN 1316 LONE PINE DRIVE HUTCHINSON FT. PIERCE, FL 34982 P.E.#70878 Uj U z LU C) 0 LU 08/21 /17 SHEET 1 Reviewer: " OF 11 11'-2 5/8" — 2x12 #2 S.Y.P Stringer & Tread 20 Risers @ 10" Tread + 613„ 16 14" nosing STAIR SECTION A -A (NTS) (Sheet 1 of 11) --H-1 B L 13n 0 T 16 11---I TREAD & RISER DETAIL B Q First 2x8 nailed to truss FG5 as follows: 1-16d nail at each web, 15-16d nails at bottom chord + 6" o.c. starting 3" from end. Second 2x8 nail w/ 22-16d nails in 2 rows staggered at + 6" o.c. starting 3" from ends. Q Stair stringers are as follows: 1- 2x12 notched to support treads. The second stringer to be full size covering the treads by 1 ". Full stringers to be supported by side walls. Nail stringers with 10d nails @ 6" spacing in a stagered pattern. © 1 1/2" Grabable railing attached to one side wall. CBS wall . w 2x6 2"x8"J-boltw/ Dia.14' washer locate bolts 6" from end, then at 24" c/c or B 1/2"X8" Simpson Strong Tie wedge anchor. GARAGE DOOR JAMB FBC RESIDENTIAL 5th EDDITION & ASCE 7-10 FOR WIND LOADING DESIGN CRITERIA PROJECT ADDRESS : LOTS 4 & 5 LONE PINE SUBDIVISION STRUCTURAL NOTES: PROJECT NAME: WARE RESIDENCE ' Structural Lumber ARCHITECT/ENGINEER : BOWDOIN HUTCHINSON Minimum lumber grade 2x12 #2 HF, 44 #2 SYP, all others #2 SYP OR stud spf. TYPE OF CONST.: CBS X FRAME X All lumber in contact with concrete to be pressure treated. BLDG. DESIGN: ENCLOSED Wood framed bearing wall, first stud at concrete to be pressure treated and connected with 1/4" dia. tapcons, 1 1/2" embedment WIND SPEED: 165 ultimate at 12" o/c. EXPOSURE: B • Headers INTERNAL PRESSURE COEFFICIENT: 0.18 All headers /wood beam are 2-2x12 with 1/2" plywood filler except noted, bonded with 10d nails 6" o.c, IMPORTANCE FACTOR: I.0 Interior bearing header w/ 1 1/2" bearing,straped with 1-Simpson MTS16 OVERHANG: 12 IN. ROOF PICH 3, 8 & 9/12 W/14-1OD X 1 1/2" nails each end except as noted. ROOF: D.L. SHINGLES 17 psf ' Exterior ceiling high rib lath and stucco ROOF: L.L. 20 psf ` Soil bearing 2500 psf minimum, contractor to provide, SHUTTERS YES Concrete to have 3000 psi fibermesh compressive strength in slab and footing, 3000 psi in beams IMPACT RESISTANT ASSEMBLY NO X and columns. Masonry to conform with ASTM C-90, fm=1900 psi. Type M mortar per ASTM C 270 f -2500 DESIGN PRESSURES ROOF UPLIFT EXTERIOR WALL (INT. ZONE) EXTERIOR WALL (END ZONE) GARAGE DOORS 1x2 PT 2x6 Faci 7 1/4" LAP SIDING OVER 5/8" PLYWOOD 8d@6"D.C.F&E / 2x4 L-Brace ea. vert. above 4' 10d @ 6" o/c -33.0 PSF +34.39/-37.82 PSF +34.39/-42.05 PSF +34.391-42.05 PSF 2X4 BLOCKING 48" O.C. 2-10d FIRST 2 TRUSS SPACES - , m- psi. • Grade 60 steel minmum in foundation and footings, grade 60 in beams and columns, lapped 48 bar diameters, perACI-318. • Building Code: FBC Bulding Code 2014 5th Edition & ASCE 7-10 • Contractor is responsible for adequate bracing of all structural and non structural members during construction. • Fabrication of Roof/Floor Trusses must be authorized by the Contractor. " Contractor to layout the work, verify all dimensions, elevations, pitch, wall and ceiling heigths prior to ordering any work or material. 2X4 @ 48" O.C. SIMPSON MSTA12 10-10dx1 1/2" EACH END 2X4 RAT RUN @8'O.C. 2-1 Od H ETA12 wrapt over bot. chord 32" o/c 7-10dx1 1/2" 1x2 PT 2x6 Facia —/_ 7 1/4" LAP SIDING OR REVERSE BOARD & BATTEN OVER 5/8" PLYWOOD 8d@6"O.C.F&E 2x4 L-Brace ea. vert. above 4' 10d @ 6" o/c SIMPSON MSTA12 10-10d NAILS 2X4 BLOCKING 48" O.C. 2-10d FIRST 2 TRUSS SPACES a D••' JAMBS TO CBS WALA 2X4 @ 48" O.C. SIMPSON MSTA12 10-10dx1 1/2" EACH END 2X4 RAT RUN @8'O.C. 2-10d 32"O.C. GABLE END DETAIL NTS (FRAME) WINDOW/DOOR/SGD BUCKS Can be non-structural or structural, to extend beyond inside edge of frames. Non-structural Bucks Windows use 1x4 min P.T., Doors/SGD, use 1x6 P.T. with 0.099"x1 1/2" hard coil nails @ 12" o.c., then connect Door/SGD/Window frames with 3/16" Dia. Tapcons 1 1/2" min. embedment into masonry through bucks @ 18" o.c., or spaced per product approval. Stuctural Bucks 2x6 P.T. with 1/4" Tapcons 1 1/2" emb. into masonry @ 18" o.c. 3 Tapcons minimum each segment, then connect Doors/SGD frames with fasteners and spacing per product approval. For windows use 2x4 P.T. with the same atachment method 10"Bend, 30" Lap #5 Rebar 0B/1T CHANGE IN BEAM HEIGHT Product Approval Submittal Affidavit Building Permit: Building Address: Contractor: Opening Schedule Swing Doors, Overhead Doors, Fixed Glass, Windows & Skyligts: Opening Product Model # Manufacturer Glass Attachment Method Approval Design Rated ID Number Pressures Pressures 16'x8' GARAGE door Overhead Clopay Na 5/16 x 1 5/8" Lag screw to wood jamb. NOA 12-0125.18 +35/-42 +46/-60 12'x12' „ „ „ 2468 Exterior Door OUtSwing Thermo-Tru corp. 1/4" Tap Cons min. embed FL 15225 +34 /-38 +/- 50 2868 „ if „ 1 1/2", 6" from all corners (top & bot.) then 14" o.c.) FL 15225 +34 /-38 +/- 50 3068 u n n 6068 1/8" Temp. ifFL 4347.4 +34 /-38 +47/-53 2880 n/a „ FL 7347.1 +34 /-38 +/- 50 3080 6080 n „ ve" Temp. „ FL 4347.4 +34 /-38 +47/-53 3080 1 /8" Temp, FL 15225 +34 /-38 +/- 50 w/12"SL 22 SH WINDOW 9000 series PGT 3/16 3/16" Ta Cons min. embed 1 1/2" per mfg. instructtions FI 8153.2 +35/-42 +/-50 23 SH „ „ H33 SH n n „ n 3 H35 SH n n n n n u n 24 SH n n n n n n u 25 SH EG. 33 SH n n n n n n n 35 S G Mullion Bar n n n 17-0630.01 n Product Model # Manufacturer Atttachment Method Approval Number Design Pressures Rated Pressures Roof OAKRIDGE Owen -Corning 6 nails, 11ga, 3/8" head galvanize FL 10674 -33 -150 Soffit Products James Hardie Mfg. (nail) 6d x 2 inch Box Nail FL 13265 R2 Hurricane panels 24 ga Galv EASTERN METALS Header &Studded angle w/ 1/4" x 2 1/4" Ta cons Fill all holes p FL 11968.3 +35/-42 +70/-80 Siding 7 1/4" Plank James Hardie Mfg. Products 1x2 Pt. Secured with 3 1/4 x 3/16 inch Topcons Spaced every 12 inches and 3 inches from the end, 1 3/4 inch Electrogalvanized Ring Shank Roofing Nails thru siding into 1x2 FL 13192.2 +35/-42 +/-53 R offing derla ment RhinoRoof RSA Interwrap, Inc. Peel and Sti k QA 14-0603.18 -33 -150 Dryer BBQ 9' 15' 3 25' 4' Regulator 10' 10, Range Water Heater 25' Fire Place GAS PIPING SCHEMATIC u n u u n u u u u n n n u n u n u u WINDOW FRAMING AT GABLES/DORMERS NTS MSTA24 X 141, 'LATE 'ORNIA CORNER J SHEATHING OM PLATE TUI VTR PLUMBING RISER (NTS) LAV TO SEPTIC \\\\\oQ �G.IHIU���7////i 10 Z% o 70878 19fE Qj 0 BENCHMA INEERING OF THE TREASURE COAST 806 DELAWARE AVE. ."1J@ FT. PIERCE, FL. 34950 f (772)267-1399 8/21lMm SHE GABLE END DETAIL NTS (BLOCK) SEAL I WARE RESIDENCE BOwDOIN 1316 LONE PINE DRIVE HUTCHINSON P.E.#70878 FT. PIERCE, FL 34982 Center wall profile — — — — T— FG5 co A i M "' Near Side ' i ---- `` C i 2-2x8 00--- Near RR 00 Length side \ - 09 v in Far side •'••.•'•. I i F- 1 V-2 5/8" --- -i 2x12 #2 S.Y.P Stringer & Tread 13 20 Risers @ 616 10" Tread + 1q" nosing v M v I 3„ 11 0 r4 1Q I 4 114 1 I, 1 6131 T16 �— Full 2x12 _ � 1 �'� . TREAD & RISER DETAIL STAIR SECTION A -A (NTS) (Sheet 1 of 11) FBC RESIDENTIAL 5th EDDITION & ASCE 7-10 FOR WIND LOADING DESIGN CRITERIA Q First 2x8 nailed to truss FG5 as follows: 1-16d nail at each web, 15-16d nails at bottom chord + 6" o.c. starting 3" from end. Second 2x8 nail w/ 22-16d nails in 2 rows staggered at + 6" o.c. starting 3" from ends. 0 Stair stringers are as follows: 1- 2x12 notched to support treads. The second stringer to be full size covering the treads by 1". Full stringers to be supported by side walls. Nail stringers with 1 Od nails @ 6" spacing in a stagered pattern. 0 1 1/2" Grabable railing attached to one side wall. CBS wall C 2x6 2" x8" J-bolt w/ Dia. 1 4' washer locate bolts 6" from end, then at 24" c/c or B 1/2"X8" Simpson Strong Tie wedge anchor. GARAGE DOOR JAMB PROJECT ADDRESS: LOTS 4 & 5 LONE PINE SUBDIVISION STRUCTURAL NOTES: PROJECT NAME: WARE RESIDENCE * Structural Lumber ARCHITECT/ENGINEER : BOWDOIN HUTCHINSON MinimulYl lumber grade 2x12 #2 HF, 44 #2 SYP, all others #2 SYP OR stud spf. TYPE OF CONST.: CBS X FRAME X All lumber in contact with concrete to be pressure treated. BLDG. DESIGN: ENCLOSED Wood framed bearing wall, first stud at concrete to be pressure treated and connected with 1/4" dia. tapcons, 1 1/2" embedment WIND SPEED: 165 ultimate at 12" o/p EXPOSURE: B * Header§ INTERNAL PRESSURE COEFFICIENT: 0.18 All headers /wood beam are 2-2x12 with 1/2" plywood filler except noted, bonded with 10d nails 6" o.c. IMPORTANCE FACTOR: 1.0 Interior bearing header w/ 1 1/2" bearing,straped with 1-Simpson MTS16 OVERHANG: 12 IN. ROOF PICH 3, 8 & 9/12 W/14-10D X 1 1/2" nails each end except as noted. ROOF: D.L. SHINGLES 17 psf Exterior ceiling high rib lath and stucco ROOF: L.L. 20 psf Soil bearing 2500 psf minimum, contractor to provide, SHUTTERS YES ' Concrete to have 3000 psi fibermesh compressive strength in slab and footing, 3000 psi in beams IMPACT RESISTANT ASSEMBLY NO X and columns. Masonry to conform with ASTM C-90, fm=1900 psi. Type M mortar per ASTM C 270 fm=2500 si DESIGN PRESSURES ROOF UPLIFT EXTERIOR WALL (INT. ZONE) EXTERIOR WALL (END ZONE) GARAGE DOORS 1x2 PT 2x6 Faci 7 1/4" LAP SIDING OVER 5/8" PLYWOOD 8d@6"O.C.F&E 2x4 L-Brace / ea. vert. above 4' 10d @ 6" o/c -33.0 PSF +34.39/-37.82 PSF +34.39/-42.05 PSF +34.39/-42.05 PSF 2X4 BLOCKING 48" O.C. 2-10d FIRST 2 TRUSS SPACES p Grade 60 steel minmum in foundation and footings, grade 60 in beams and columns, lapped 48 bar diameters, per ACI-318. * Building Code: FBC Bulding Code 2014 5th Edition & ASCE 7-10 * Contractor is responsible for adequate bracing of all structural and non structural members during construction. * Fabrication of Roof/Floor Trusses must be authorized by the Contractor. * Contractor to layout the work, verify all dimensions, elevations, pitch, wall and ceiling heigths prior to ordering any work or material. 2X4 @ 48" O.C. SIMPSON MSTA12 10-10dxl 1/2" EACH END 2X4 RAT RUN @ 8' D.C. 2-10d iHETA12 wrapt over bot. chord 32" o/c 7-10dxl 1/2" 1x2 PT 2x6 Facia 12" 7 1/4" LAP SIDING OR REVERSE BOARD & BATTEN \ OVER 5/8" PLYWOOD y 8d@6"O.C.F&E 2x4 L-Brace ea. vent. above 4' 10d @ 6" o/c SIMPSON MSTA12 10-10d NAILS 2X4 BLOCKING 48" O.C. 2-10d FIRST 2 TRUSS SPACES 2X4 @ 48" O.C. SIMPSON MSTA12 10-10dxl 1/2" EACH END 2X4 RAT RUN @8'O.C. 2-10d 32"O.C. GABLE END DETAIL NTS ( FRAME) WINDOW/DOOR/SGD BUCKS Can be non-structural or structural, to extend beyond inside edge of frames. Non-structural Bucks Windows use 1x4 min P.T., Doors/SGD, use 1x6 P.T. with 0.099"x1 1/2" hard coil nails @ 12" o.c., then connect Door/SGD/Window frames with 3/16" Dia. Tapcons 1 1/2" min. embedment into masonry through bucks @ 18" D.C., or spaced per product approval. Stuctural Bucks 2x6 P.T. with 1/4" Tapcons 1 1/2" emb. into masonry @ 18" o.c. 3 Tapcons minimum each segment, then connect Doors/SGD frames with fasteners and spacing per product approval. For windows use 2x4 P.T. with the same atachment method. 10"Bend, 30" Lap #5 Rebar 0B/1T CHANGE IN BEAM HEIGHT Product Approval Submittal Affidavit Building Permit: Building Address: Contractor: Opening Schedule Swing Doors, Overhead Doors, Fixed Glass, Windows & Skyligts: Opening Product Model # Manufacturer Glass Attachment Method Approval Design Rated ID Number Pressures Pressures 16'x8' GARAGE door Overhead Clopay n/a 5/16 x 1 5/8" Lag screw to wood jamb. NOA 12-0125.18 +35/42 +46/-60 12'x12' n „ „ 2468 Exterior Door outswing Therma-Tru carp. 1/4" Tap Cons min. embed FL 15225 +34 /-38 +/- 50 2868 n n „ 1 1/2", 6" from all corners (top & bot.) then 14" o.c.) FL 15225 +34 /-38 +/- 50 3068 n n n 6068 „ „ 1/8" Temp. 1, FL 4347.4 +34 /-38 +47/-53 2880 n n n/a n FL 7347.1 +34 /-38 +/- 50 3080 n n n n 6080 „ „ 8" Temp. „ FL 4347.4 +34 /-38 +47/-53 3080 n „ 1/8"Temp. „ w/12"SL FL 15225 +34 /-38 +/- 50 22 SH WINDOW 9000 Series PGT 3/16 3/16" Ta Cons min. embed 1 1/2" per mfg. instructtions „ FI 8153.2 +35/-42 +/-50 23 SH If of „ 1, H33 SH 3 H35 SH 24 SH 25 SH EG. 33 SH n n n u n n n 35 SH EG n n n n n n If Product Model # Manufacturer Atttachment Method Approval Number Design Pressures Rated Pressures Roof OAKRIDGE Owen -Corning 6 nails, 11ga, 3/8" head,galvanize FL 10674 -33 -150 Soffit James Hardie Mfg. Products (nail) nail 6d x 2 inch Box Nail FL 13265 R2 Hurricane panels 24 ga Galy. EASTERN METALS Header & Studded angle w/ 1/4" x 2 1/4" Tap cons Fill all holes FL 11968.3 +35/-42 +70/-80 Siding 7 1/4" Plank James Hardie Mfg. Products 1x2 Pt Secured with 31/4 x 3/16 inch Topcons Spaced every 12 inches and 3 inches from the end, 1 3/4 inch Electrogalvanized Ring Shank Roofing Nails thru siding into 1x2 FL 13192.2 +35/-42 +/-53 II II II II II II II II II II II II II II 11 II II II WINDOW FRAMING AT GABLES/DORMERS NTS MSTA24 xI}' LATE 'ORNIA CORNER I D SHEATHING DM PLATE TU I ilrT:� PLUMBING RISER (NTS) LAV IUSEPIK; ti��yyG1 HUTleti777�i \? °oEN sE Nso -" " sTrJr r� BENCCEERING OF THE TREASURE COAST 806 DELAWARE AVE. FT. PIERCE, FL. 34950 (772) 267-1399 UJ U Z UJ 0 8/21 /17 GABLE END DETAIL NTS (BLOCK) SEAL BOWDOIN HUTCHINSON P.E. #70878 WARE RESIDENCE 1316 LONE PINE DRIVE FT. PIERCE, FL 34982 SHEET 3 OF 11 FOOTING SCHEDULE MARK SIZE RE -BAR FF 38"x 38"x 16" deep 14 # 5, 32" long in 7 x 7 mat FIG 26"x 26"x 24" deep 10 # 5, 24" long in 5 x 5 mat FJ 24"x 24"x 16" deep 10 # 5, 18" long 5 x 5 mat FK 16"x 30"x 16" deep 7 # 5, 12" long, across the footer re -bar 3 of the rebars come from the corner footer FL 20"x 30"x 16" deep 6 # 5, 13" long @ 5" o.c., across footer rebar start @ 8" from corner FM 24"x 33"x 24" deep 6 # 5, 13" long @ 5" o.c., across footer rebar start @ 8" from corner STEEL COLUMN ib b 31/2' B"T--- z 7112' 61/B" C1 3.5" xp a .5" x 1/4" x 10' d Base late 12" x 12" x 1/2' 2„ 31/2" Cap 3.5" x 3.5' x 1/4" Angle Base Cap "All welds to be 1/4" fillet weld Plan view Plan view 1 /2" D a 1/B" 1 1/2" DOWEL SCHEDULE 1- #5 Standard Dowel 30" Lap w/ 10" Bend 2- #5 Standard Dowels Col. Block 30" Lap w/ 10" Bend Base Plate 7/8"Dia.(TYP)� 411 18" • ' • 3#5 1811 F1 n n • • • 3#5 1811 F3 4 411 � Orr 8rr 4" 8" Thickened edge F4 4" 4 2#5 1611 F6 r-1' --1 View - b 7 112' 1 1/2" 112" Dia. 3 112" 3. - ---- 7 ZB" ase Plate -- Dia.(TYP 1' View - a C1 - STEEL COL. Orr 4" Orr 11 26FH 16114" 1611 2#5 F7 00 8rr 4" 811 8" Thickened edge F8 211 811 (J 4'r 16" 1811 3#5 F9 4" 4" 00 •�-- 5 2411 F10 co CO 0 _ m 12'-711 j'� 2'�3'-1 314"�2 -I w ndowl 3 2 ❑ ❑ window ❑ ❑ ❑ ❑ } F1 d F11= I � v �-�------ v 1 m r r I W.M. ; LEI 1 0 10 _. 19'-7 1 r-i---� ❑ ink: I F1 0 b 0 -0 M lLjLQ� Li- - - - _tF3 - - 3' REC I\ I-4' DOOR L3'-4"—{-T-5 3/4', 4067# 4321# 2 8 doors" -i- 2'-6" Elec. Panel �\ 3 \ -1196 121 _ ❑ ❑ - -I - ❑ ❑ ❑ ❑ window ❑ ❑ ❑ o o ❑ ❑ ❑ \ - - F1 3" RECESS F1 r l ❑ 3" Recess HI ' \`TL--I�z---------------------------- —-VV-------- r-----------a� a 2'111 1/2" l— V FKIn h 1 SINK I m F1 fi 1 I �III� 2 I 6'-3 1/2" c I co It It--- J ❑ I 9 3 1 m ~Nl� 1137# 1 A3 2837 # F4 ❑ III 3085 # w `" T ❑ I 4" Recess ❑ l0 v ❑ IN N I 1 � � � 1.0 M I III v I I \\ fi I.E I 1 _III m 1 I I 1 +,.� \ I I 1 CDIII v 1 ❑ v LL III ? co ❑ In00 u�i' F4 IF3 In cn r1 U I I-6.4" T - wl 1 I Nln� N �I F1I zo 1F1 �iti ❑ N1 I IF1 I I 1 I III 1 � ❑ 7 1/2" Brg. FG1 III FF ❑ I i / I �t ❑ r-I 1 I �I o F3 I NI 1 10,275 # -2562 # m 1\ I I ` l- I Cl) -0 I A6 56054 ❑ _ 0 I 1=L=====__�--= ========= ==E@======ctL= ___ ___ __==== 20 3 I 1 T 6 1/8" Brg. A6 9'-10" 2'-10 1/2' - �6'-5" 10'-4" f,' r m o L I i 5, 1„ C11 \� 2" RECESS 4'��41 , �i I I (o I ?' ❑ I L----J22,759# point load j ------ - - - - -J - I uj ❑ I 1 t� \\ ❑ F1 ❑ ❑ ❑ /, 1 I I cA I eo \ I --------- LL1 ------------------1 r----��/— — 1 I c U 0 1 M 550 plf F6 I� 01 3'-13/8" I K 'D 8,_7„ 2'_2" 8.91 � ' v N I 9416 # FG " "' ❑ L --- -160� i 1 r a N \\ \ 2 7/8" - 2� C. �� � :r p1 z 2 _ 1 I tl J- \ �❑ r- - _-IT---F611-_� c� 1 ❑ v ` \ \\r` I- -nw r� \ �-� T 4" 3000 PSI FISERMESH CONCRETE 71-�3'-734" ❑I I I� t �1 lit��11 II ON6MILPOLYVAPORBARRIER c? I I F6 I T \ 1 is I 1 11 IIIN -1 „I I 0 1 1 I I // IIIII I I I I I I I OVER CLEAN 95% COMPACTED 16 1 I o mll3'-6, TERMITE TREATED FILL 3' 15'-2" ', Iht II II II II I _ I ❑- -' ` I I I I I I I 1 HB 5'-8 3/4"Nd'�--� I I I I I F J ri �4 ❑ L3801 ❑ ltm I I I I I I I I L__ J 24 -605 # I zo I lull 1 I Ifni LL 24" F1 I Hill 1 bo um 1 ❑ I IIIN FM �n 33" I I m ° IIIII � 24x24 NI 8900 # o N I -1480 I 3 I M ❑ Illtl 8825 # 12" footer L "III 1- ❑F6 42 # FJ24" 5924 # 7I IFJ 9 } 'v I INII r----1 - - - - - -_-------------------1 3048# T r- A5 m ® 650 plf 24 I _ 1 0 °' =___ �-------------- - ----- - - -_-- __- _ =1310# o ------ - - - - -- - - 5014 # I J I 3 I d. 24„ I 1 F6 - 4" 00 I 1 ❑ I 1 1 m IF6 -' I 14'-0A." 13 1 17'-1ll '_3� a H0,_10„ 1 F6 I a, I Al 1 14617 # I 42460 # I I 1829 # ___=====_�___ �_T v 1280# I I I I 1 1 1 Cl) I 1 F3 "v 1 I F10 I I I 1 116" � I � v I F3 a' 1 I 1 16" 1 1 16" 1 I n 1 L- - -- - - - - -- -- u Li-i L------ --' `F3---------- - J ' I f �, \\ I Entry Corner Re -Bars `\\\ ❑ ❑ window ULsil1 F3 I ❑ ❑ ❑ window ❑ ` ' (2)- # 3, 5' long, 2" & 5" from corner \� \ I / 2�� RECESS L P2" intte. \\ \ Press o concrete. I ❑ M \. � 6-8„3'-1 3/4"-f--4'-10" ? F3 I r g I o M F7 1 r I I a v L-- - - - - -- F3-------� I I 3 h \ I I �\ ❑ ❑ window ❑ ❑ ❑ i,// \� LL--------- F3-------- ❑ — — — — — — — — — — — — — — — — — — — — — — — — — — — - \ . N I \\ \\ ❑ ❑ window [pf ❑ 0 13'-7 3/4" F--4'-8"--{-1 T-3 "' 5' 6'-5 1/4" T-8 1/4" -8 1/2" 20'-6 1/2" 8" 3'-1 3/4" 3'-4" \, 6' 1 T 2" I 6'-1 9'-11 1/4" 3 L — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — J * F7 12' 2' 2'-2 1/4" HOUSE FOUNDATION PLAN Scale: 1/4"=1'-0" 2'-2 9 COMPRESSOR PAD TO BE 4" BIGGER THAN THE UNIT ON ALL SIDES, AND AT THE SAME ELEVATION AS THE FLOOR SLAB. 18" SEPARATION FROM WALL AND SECURED TO SLAB WITH 2"x2" ANGLES WITH 3/8" BOLTS TO UNIT AND 1/4" TAPCON WITH MIN. EMBED OF 1 3/4" O� 55 �Q Gp 1 18" \��G\ HUITCyNs// 0 LUZ j�04'•, BOWDOIN HUTCHINSON P.E. #70878 BENCHMARK ENGINEERING OF THE TREASURE COAST 806 DELAWARE AVE. FT. PIERCE, FL. 34950 (772) 267-1399 WARE RESIDENCE 1316 LONE PINE DRIVE FT. PIERCE, FL 34982 Uj U z W 0 0 LU LU C0A 8/r)17 SHEET 7 OF 11 31 --——--—————————— — — — — —— — — — —— O O — 12x12 Overhead Door — — — � O F2F1 F� o HB 00 3'-8" ^3'-4"-4'--f�41-81 ^3'_4" 8" ]EIFB III IIII FA F2 FA IIIIr-1Fz + n FD III IIII T I I IIII C9 III IIII 1 _ J El IIII N r 5000 # III III F6 IIII III 6 �11/2,. IIII I N 1 III IIII _ IIII F8 I CO vlllo IIII 0 IIII o°oip I I III`° IIII 0 IIII I �a III IIII IIII 2" Recels El 12 III IIIs4,� IIII o III III I III III IIII -- - - -J 2" Fall IIII I o I 2" Fall III IIII F6 IIII I IN IIII 11' 9"lip1 I III IIII IIN I III IIII IIII I El � I III IIII IIII I III IIII IIII III IIII IIII I 2" Fall III IIII 2" Fall IIII ElI III IIII IIII F21 0 I III IIII IIII I III IIII IIII v 4" 3000 PSI FIBERMESH CONCRETE ON 6 MIL POLY VAPOR BARRIER v III v IIII V, IIII OVER CLEAN 95% COMPACTED o III INI v U IIII 0 1 TERMITE TREATED FILL III IIII IIII 2 Recess CO FD 0III IIII IIII F8 M� CO uN oil a 500E3_=_________=_—�11 IIII IIII o I o III IIII IIII I a III IIII IIII F2 I LO 00 1 -II�1 IIII _F1 �IIIIIc -+ 0 7 1 FB 16 x 8 Overhead Door —IIII HBN ni IIII 0 0 El L7,,f--� I _ 11485 # 16' 2'--1 v LF2 F1 FL1' 11704 # a IId. 12x12 Overhead Door 2' I 12' 2'--1 16'— I 19' GARAGE FOUNDATION PLAN scale:1/4"=V-0" 4" 18" I / 18" F1 4" rr 4 ..CN 2#5 12" F6 811 Varies 3.5 to 6" 4" 18" . . 3# 18" 5 F2 8rr 2rr 4" 16'r 18" 3#5 F8 r2� rrr I I I I IN J 1 rrr rrr rrr Varies 3.5 to 6" 8" 4 \ 11118" I 22'' I FA r — — — — 7 FB i $"� �— 40" FB FOOTING SCHEDULE MARK SIZE RE -BAR FA 24" x 24" x 18" deep 8 # 5, 18" long in 5 x 5 mat + 3 # 5 continous FB 40"x 40"x 18" deep 10 # 5, 34" long in 8 x 8 mat + 6 # 5 continous FC 40"x 40"x 18" deep 6 # 5, 16" long in 5 x 9 mat 3 # 5, 25" long in 5 x 9 mat + 3 # 5 continous FD 18"x 18"x 16" deep 5 # 5, 12" long in 4 x 4 mat + 3 # 5 continous FE 28" x 28" x 24" deep 6 # 5, 22" long in 6 x 6 mat + 6 # 5 continous Metal Roof over PEEL-N-STICK underlayment over 5/8" CDX nailed w/ 8d ring shanked gun nails @ 4" o.c. k DOWEL SCHEDULE 1- #5 Standard Dowel 0 30" Lap w/ 10" Bend 2- #5 Standard Dowels Col. Block 0 30" Lap w/ 10" Bend FC 8" 1 "--FC Metal Roof over PEEL-N-STICK underayment over 5/8" CDX nailed w/ 8d ring shanked gun nails @ 4" o.c. 1-36" (min.) CR Bar \ @ ea. Row. 12 3 2 2 Rows-8x8 Bond beam w/1#5 in ea. Row (30" lap) �1.7 B'-B" Metal drip Metal drip 1x2 pt DBL-2 x 12 #2 S.Y.P. 1x2 pt / 2x6 -facia C6 (1430#) 2x6 -facia 1' w/16 - 16d nails 1' Hardi soffit Hardi soffit — Width Varies- 7 1/4"Lap siding, 6 X 6 P.T. Wood Col. over 1x2 PT @16'. O.C. #5 Tie Down 4" conc. slab over w/ 10" bend 6 mil. Vesqueen w/Fiber mesh or 6x6, 10110 W.M. SIMPSON ABU66 1x4 PT w/(12) - 16d x 1 1/2" & (1) - 5/8" All -thread 4" #5 Dowel w/ 6" Epoxy embed 16" Termite treated soil w/ 10" bend 1g Compacted fill (30" lap) 2 #5 Re bars 12 3 #5 Re bars 1-36" CR Bar 1-36" CR Bar @ ea. CR @ ea. CR. PORCH SECTION B-B (NTS) (Shee1 1 of 11) 2 3 1� \ 4" HETA16 @ All Trusses IF 10d x 1 1/2" nails 1/2" Drywall 1X4 Fire Stop 1 x P.T. @16" O.C. 8" CMU wall 1/2" Drywall Injected Foam Insulation (R14.2) 4" conc. slab over 6 mil. Vesqueen w/Fiber mesh Wood base or 6x6, 10/10 W.M. 1 4" Termite treated soil Compacted fill 181, 8" Varies 3.5 to 6" L 4" 16" I 18" 4#5 FD l s � , < h � Fs EXTERIOR WALL SECTION C-C (NTS) (Sheet 1 of 11) --i 16, t— III: It r rr IIII 10" OD NPT,— -------_—_—_— cp \iJ 28" T Varies 3.5 to 6" 8" 4" OLL 1' 16" 28" 7 FE Metal Roof over PEEL-N-STICK underlayment over 5/8" CDX nailed w/ 8d ring shanked gun nails @ 4" o.c. 1-36" (min.) CR Bar \ @ ea. Row. 2 Rows-8x8 Bond beam 3 F 12 w/1#5 in ea. Row (30" lap) \ 4" ICYNENE (R14.8) HETA16 @All Trusses 9-10d x 1 1/2" nails Metal drip 10' 1x2 pt X�JHETA1 @All Trusses 2x8 -facia 9-10d x 1 1/2" nails 1X4 Fire Stop 4' Hardi soffit 1 x P.T. @16" O.C. 8" CMU wall 7 1/4"Lap siding over 1x2 PT 1/2" Drywall Injected Foam Insulation (R14.2) #5 Tie Down w/ 10" bend 4" conc. slab over 6 mil. Vesqueen w/Fiber mesh or 6x6, 10/10 W.M. 1x4 PT / Wood base #5 Dowel 4" w/ 10" bend 181 Termite treated soil (30" lap) Compacted fill 3 #5 Re bars 181, 1-36" CR Bar @ ea. CR. EXTERIOR WALL SECTION D-D (NTS) (Sheet 1 of 11) \ \\\11 I I I I I //// �G. V%USEH14'py'%� BENCHMARK ENGINEERING OF THE TREASURE COAST =m' of D 0' W 806 DELAWARE AVE. ll� FT. PIERCE, FL. 34950 pLpFL�� �� (772)267-1399 ///.qsEIAtJ%,0' WARE RESIDENCE BOWDOIN 1316 LONE PINE DRIVE HUTCHINSON FT. PIERCE, FL 34982 P.E.#70878 UJ U z W 0 0 LU UJ Q 1/17 SHEET 8 OF 11 r o0 m IT Cl) i v L 21 BEAM CHART Uplift @ Support Uplift @ Column MARK OPENING LBR. SIZE PLF A 12'-3" (2) 2X12 NO. 2 S.Y.P. 76 462# 924# B 8' (2) 2X12 NO. 2 S.Y.P. 430 658# 658# C T-6" (2) 2X12 NO. 2 S.Y.P. 113 130# 196# CAST-CRETE LINTEL SCHEDULE LENGHT TYPE SAVE GRAVITY LOAD APPL'D GRAVITY LOAD SAVE UPLIFT LOAD APPUD UPLIFT LOAD #5 Rebar 0B/1T PLF < 1000 PLF PLF <500 PLF T-6" 8F16 5163 3547 4'-0" 8F24 5961 4853 4'-6" 8F16 2931 2724 4'-6" 8F24 4576 4292 4'-6" 8F32 6224 5861 4'-6" 8F40 6224 5861 4'-6" 8F45 6224 5861 6-6" 81716 3480 1880 7'-6" 8F16 2632 1634 T-6" 8F24 2698 2751 7'-6" 8F45 3685 3508 4'-4" 8RF22 5421 4409 13'-4" 81730 2316 1141 1T-4" 8F30 1B/1T 1849 < 1396 754 < 400 ■- . tch Point B 1/4' Titen) HUC410. (-)1810 (+)5085 I SIMPSON Strong -Tie COL TO CONIC., ABU66 (1040#) 12-16d nails BEAM TO COL., LPC6Z (915#) 16-10d nails BEAM TO CR. COL., LCE4 (985#) 24-16d nails BEAM TO CBS WALL (1720#) HUC410 (6-1/4' x 2 1/4' Titen) , 10-10d nails BEAM TO BEAM (1840#) HUC410 10-10d (gravity) BEAM TO BEAM (658#) HUC410, 5-10d (uplift) Wood COL. & Beam Connections rzzrz RN MA MA WA ►LWA�MANA ��MA�♦ v d 1 -2'-t-T-1 3/4"-t-2'- Z-3 1 /4"f—T-2"--� NIZ101 23SH ON E] H33SH0N 8F16 8F16 aoM O 4 "6 3.6 O co N cV 81724 4'_4" m $ o 10, 8' 8'-8" 10, 2" Recess N o _ Elec. Panel 00 M 3'-4"�I---4'—I-6'-8 1/4"---3'-4" r1-3'-5 3/4" _L I-4' 4'-- Door 0 0111111 3-H-35 O 2" Recess 8F16 3'-7 5/16"--I Col. block 3080 T-6" x M U) 8F32 7300 8F24 N 4'-6" -1195 4'_6" Q M i0 BLO (0 � N N m -1v r (0 0 V Q dt 8F32 M uq 4 61 E N T_ ^` W m 2" Recess OD 8F40 N 4�_6�� V L 04 u i i I BLOCK SCHEDULE I No POUR BOTH OPENINGS SOLID @ ALL DOORS AND WINDOWS. 8F16 8'-8" A.F.F. 7'-4" A.F.F. 8F24 U) co0 m 8F32 ) 4'-6" co N N N v i0 y 8F32 co N 0) 4'-6" r w NL25Egress W 8F32 4'-6" f--5'-8" -4-T-1 3/4"- 6'-8" A.F.F. 8'-8" Top of Beam Beam A Beam A 6x6 Col. (typ.) BEAM PLAN scale: 1/4" = 1'-0" 8F16 10 A.F.F. IV 8'-8" A.F.F. 8F24 E:199% 10' A.F.F. i1fiff.110! 7'-4"A. F. F. 10' A.F.F. 6'-8" A.F.F. 2" Recess b Corner block elevation 8'-8" 4030 -1200 2'-1 b 112" COL. H H pre -cast U CV Door 2 -6'_g Door Uj H COL. U H COL. U H COL. U H COL? U H COL.: U H COL.; 8F24 6080 2" Recess T-6" 0 COL. H H COL. H i H pre -cast U i Ui H COL. Ui H COL. O Door U! H COL. U H COL.i Ul H COL.i 2" Recess 8F24 8F32 2" Recess T 6" 4'-6" ®pI I 25 Egre: 3'-8 1 /4"-I-5'-8 1 /2" 4'-8"----�-3'-1 3/4 3080 W / 2-12" LIGHTS 8F32 T 4'_611 N 25 Egress 1 I--41-811--I-3'-1 3/4"-4 -T-9 1/4"I2'-8"---I :-- CONNECTOR SCHEDULE TRUSS ID BEARING POINT TRUSS UPLIFT SIMPSON MODEL NUMBER CONNECTOR UPLIFT FASTENER QUNTITY, SIZE & LENGHT ALL WALL (cBs) 1669 # MAX HETA20 1810# 9-10d x 1 1/2" ALL Wood Bearing 330 # H8 745# 5-10d x 1/1/2" (10 total) 4320 -1_ 1290 I--2'-8"--{-5'_5"-(- 2'_6"-�( Door I I N L 2, COL. pre -cast H Window COL. Ui H COL. U j H COL. U H COL. i U H poured sill COL.: H H COL. ❑o�'=❑nIIIIIIIIIIIIIIIIIIIIIIIIIII❑o =��o 00 8RF22 N 4'-4" 0 M 8F16 4'-6" 25 Egress I---6'-1 1 /4"-;-3'-1 3/4"- Ln �40 8F16 u) m M 4'_6" N 0 co o N 00 <" ) N v 0 0 co N � 04 8F16 x � 4'_6" co N ch o N o N V 0 Nt O v co ® q M w E 8F16 0) Lu 4'_6" LO o N 0 N v o c M 0 N c� 04 N N V 8F16 0) M 4,_6„ w 0 N� U Ta i'CU N m 00 00 BUT C H/,VS0 / �41 �%BENCHMARK `G�,ase o;d ENGINEERING I 0 = o ' No�oa W OF THE TREASURE COAST i A, , t'� . � •, 806 DELAWARE AVE. FT. PIERCE, FL. 34950 L 11 OF�a�' k V4,, -":, (772) 267-1399 SEAL WARE RESIDENCE BOWDOIN 1316 LONE PINE DRIVE HUTCHINSON FT, PIERCE, FL 34982 P.E.#70878 Uj U z Uj 0 Uj y 8/21 /17 SHEET 9 OF 11 2" PVC W/2 #2 CU. 1 #4 #6 GROUND I I I I GAR. AHU AC 2" PVC I I 100 A DISC. DISC. W/3 #4/0 CU. I I I I SUB -PANEL AHU AC 200A O I I YYYY I DISC. DISC. PANEL I I I #4 BARE CU. I I I GFI I ♦ I \ I I \ I 1 I \ I I I_ _ _ _ _ _ _ _ _ _ _ _- _ _ _ _ _ _ j 1 \ 1 1 1 1 I I 1 I 1 I 1 / I / I / I � I I I GF1 / I 0 1 / GFI 1 1 GARAGE ELECTRICAL PLAN '\ Scale: 1/4" = V-0" \ \ -----\ 1- — — — — — — — — — — — — — — — — — — I I I \ I // \\ is I /-- - - - - -- \ \I -69 / ♦J 1 C -- J L F / / / I 1 / / I / R 0 tA.H.U. #1 A.H.U. #2 Water Heater 1 \ \ 1 72" \ 1 CAT5 L F & CABLES I 1 I 1 I / I / I / I / 1 ^' i 2nd FLOOR ELECTRICAL PLAN Scale: 1/4" = 1'-0" 0 FP&L SERVICE 1 UNDER GROUND GROUND - GROUND TO 5/8"X20' RE -BAR ti EMBEDDED IN FOUNDATION (OFFER GROUND) # 4 CU. WIRE TO 5/8" DIA. x 8' CU GROUND ROD IN PVC SLEEVE 23 SH ® } o � o � � � g \ \ Y \ z \ 200 A \ PANEL METER H33 SH C/ 8'-8"CEILING 10'CEILING c� ELECTRIC LOAD CALCULATIONS BENCHMARK ENGINEERING GENERAL LIGHTING 3101 SQ.FT. @ 3 W/SQ. FT.= 9303 WATTS OF THE TREASURE COAST APPLIANCES 3 @ 150OW 4500 REF. 1200 806 DELAWARE AVE. D.W. 1500 FT. PIERCE, FL. 34950 FIREPLACE GAS (772) 267-1399 W.H. GAS SEAL WARE RESIDENCE RANGE OVEN GAS W.M. 1500 G. DOOR (2 @ 1200 watts) 2400 1200 DRYER 5000 BOWDOIN 1316 LONE PINE DRIVE PUMP 1500 HUTCH878 FT. PIERCE, FL 34982 SPARE 1200 P.E.#7078 28103 26,903 FIRST 10,000 W @ 100% 10000 BALANCE @ 40% 7242 AC @ 100% 10000 AC @ 100% 10000 TOTAL 37242 37242 - 240 V = 155.2 AMPS ELECTRICAL NOTES ALL CIRCUITS LOCATED IN WET AREA, (BATH, KITCHEN, GARAGE, LAUNDRY, ETC. )TO BE (GFI) GROUND FAULT INTERUPTED PROTECTED. ALL OTHER CIRCUITS ARE TO BE (AFI) ARC FAULT INTERUPTED & TAMPER PROOF PROTECTED. 3-H35 , H.B v \ / D.W. @ 72" ` In CAT5 N & CABLES COVERED PORCH STORAGE / --\\\ \ GF1 \\`� PUMP / @ 72" / \ 1 1 \ N CAT5 / L' F L F 1 \ /' 1 I & CABLES / I \ /' \\ � (p TGFI ® KITCHEN 07 \\\ 1 GF1 �SQQ 10'CEILING I L' F \L F 1\ MASTER \ BATH \\\ — --WP 00 _ o I / _ _ ` — — I I I 1 GF1 FAM. ROOM // / GF1 /—/ ♦ ` Q \ i ; 1 i 10'CEILING \ GF1 O 5� \ / 1\ � \ \\ \\ O / / \ / I \ In \ \ \ cocoMao .6. / / &CABLES GPI 1 ` \ N \ ` % ijl� \ \ \ w / / wa YY ` _ — � Jl 1-60 GF1 / / / GF1 / / \ H.B. \ 3 g 1 _TFTM \ ` I f = \ \ \ ` 0 GF1 1 I 1 \ \ 1 1 1 1 \ 1 F 1 I \ O ®\ FANS— 1� — \\ \♦ I \ \ L F 1 vwi 1 11 \ N 1 \ \ O 1 1 \\ N \—_—\\\ \ \ I 1 \ U 1 \ I w \ \ / GF1 / O 1 \ \\ 0 1 \ 1 / \ ®FAM. ROOM \ / 1 \ \ \ w O Co COMBO 0 cAc`�o s 10'CEILING ' \\ \\ II __— \ / I 1 N � — —— --- -- —---- I I \ s 11\ \\ 11 1 S.D. \ 10'CEILING \ \ 1 1 ^ / I \ 0 1 `\ FOYER \\L F I I / BEDROOM # 2 1 \ I I 1 1 / 10'CEILING i / / WP \ I OFFICE ; I l i i GF1 \ L F 10'CEILING MASTER BEDROOM L F I \\ \ VAULT CEILING 1 1 \ ♦ \ )( 25 Egress A BEDROOM #1 \ WP 25 Egress � 10'CEILING GF1 � \\L— / —�'�--------'' {�J ♦ wa GFI \ H.B. 25 Egress 25 Egress 1 ST FLOOR ELECTRICAL PLAN Scale: 1/4" = 1'-0" m N N N Ir w Lo N a) m w 10 N HU%C(/�/X,/ 0 1 2 8/21/17 m . 708 * =_ _ * M SHEE ;� 10 LOT 6 (OCCUPIED) F..F.EL. =1 .03 w C3 C Ca NOTE: PROPOSED SEPTIC SYSTEM INVERT ELEVATION SHALL BE 21" ABOVE BENCHMARK. PORTION OF ra PLAT SHOWING ADJUSTMENTPROPERTY (PB3, PG. 6 r r ii NO WELLS WITHIN 7 PLOT PLAN (NTS) 5 8" 1RC' 59 '``� LOT 3 q` (VACANT) \\\\\\11111PlI/!7j sFy�tisay���BENCHMARK ENGINEERING OF THE TREASURE COAST co * I 7078 -- F ; Lu _ 806 DELAWARE AVE. ; =w� FT. PIERCE, FL. 34950 o;,, FLOR��P �O`� (772) 267-1399 BOWDOIN HUTCHINSON P.E.#70878 WARE RESIDENCE 1316 LONE PINE DRIVE FT. PIERCE, FL 34982 ui U z Lu C) U) w Lu Q 8/21/17 SHEET 11 OF 11 PORTION OF TRACTS G, I & J PLAT SHOWING ADJUSTMENT OF PROPERTY LINES OF MOORE, HOEFLICH, BACHARACH, BRADY" & HAMMOND (PB3, PG. 64)(OCCUPIED—RESIDENCE) NO WELLS WITHIN 100' 0 (Y Y V«�C� C 4' BARB WIRE FENCE a ?4--- -? XOHU�- -_�! — __ate- -? --:� r X--- --- —X---- ) =---- lb. -ND. 5/8" IRC N8 59'59' 100.00 N89°59'59'$E 100.00, FND. 5 8" IRC (LB959) 15,00 i 15.00' (LB959 50.O 50.oq BUILDING SETBACK PROPOSED c, rn IRRIGATIONm _.X �_ WELL o 0 m fv)l --I lb 0) � « m EXISTING BUILDING PAD TOP � ►--- -�_,LQT 5 t EXISTING BUILDING PAD TOE Xu, 34.98(VACANT 4M00' x' ORIGINALLY PLATTED e> Moo PROPERTY LINE PROPOSED m DETACHED GARAGE C LOT 4 In to c F.F. ELEV.=12.10 11.58 49,39' `'" LOT 6 ,�Q, 0 ,�,�. 30.83` 1 i�«58' ��l LOT 3 COVERED 6,29 C , � PROPOSED w q• (VACANT (OCCUPIED) BREEZEWAY �� 57' c) «i SCREENED ,, SEPTIC TA K C F.F« `L•=12.03 w I 4,00' 19.00, r PORCH X Q 0 3 ,. I 3.65' 19.62' w10 ' J ° r PROPOSED SINGLE r p +a n ) STORY RESIDENCE �. �. _ F.F. ELEV,=12.1 C3` ° cy m C 0 z 7 SEPTIC , t.�'.",.-._-~_. X 13« 3' i, 2i?:54' , d Ot . TANK /�o /mar-y�. 4«9$ \J pia N ILL In CID2 - (COVERED ENTRY 49.23' 15.00 CIO LBUILDING SETBACK 1,066 SF, �'`��_.� DRAINFIELt AREA I00 APPROXIMATE TREE p`���� CANOPY AREA Xlb54 .� N439 ET 5/8" IRC X°''' (LB8098) N89019'23" 73.4 ' N89°1923"W 90.80' 181 Q5'2.2"W C FND. 5/8" IRC 21 ((, FND, 5 8 IRC {LB959) SET 5/8 IRC (LB959 AT PT COMMON AREA (LB8098) " Id*(Le95 / T IPc NORTH LINE OF RIGHT -OF --WAY ° In + ol « hg FND, M AG N D •60' STAMPED L9959 AT PC BENCHMARK ELEV.= 8.30 NAVD 1988 PLOT PLAN (NTS) I I I//// 0\11I �\�`O\F\ .G�UTCH NSE BENCHMARK ENGINEERING 01 * 7 Lu _ OF THE TREASURE COAST wz 806 DELAWARE AVE. FL <>\` FT. PIERCE, FL. 34950 267-1399 (772) s SEAL WARE RESIDENCE BOWDOIN 1316 LONE PINE DRIVE HUTCHINSON FT. PIERCE, FL 34982 P.E.#70878 1 rAl 8/21 /17 SHEET 11 OF 11 ,SHEET 0 4 0 a m FDOH in St. Lucie County Environmental Health Site PlanApprovedfor Construction Supersedes AN Previous Site Plans for OSTDS ✓�&f,17 fo 937.r& WeN #S9 -ZfoSy " Date: (6 Revi e 9'-11 1 116'_7 1 13'-7 116'-7 1 73'-7 1 73'-7 1 20'-6 1 t 0 a J23 J23 JR JG JG JG JG JG JG M O JB :r JA � JA JA JA N JA N t M JA a JA JA JA JA JC JC JC JCA JCB JCC JCD J3 J3 it i M UT I�rly�10� *PLOLu Trusses shown ontirfr/Q®r�4fgTlonent part of the building and sho Mw*d lib on. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer ' Lateral bracing shown on individugl truss drawings must be placed during the erection aroredure_ TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 (D HUS26 (D HGUS26-2 QC THDH26-2 _O HGUS26-3 Q THDH26-3 Q HGUS28-2 Q THDH28-2 Q HHUS46 Q THD46 Q THGQ2—SDS3 Q SKH26R/L NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOAINONG DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REWIRED IN SPECIFIC APPLICATIONS. SEE 'HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO ILH HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity :170 MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 25 It. ',,�SOUTBERN'TRUSS (772) 464-4160 coNrnar�s, INC. 2590 N. Kings Highway Fort Pierce, FI 34951 CUSTOMER: CUSTOM RESD. DA1B2 DRAWN I DRAWING NUMBEF -D° 022/17f=1� ---- SHEET WALLS SHOWN ON THIS LAYOUT ARE TO BE LOAD BEARING SCHEDULE —0" 9'-11 1 /4" 13'-7 3/4" 73"-7 1 20'- 6 1 CORNER —HELD DOWN C co TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 (D HUS26 Q HGUS26-2 Q THDH26-2 Q HGUS26-3 Q THDH26-3 QE HGUS28-2 (D THDH28-2 (3 HHUS46 QH THD46 QS THGQ2—SDS3 SKH26R/L m NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN.. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE Trusses shown on this layout are a component part of the building and show truss location. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer . Lateral bracing shown or individual truss drawings must be placed during the erection procedure. All spacing is 24" O.C., except as noted.. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REWIRED TO PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REWIRED IN SPECIFIC APPLICATIONS. SEE "HIB-91 Summary Sheet COMMENTARY and RECOMMENDA71ONS far HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPUED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED NTH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE. W TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. E-4 TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL I� REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO F-1 HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity W-O MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 25 fL SOUTHERN TRUSS (772) 464-4160 COMPANIES, INC. 2590 N. Kings Highway Fort Pierce, n 34951 CUSTOMER: SION: CUSTOM RESD. -SHEET 12'-7" 9'-11 1 /4" 116'-7 1 13'-7 116'-7 1 /2" 73'-7 1/2" 73'-7 1 /2" 20'-6 1 19'-7 1 /2" 10'-7" JR JCD Sv� LO TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 Q HUS26 Q HGUS26-2 QC THDH26-2 © HGUS26-3 Q THDH26-3 Q HGUS28-2 (D THDH28-2 Q HHUS46 QH THD46 Qs THGQ2—SDS3 Q SKH26R/L NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN, 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing Is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REQUIRED IN SPECIFIC APPUCATTONS. SEE 'HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSIT10N WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE. . TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. E 4 TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE Q CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL I� REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO ILI HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity :170 MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 25 fL Trusses shown on this layout are a component part S — of the building and show truss location. 0 Proper erection, temporary and permanent S bracing design are the responsibility of the building TRUSS �772) 46 designer or his engineer . Lateral bracing shown on the individual truss drawings must be placed during the ��'� INC erection procedure. 2590 N. Kings Highway Fort Pierce, FI 34951 Inn Lin _ CUSTOMER: LOT, SUBDIVISION: 1 66"4-0" 102/22/17 '2!=-f=N---T I--- 9'-11 1 /4" 13'-7 116'-7 1 /2" 73'-7 1 20'-6 ,0f7, Alf e -f yo -F-' G"HyfI/// E IN CT 1 70876jr '•, �r • 1 0 0 1hiRli11 \F\!\\� Trusses shown on this layout are a component part of the building and show truss location. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer , Lateral bracing shown on individual truss drawings must be placed during the erection procedure. TYPICAL TRUSS END DIET HANGERS TO BE USED HUS26 HGUS26-2 DQ HGUS26-3 Q HGUS28-2 Q HHUS46 Q THGQ2-SDS3 NOTE: or Q HUS26 THDH26-2 Q THDH26-3 Q THDH28-2 (ED THD46 Q SKH26R/L YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT P 3) RECEIPT AND USE OF "HIB-91 Summary Shee COMMENTARY and RECOMMENDATIONS for HAN INSTALLING & BRACING METAL PLATE CONNEC WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF A KIND WILL BE ACCEPTED UNLESS SPECIFICALL` AUTHORIZED IN WRITING BY TRUSS PLANT MN( SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by enginee DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM TH Labeling trusses is a service, not a requirement. Eng drawings supercede labeling of trusses. It is the respc of the builder to utilize engineered drawings when erectin WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MAI NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SE PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REOUII PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACI MAY BE REQUIRED IN SPECIFIC APPUCATIONS. SEE 'HIB-91 Summary Sheet C and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE 0 WOOD TRUSSES" (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A ST PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHO SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION To PR DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CON E.-,I TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS K O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. H� REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED F—L HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CON ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height BRIAN M. BLEAKLY SM Eno IMI 2590 ASHIGHWAY FT.. PIERCE. R 349511 R �+ s A N S SOUTHERN TRUSS (772 COMPANIES, INC. 2590 N. Kings Highway Fort Pierce, FI CUSTOMER: CUSTOM RESD. -D" 1 02/22/17 1� SHEET # 5 Trusses shown on this layout are a component part of the building and show truss location. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer . Lateral bracing shown on Individual truss drawings must be placed during the erection procedure. TYPICAL TRUSS END DETAIL HANGERS TO BE USED pimpson) or kUSp) Q HUS26 Q HUS26 Q HGUS26-2 Q THDH26-2 Q HGUS26-3 Q THDH26-3 Q HGUS28-2 Q THDH28-2 Q HHUS46 Q THD46 ( THGQ2—SDS3 (E) SKH26R/L NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REWIRED TO PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REWIRED IN SPECIFIC APPUCATIONS. SEE 'HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING @ BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES MALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. (� TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNEC1ONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO IC —I HANGER IS SUPPUED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity :120 MPH Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 25 ft. IRAN M. BLEAKLY Struct [no U6051 25T N. KINGS HIGHWAY F.. PIERCE R. 34951 (772) W-416i 1� YE 5 I N S the SOUT JFAN TRUSS (772) 464-416( COMPANEES, INC. 2590 N. Kinas Hiahwav Fort Pierce, FI 34951 CUSTOMER: SD. -0' 1 02/22/17 11 ---- -SHEET # 6 9'-11 1 13'-7 116'-7 1 73'-7 1 20'—e 1 /2" O Do I M pV�p �R�l li ..... \\\ Opp tisoy��i/ 78 > Hx F .\\ Trusses shown on this�idybil p?a�rpkil lonent part of the building and show truss loamion. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer . Lateral bracing shown on individual truss drawings must be placed during the erection procedure. TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) Q HUS26 QA HUS26 © HGUS26-2 © THDH26-2 DQ HGUS26-3 Q THDH26-3 HGUS28-2 (D THDH28-2 QH HHUS46 QH THD46 (D THGQ2-SDS3 (D SKH26R/L NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION, 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE fiT. I� All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses WARNING ERECTION BRACING IS NOT THE RESPONSHOUTY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REWIRED TO PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REWIRED IN SPECIFIC APPLICATIONS. SEE 'HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDUNG, INSTAWNG k BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPQ. TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPUED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL 7 REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO F —I HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 End Design Velocity :1170 MPH Imp. Factor : 1.00 Wind toad Duration Factor : 1.33 Mean Roof Height : eft. $UUTHFyN TRUSS (772) 464-4160 10�COMPANIES, INC. 2590 N. Klnas HiahwaY Fort Pierce, Fl 34951 I �0 CUSTOMER: CUSTOM RESD. DALE: DFA'M! BY: DRANING NUMBEF 02/22/17�� ---- SHEET w 7 Trusses shown on this layout are a component part of the building and show truss location. Proper erection, temporary and permanent bracing design are the responsibility of the building designer or his engineer . Lateral bracing shown on Individual truss drawings must be placed during the erection procedure. TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 Q HGUS26-2 © HGUS26-3 Q HGUS28-2 Q HHUS46 Q THGQ2-SDS3 Q HUS26 Q THDH26-2 Q THDH26-3 Q THDH28-2 Q THD46 d SKH26R/L NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN, 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADMCE REGARDING ERECTION BRACING WHICH IS ALWAYS REWIRED TD PREVENT TOPPUNG AND DOMINOING DURING ERECTION: AND PERMANENT BRACING WHICH MAY BE REQUIRED IN SPECIFIC APPUCATIONS. SEE "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDUNG, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS: THEY SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. E.1 TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO Z+ HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. ASCE7-10 WIND and GRAVITY CRITERIA Exposure Category : C Bldg Category : 2 Wind Design Velocity :1170 MPt Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : eft the SOUTHERN TRUSS (772) 464-416 COMP , INC. 2590 N. ort Pierce, R 34951 CUSTOMER: " JEFXM W LOT/BLK/SUBD: CUSTOM RESD. A 6"=1'—D" 1 02/22/17 11 ----