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HomeMy WebLinkAboutBuilding Plansi quanito of#5raper bottomof lintel norm aI IF— filletl grout �a pleth 8F16-p1 B/1 T at bottom heinalTeamta of#5T t, rth bar at top Lintel Type Designation Safe Load Table Notes 1. All values based on minimum 4- nominal bearing. Exception: Safe loads for unfilled U lintels must be reduced by 20% if bearing length is less than 6 1/2". 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only. 5. All safe loads in units of pounds per linier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACI 530. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S Installation Notes 1. Installation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field out to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1 /2- long notch at both ends to accomodate vertical cell reinforcing and grout. Cast in place sill or Tie Beam Option In the event that precast products are damaged in the Feld cast in place sills and tie beams may be used (not to exceed 5'-10"') Typical cast in place tie beam to be a min. 8" x 12" with (2) #5 top and (2) #5 bottom Bottom Cord of Truss 9'-4""— top plate ?- gyp. d.w. studs 24""o.c. Stud Grade 4 p.t sill plate pod base lsed Hard Coil ills 12"'o.c. max. 0.00' F.F.E. Concrete Foundation Interior Wall Section Non Load Brng. Cast Crete Lintel Schedule n1�:rafran�Ye�:rr:�:��mral MARK quanito of#5raper bottomof lintel norm aI IF— filletl grout �a pleth 8F16-p1 B/1 T at bottom heinalTeamta of#5T t, rth bar at top Lintel Type Designation Safe Load Table Notes 1. All values based on minimum 4- nominal bearing. Exception: Safe loads for unfilled U lintels must be reduced by 20% if bearing length is less than 6 1/2". 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only. 5. All safe loads in units of pounds per linier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACI 530. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S Installation Notes 1. Installation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field out to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1 /2- long notch at both ends to accomodate vertical cell reinforcing and grout. Cast in place sill or Tie Beam Option In the event that precast products are damaged in the Feld cast in place sills and tie beams may be used (not to exceed 5'-10"') Typical cast in place tie beam to be a min. 8" x 12" with (2) #5 top and (2) #5 bottom Bottom Cord of Truss 9'-4""— top plate ?- gyp. d.w. studs 24""o.c. Stud Grade 4 p.t sill plate pod base lsed Hard Coil ills 12"'o.c. max. 0.00' F.F.E. Concrete Foundation Interior Wall Section Non Load Brng. Cast Crete Lintel Schedule n1�:rafran�Ye�:rr:�:��mral MARK LENGTH OF LINTEL ALLOWABLE GRAVTY LOAF APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 3'-8" 8974 241 4853 98 8F24-1B/1T L-2 4'-6" 8672 788 4292 249 8F24-1B/1T L-3 4'-2" 8672 241 4292 98 8F24-1B/1T L-4 T-10"" 8974 241 4853 98 8F24-1B/1T L-5 6'-9"" 5681 250 2571 150 8F24-1B/1T L-6 T-2"" 5681 98 2571 73 8F24-1B/1T L-7 T-0"" 11809 250 7636 150 8F48-1B/1T L-8 1T-4" 2047 454 872 143 8F40-1B/1T L-9 4'-8" 9311 241 4594 98 8RF42-1B/1T L-10 5'-4"" 7342 204 3607 83 8F24-1B/1T L-11 T-8" 5891 888 2322 263 8RF30-1B/1T L-13 10'-4"" 1533 250 914 150 8F16-1B/1T L-14 13'-6"" 1002 250 559 150 8F16-1B/1T L-15 10'-8" 1366 488 798 334 8F16-1B/1T L-16 14'-7" 1370 163 519 102 8F16-16/IT O 0 4'-0" 1 2'-6- 13'-4` 36'-0- Climatic & Geographic Design Criteria Weathering: Negligible Termite Area: Very Heavy Flame Spread Index & Smoke Developed Index Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed Index: Not to exceed 450 Wall Finishes: Not greater than 200 Ceiling Finishes: Not greater than 200 Wall Key Load Bang. Frame Frame Walls 0 (Non Load Brng.) 6'-3- AC Cord. on Conc. Pad Project Data Design Loads Area Tabulation Project Name: Kevin Murphy Roof Live Load: 30.0 p.s.f. Living: 2232 Street Address: XXXX Oak Drive Wind Speed: 160 MPH Garage: 517 City: Ft. Pierce Wind Importance Factor: 1.0 County: St. Lucie Building Category: II Porch: 291 State: Florida Wind Exposure: B Entry: 61 Internal Pressure Coefficient: .18 Scope of Work Structure Designed: Enclosed Total: 3101 Soil bearing capacity: 2000 p.s.f. New One level CBS Total Cubic Volume: 21,844 c.f. Single Family residence Building Data Building Code Occupancy Type: Group R Construction Type: V 2017 Florida Building Code: Residential Number of Stories: One 2014 National Electrical Code: NFPA 70 Project Area: 3101 s.f. 78'-0- 21'-0- 6'-0- 15'-0" �I HB C) 0 c-a 2 T--0- 0 o L_9 0 © 81 HI o L-10 50g H35 Septic L-1 I--1 H35 48-x 24- Fixed Glass Transom win v s.h. Stub Out s.h. 0 0 0 0 .. LN 0 0 00 0 o LOAD I I Master Bdrm. BIB I L-11 .❑ WALL 1 I 9'-4"Ceiling & 12"Coffer Pocket Temp. Glas on 48"Tall"-1 - �An aU-tic I I � French 6068 „ 8 I 17'-0' I 8'-9' Wall I o I 2668 Pocket 6'-0 2'-5- 19'-8- S-0" 18-0" I Call z CD 2668 I Pocket ° ` N Conc. Pad 18„ 18" 0� p I L-$ 22.5x54 Atti° with adders I ❑ I ® Garage HB L— --------4�J CIg 9'-4"Ceiling o I I � 2668 from F.F.E. o I Storage Truss Above C O O O O O I 0 2668 0 I 3'-4` o NL_--- ^ Conc. Steps RI Batt Insul. 3 I p O _� O LOAD in J. Walls BRNG. L-7 I I I o Hdr. at 8'-0 (2 2 x 12 Header WALLS - ❑• ❑. ❑• ; Porch 1 Sloped Ceilin L-14 g I I L-13 LiVingfrom 17' 1IL'T' 3080 Dr. & (2) F. 9'-4'"FFE I Stucco Ceiling 1 9080 1 PKT. O 12'-0' Ceiling 12""Temp. SideL16 IT-0"' Ceiling Likes Transom 12'-0'" C g. L-6 o r o I I S.G.D. N N Above from F.F.E. o I o 17'-4'" ^ 4'-0" 6'-6'" ^ 6'-10'" 4'-0'" 12"r 5'-4'" 1'-8'" 16" Frame out Lintel ^ I 8' 3'-6' 2'-4' I EGRESS Stucco 3'" to match width of I I columns I L-5 Ceiling I I I Brng. Clmn. O O O EIF p OOO O (] Exp. Fill Joint _-___ 9'-4" Cing- of o N a L-3 ° 5' 4"" 10'-0'" F 6'-0" 26 s.h. 0IE 2068 2668 °' 68 4-0"2 Bdrm. 3 Egress Pocket ocket 0 9'-4' Ceiling Limits of 12'-0'"Cing. " o/PKT I N2668 26 s.h. `0 L-161'-9" 4'-3`" I 6'-0- 6" 13'-4` Pocket 3'-44" 12'-10'" Egress I L-4 I o/ i I 9'-4'" o n° I ZR / L-14 . S.G.D. i FL---1 -3 Kitchen i ' Cing. //� Bdrm. 9'-4" Ceiling Do 2 Egress _ L-3 Sloped Ceiling ' � O� / I / © 1 from 9'-4" d' � N / ----- {� 0 --- N L-15 +HB 23 L-2 L_2 25 s.h. L_2 25 s.h. s.h. Egress Egress SGD 25'-4" 5'-9" 8'-10" 5,-1- Pocket 10'-0" 8- 67'-4" 78'-0" Floor Plan Scale: 1/4- = V-0- 23 s.h. L-2 23 s.h. Safety Safety Glass 6'-0" Glass 16'-4" Q CV O LL zLO rn v M (L LL I yy,, �� WJ .N LLBLO L Op o a Q L.L n r Q Z LU a N O U � � O AN W iiii all 0 ''i^^) v J w ~ > (� U UJ W ,�all CV O {� T y =oz C) Er LU CV _ 04 M T drawn ,I. checked sJ. date 10/20/2020 scale as noted job number 20006 sheet .0000 1 0 0 4'-0" T-9- I 78'-0" 21'-0- 4'-8- 3'-11'" 4'-4- 3'-4- 4'-6" 4'-3 F 500#. pad 4'-7- 21'-0" O O No Curb � � D o0 0 F-3 4" 2500# F-2 — �j conc. Pad „2„F a Ff2 ❑ F-7 I° ❑ ❑ ❑ F-1 ° ❑ F-7 ❑ m °,, ----------,� r------- —� 4— I--1 1 10' 8„ I Slope for F-1 Footing F-3 Garage Dr. 01 I ---- I I T-0"' 4-11 20'-2- I T-0- 18'-0" ; o 4'" 2500# m conc. pad F-1 I 1 1 N Exp. 1 t0 1 -t4" I F-8 Slope Joint � ❑°1 1 30-x 30-x 18'" I Pad Ftng, with 30"x 30% 18- (1) #5 rebar 6"oc Pad Ftng. with 114- each way (1) #5 rebar 6"ocL 1------- — each way r o F-6 0❑ E I FETE-1 I I 3'-5" 1 J O N ► I r 13„Ft2 4" 3000# FBERMIX CONC. T C") 1 OVER .006 VAPOR BARRIER ON CLEAN, COMPACTED 1 7" — J N F-2 ❑• F-7 TERMITE TREATED FILL F-a ° ° 00 ❑ ° 'CoASSUMED T-0„ 3,�, 1 1 1/2" Recess F.F.E. 0.00' — ----- --- — —1 -4" Cone. Steps for S.G.D.. I Slope o o _ F-1 I I 5 -4 I F-7 7- o F-6' 12'-4"' I F-6 3'-5" 1'-11' 1'-8"" 116" 11" 4'-6" T-4"" T-6' T-6" 1 I 3„ 0 ME �� F-7 M Exp. OO I II L � F-6— -- — — — -- — .^ Joint o o ( F-5 — — — — — --- — — — ih I o rn N Slope 4 i T .. ❑❑ I I I Io I I --- --- ,N. F-7 o °j MF-1 ^ co M 1 1/2" Recess for S.Glb. I 1 o I T-4- 13'-10" F-6 o_ o I0 I S L---------- cc >-4'<1 `I E 0 F-1 F-7 00 0 ---- 0 0'' — — --- o 0 0 ------------N--JL-- F-7 0' o o a o 0 0 ------J F-7 © o a o c� SGD Pocket 10'-0- 81 Foundation & Footing Plan Scaler 1/4" = V-0" T-5" 5'-5"' 6'-8' 3'-10" 11"I 1 "" 3'-10"" j 5'-0"' $'-10"" J15] 3'-10'" 1 2'-2"' 1 3'-10"' 3'-3'" 4'-2'" 1 3'-6"` 3"-6"' 67'-4"' 78'-0" 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 WWM11 provide I- 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.O. 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 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 Rod Repair Note In the event vertical steel has been omitted from the down pour locations, drill 5" into concrete (no closer than 3 3/4- from edges and 5- from ends of cap walls) Remove dust per manufacturers instructions and use Two part epoxy to anchor the #5 rebar in place. Use either " Hilti C-100- or Simpson Epoxy -Tie. 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. F-1 F-2 18" x 16" mono. footing with (2) #5 rebar cont. 18" x 16" mono. footing with (2) #5 rebar Cont. and curb 4" 4" to 6" 4" 16„, 16", 18„ 18" MONO. EDGE FOOTING CURB FOOTING AT GARAGE F-3 F-4 8" x 8" mono. footing with (1) #5 rebar Cont. 18" x 16" mono. footing with (2) #5 rebar Cont. 4„ 4„ 4 „ 4" 4" 12"" a" __T 18" THICKENED EDGE INTERIOR FOOTING F-5 F-6 24" x 24" x-16" footing 18" x 16" mono. footing with (1) #5 rebar 6"o.c, with (2) #5 rebar cont. each way 4„ 4„ 4„ 0 14" 12"� , 18" 24" Square PAD FOOTING INTERIOR FOOTING F-7 F-8 28.5"x 18"Mono. Footing with 28.5"x 18"Mono. Footing with (2) #5 rebar Top, (2) #5 rebar Bottom (2) #5 rebar Top, (2) #5 Bottom with (2) #5 Vertical Rebars'at with (2) #5 Vertical Rebars at 8'-0"o.c. 4„ on no 8'-0"o.c. 4„ an no 16.5 II II ii ii 14 II II II n II II Grade u II 4„ II II II II •u Uo 12„ II Ir ou J' 10.5", 18" 18„ EDGE FOOTING STEP FOOTING 1" Nosing Typ. 0.00, _4„ Riser light. not F-7 to exceed 7 3/4" F-8 ~ - -1�- -18 +/- Cast In Place conc. Cone. Entry Walk Steps with 3000# mix or Garage Floor and #5 rebar Conc. Step Detail Rear Elevation scale: 1/4"" = 1'-0" Attic Vents Calculation Attic Area: 3101 s.f. / 150 = 20.6 s.f. required. soffit area = 303 If. x 1.33 = 403 s.f. Venting Provided: 8 x 16 soffit vent: 85 sq. in. each vent 36 Vents along overhang = 3060 sq. in. 3060 sq. in. / 144 = 21.25 s.f. Total Ventilation Provided: 21.25 sq. ft. Left Elevation scale: 1/4- = 1'-0" Right Elevation scale: 1/4` = 1'-0" 4-Smooth Stucco Raised Bands at Windows & Doors on Front Elevation III Front Elevation scale: 1/4"" = 1'-0- Entry truss heel i, 13'-0- �` Entry &Foyer Ceiling i� 12'-0- ■��Window 11 ICI IMI Imi ICI IMI ICI ��I ICI ICI ICI a ICI ICI ICI ICI ICI ICI 011 ICI ICI ImI ImI *1 ImI ImI EMI EmI EmI EmI Emi Mimi Top of window to soffit U Q 00 O L- w z a, M Ci _ LO CO ItT w! W L 00 N J r r z a o (� w a� J a U w � M � N U) CU ~ > (U U W LO N ~ C O T r (� 2 Q z 00 U04 rr LLJ r` _ CU M M T drawn s.1. checked s.l. date 10/20/2020 scale as noted job number 20006 sheet A-3 GENERAL ROOFING NOTES STRUCTURAL O ES. NOTES: Ceramic mi a c Tile All reinforcing steel shall be high strength billet steel and shall Shall be installed in accordance with ANSI A108.1'„ A108i4, A108.5 Roofing to be composed of and attached to Pre manufactured conform to ASTM A-615 grade 60 specifications. Lap continu us Al08.6, A108.11, A118.1, Al18.3, Al36.1, & Al37.1. Fiber mat reinforced wood trusses as follows: reinforcing 48 bar diameters or 30- in beams and in slabs. Lap backer shall be used behind wall applied ceramic tiles in the tub Felt underlayment (min. ASTM 0 226 Type 11) with 4- min, side and bottom steel over supports and top steep, at midspan. Hook and shower areas and conform to ASTM C1325. Per Durock, end laps, fasten with coorosion resistant annular ring shank nails discontinuous ends of all top bars. Reinforcing steel shall have cement board exceeds ASTM C1325. at 6'"o.a in laps and in staggered rows spaced 12""o.c. in field. a minimum of 1" concrete cover, or as follows: If roof pitch is < 4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, install (1) layer 30# felt. BOTTOM TOP SIDES Gypsum Note 19/32' plywd. sheathing or equal installed with staggered joints & GI clips, Beams: 1 1/2- 1 1/2" 1 1 /2"' Gypsum board shall conform to ASTM C22, C475 C514, C1002, C1047 nailed to trusses with 8d corrosion resistant annular ring shank nails Slab on Grade: 1 1/2" 1' 01177, C1178, 01278, C1396, or C1658 and installed per FBC residential spaced max. 6""o.c. throughout, except max. 4'"o.c. at gable ends. _ Structural Poured: 3/4- 3/4" code. Per USG, Wallboard conforms to C1396. All roof trusses are to be pre -manufactured assemblies provided by a licensed wood truss fabricator with seperate drawings and data - Poured Walls: _ _ 3/4 Slabs exposed Gypsum Board & Gypsum Panel Products prepared for actual project conditions by a Florida registered to the weather 3/4" 1" professional engineer certified for truss design. Any deviation from - Gypsum board and gypsum panel products shall be applied the proposed plans as shown regarding placement or bearing shall be brought to the attention of the truss engineer prior to fabrication , b g ricated in accordant Reinforcn steed shall be detailed and fa at right angles or parallel to framing members. All edges and ends of gypsum board and shall of the trusses. The truss manufacturer's certified layout shall govern after fabrication. with the Manual of Standard Practice of Detailing Reinforcing, Concrete Structures and the current ACI Building Code 318" gypsum panel products occur on framing members, except those edges and ends that are perpendicular to the framing members. Interior, gypsum The handling, erection, and fixing of wood trusses shall be in All structural steel shall conform to current ASTM Specification A-36 board shall not be installed where it is directly exposed to accordance with the specifications contained on the certified mfil weather or to water. drawings and data. All wood in'contact with masonry shall be pressure treated or approved Wall and ceiling gypsum board shall be fastened with screws All engineered headers and truss hangers to be provided by the seperating material: spaced at 12"o,c. Screws for attaching gypsum board and gypsum truss manufacturer. All dimensions shall be verified in field bylithe contractor. If there are panel products to wood framing shall be Type W or Type S in accordance with ASTM C1002 andshall penetrate t'hewood not Splitting or cracking of structural components due to installation of any discrepancies'the Architect or Engineer shall be notified before less than 5/8" inch 0 5.9mm) Gypsum board and Gypsum panel hardware is not permitted. proceeding: products shall be attached to cold formed steel framing less Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and No slum over 5" shall be permitted for any structural concrete without P p y than 0.033" (1 mm) thick shall be Type S in accordance with ASTM C1002 or bugle head style m accordance with ASTM C1513 standard practice. the Architect or Engineer approval and shall penetrate the steel not less than 3/8"" to 0.112"" 0 mm to 3mm) thick shall be in accordance with ASTM C954 or All Design and Construction shall be inacordance with the current bugle head style in accordance with ASTM 1513. Screws for ATTACHMENT NOTES " American Concrete Institute (ACI). and the American Institute .. of Steel attaching gypsum board or gypsum panel products to structural insulated Instil toil antes shall penetrate a p p to the wood structural panic facing Construction (AISG), The Florida Building Code and all applicable not less than 7/1 6""o.c. 11.1 m ( in AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS local codes. TO BLOCK WITH 1/4" DIA TAPCONS WITH 1 1/4" EMBEDMENT B E INTO C. .S. SET A 6'" FROM CORNERS AND AT 12""o.c. MAX. Structural Concrete shall attain a minimum ultimate compressi e strength Gypsum board used as the base' orbacker for adhesive application p S pp of ceramic the or other required nonabsorbent finish material sh II qa (Fc') in 28 days as follows; conform to ASTM Ci396, C1178, C1278. Use of water resistant AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH gypsum backingboard shall be permitted b p tted on ceilings. Water BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS "T" Column Footingand Wall Footing: 3000 .s.i. g p resistant gypsum board shall not be installed over a Class 1 or OR NAILS" 4- FROM ENDS AND 12' o.c. Column and walls from foundation to roofi: see column schedu e. Class 2 vapor retarder in a shower or tub compartment. Cut or All other concrete: 3000 p.s.i. exposed edges, including those at wall intersections, shall be USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION sealed as recommended by the manufactuer. Water resistant Footing sizes and reinforcing are based on allowable soil beari g gypsum backing board shall not be used where there will be SHEATHING NAILING NOTES capacity of 2000 p.s.i. All footings shall bear in virgin soil. If thi Architect direct exposure to water, or areas subject to continuous high humidity. is not the case, the or Engineer shall be notified bef re proceeding with the work. Nailing Pattern Timber (Heavy Timber Construction) Cold Formed Steel Notei Zone 1: 8d at 6"o.c. field & 4"l edges (a) Truss manufacturer shall submit a signed and sealed shop, Cold formed steel framing supporting gypsum board and gypsum Zone 2: 8d at 4""o.c. edges & field Zone 3: 8d at 4"o.c. edges & field drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. panel products shall be not less than 1 1/4- (32mm) wide in the (c) Roof members should be secured to the beams or other 1 least dimension. Nan Load bearing cold formed steel framing shall comply with AISI S220 and ASTM C645, Section 10. Load Pneumatic Nails structuralcomponents with hurricane anchors for wind uplift. bearing cold formed steel framing shall comply with AISI S200 and ASTM C955, Section 8. Pneumatic or mechanically driven nails will All wood members shall have a minimum fiber stress in bending be accepted under the fallowing; conditions: of 1200 p.s.i. with 1/360 max. deflection. Min. nails size 8d or larger ring shank with Mina shank diameter..113 All bolted connections shall be 1 2"" Cadmium late / m m plated or better.i Wood Framing Note Min. Length: 2"" Wood framing supporting gypsum board and gypsum panel Min. Head Diameter..280 Full Round Lag bolts to brW' fed only in shear connections with minimum products shall be not less than 2- (51 mm) nominal thickness Min. Ring Diameter .012 over shank dia 4" threaded penetration past steel plate. in th least dimension except that wood furring strips not less Min. 16 to 20 Rings per Inch than 1- by 2- (25mm x 51 mil nominal dimension shall be Note Lag bolted conditions shall be drill tapped no larger than the permitted to be used over solid backing or framing spaced internal thread diameter and shall not be hammer driven. not more than 24""o.c. (610mm) Gun nails shall be permitted as an acceptable fastener from any manufacturer Under Girder Trusses provide equal number of studs as girder Woad screws meeting the same size requirement plys at frame bearing locations Wire Lath Attachment may be used in lieu of nails without comment GENERAL REQUIREMENTS over wood framing the paper Nailing Schedule backed wire lath shall be installed All work to be as per the current edition of the Florida Build ng Code over One layer Of approved plastic ROOF & FLOOR DIAGRAM and meet or exceed all applicable local requirements. over wrap. Lath shall be attached Use sheathing with #8 gun nails at 6"o:c. at supported panel edges and #8 gun General contractor is responsible for all labor, materials, util ties, testing, aming i fr horizontalg members with 1.5 nails at ill at intermediate supports. waste removal, storage, securing of site, accomodation, transport/freight, roofing nails and to vertical wood and all other cost related to the completion of this project., unless explicitly framing members with 6d common ROOF SHEATHING TO GABLE END FRAME identified here. nails Or 1 " roofing nails driven to Use #8 gun nails at 4"o.c. Owner is responsible for all municipal related charges such �s impact penetration of not less then 3/4" of an inch, or 1" wire staples fees, and water connection, except building permit fees, vi h are to be EXTERIOR SHEATHING included in the construction bid. driven flush with the plaster base. Use #8 gun nails at 4'"o.c: at panel edges and #8 gun Halls at 4" o.c. at panel top and General contractor to check all drawings for errors and ommissions and Staples shall have crowns not less than 3/4" and shall engage not less bottom and 6 o.c. in bring them to the attention of the architect prior to startir Many'work, or than three strands of lath and ordering any materials of the respective division of work. If such errors penetrate the wood framing members p �+�1 1 HRESHOLD NOTE THRESHOLD and ommissions are not reported in writingto the architect, ny resulting not less than 3/4". The fasteners must damages or costs shall be born entirely by the general cont actor, penetrate the wood framing members At egress door (see floor plan) the max: hgth. Architect is not responsible for the contractors method or ears of not less than 3/4". Fasteners shall be of the threshold shall be 1/2" construction. 7" 1 max. ' General contractor is to keep the site in a clean and safe state through corner bars at beam out the course of: construction. On building turnover, general contractor to (outside only) (2) corner clean all surfaces' so as to be free of dust, grease, stains, scuffs, etc. bars at footing (rain) I Alum. window Unless otherwise noted, the installation. of specified hardware shall frame corrosive resistant Tapcon concrete conform to the manufacturers instructions and standardpra Lice. 3/8"" continuous bead of Brews installed as wart. dowel lapped with caulk (back bedding) behind specified in window wall reinforcing, all all corner bars to be the All plans and drawings are not considered complete until `they have been shim to prevent liquid passage manufacturers product laps 30" (min.) in grout filled same size, number, and spacing as norizontial bars.. reviewed and approved b the St. Lucie Count Building Department pp. y y g approval cell in footing, beams, and walls and the building permit has been issued. 1 /4" struct. shi window sill set flange in continuous EXTERIOR CEILING & SOFFIT NOTE lkacross the beaentirree faceof buck r 7/8"" Stucco finish over 3/8- high ribbed gals. wire lath fastened to perimeter caulk a framing members with No. 11 guage nails with 1 3/4- embed. with /8" dia. head 6-o.c. max. edges to be tied and nailed at 9-o.c. Provide ime stucco finish layer of 15# felt to framing prior to installing wire lath. r E . Gunable sealants shall comply with INTERIOR WALL FRAMING NOTE ASTM a 920 class grade or ° ° . 4 30" lap min. t expansion greater for properjoint Interior non bearing walls to be 2 x 4 studs 24-o.c. and contraction Spruce, Pine, Fir (SPF) #2 Grade lumber or better ,precast or metal studs (25 Ga.) Crimper may be used in port. sill lieu of screws. Corner Reinforcing Detail Typical Precast Conc. Sill Detail 3/8"" continuous bead of caulk (back bedding) behind buck to prevent liquid passage set flange in continuous bead of caulk across the entire face of buck -t p 0 E d � �Om 00 Ooo,E o��aa d �00 � U m m CBS Min. 1 1/4" embedment at windows and min. 1 1/2" embedment at ° ° a sl. gl. doors v ° 4 d � 1 /2- drywall stucco, finish/ J perimeter caulk 1 /4"" max. struct, shim Attach p,t. bucks with 8d coil nails at caulk 12'"o.c. attach as per Typ, Alum. window manufacturers jamb or sliding glass product approvals doorjamb NOTE: Me thod of attachment and Gunable sealants shall comply with waterproofing procedures are the ASTM C 920 Class 25 grade or same it Poured concrete sill greater for proper joint expansion and contraction Coat Bl16ks with LWM200 Waterproofing after they have been installed and Chaulked Window & Door Flashing Detail at CBS Wall Includes Buck Attachment Method 5V CRIMP METAL PANELS ON 30# ROOFING FELT OVER 5/8" C.D.X. PLYWOOD SEE CONNECTOR SCHEDULE PRE ENG. WD. TRUSSES 24""c.c. GALV. DRIP EDGE ON 1 x2P.T.ON2x6 CEDAR FASCIA LEVEL RETURNS BY TRUSS MFG.- STUCCO SOFFIT /[ WITH 8"' x 16'" SCREEN VENTS PROVIDE-CASTCRETE" PRECAST LINTELS ABOVE ALL OPENINGS Two COAT STUCCO FINISH OVER CBS GRADE c 12 51 R30 BATT INSULATION 5/8" D.W. 1 x 4 P.T. - FIRESTOP (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 3/4- INSULATION BIRD (R-5.0) ON C.B.S. AND 1 x 2 FURRING 1i 1/2`" GYP. D.W. 1 x 4 P.T. FIRESTOP I I r 3000# FIBERMIX CONC. VER.006 VAPOR BARRIER N CLEAN, COMPACTED, TERMITE TREATED FILL Typical Wall Section 2 z 4 bottom cord brat OL O Lu L Z CO coo blA Lu ; CO ' N J LL, r 10'-0'" V Bottom Cord Lateral Bracing Iz o o LU (`D Iz 90 DEGREE HOOKS - / - OVERLAP 25" MIN. HORIZ. TIE: BEAM STEEL SEEWALL SECTION FOR .STEEL REQUIRMENTS - POURED CELLS WITH �^ (1) #5 BAR CONTINUOUS N FROM BEAM TO FOOTING (D 7 a . r� 'W LQ d• C'V z00 _U N UJ n , Change in Bond Beam Ell co Q M r 8" x 16"" C.M.U. WITH CELLS FILLED WITH GROUT & (1) #5 VERT. DOWEL P.T. 2 x 8 AT (3) SIDES OF OPENING, FASTEN TO BLOCK AS NOTED. DOOR SIDES 1/2" x 6" REDHEADS WITH MIN. 2" x 1 /8"WASHER 12" FROM ENDS AND 16"o.c. MAX. DOOR HEAD 1/4"• x 2 3/4"• TAPCONS STAGGERED 24"o. a Garage Door Buck Detail (2) 2 x 4 TOP PL "^ SP4 16"c.c. (6) 10d NAILS (2) 2 x 12'HEADEI BOND TOGETHEI WITH`16d AT i 4 AT EVERY STUD rH (6) 10d NAILS P & SOLE PLATE 2) MSTA18 14) 10d NAILS )2x4STUDS tx4P.T. PLATE Brn,a. Header Detail drawn - sa checked sI date 10/20/2020 scale as noted job number 20006 sheet A-4 1 2 13 3 \ 1 / \ 2 \ / 2 / \\ 2 \ / 2 12 I 1 1 4' 4' / 2 \ / 2 �\ 2 \ I 3 / 2 - / \ 12 / 2 A <,I 2 I 2 2 � I 1 2 2 11 I 2 I' 12 3 - 3 2 I I 3 3 I II I 2 �\ 2 L� --, 2 2 2 Roof Wind Zones 2"Auto Vent F91117 2 3 13 Wind Zones - Walls v.t.r. Il I I 3„ L I I Sink I I I I I 2„ Washer 3- Mc. Tob h Shwr to septic system 4 2"" v.t.r. C.o. Ji 4- 3" 2- v.t.r. �� I r 3„ La,. I 2„ Lay. I Lay. \ 3„ I I 3„ Shwr. Lay. I .W.C. Plumbing contractor to provide a water hammer & shut off valve at each fixture Insulate all hot water lines Plumbing Riser Diagram 9'-4' 9'-4- CJ pre engineered details 9'-4- 4 plate 3P4 with d x 1 1/2- :h stud 'p. d.w. is 16-o.c. p.t. plate SP4 with )d x 1 1 /2- ch stud e 0.00'-1$- c 8-wedge bolt 3- x 1 /8`" washer c. max. Brna. Wall Detail (2) Ply Pre Eng. Truss (2) MTS18 Straps (14) 1Od x 1 1/2- per strap Allowable Uplift: 21 Applied Uplift: 978 4 P.T. Column J44 Post Base with 5/8` dia. x 6- Wedge to concrete and (12) to column. wable Uplift: 2200 lbs. lied Uplift: 978 lbs. See Footing Details GRF Connection Detail 8," Transom Header Detail TYPICAL AT ENTRY DOOR 12'-0" MIN (2) Ply Pre Eng. Truss (3) MTS18 Straps with (14) 10d x 1 1/2- nails per strap. Allowable Uplift: 3000 lbs. 9'-4" (lillO-- Applied Uplift: 2685 lbs. 4 P.T. Column -4 Tension Tie with 3/8" dia. x 8" Wedge to concrete and 08) x 2 1/2- to column. wable Uplift: 4235 lbs. lied Uplift: 2685 lbs. e with Wall Framing See Footing Details GIRD Brng. at Frame Wall HU210-2 Hanger with (18) 1 /4"x 2 3/4-Titen Screws to GCMU and 00) 1 Od to truss Allowable Uplift: 1810lbs. Applied Uplift: 1035 lbs. 13'-0- (2) Ply Pre Eng. Truss (1) MTS18 Strap with (14) 10d x 1 1/2" nails Allowable Uplift: 1000 lbs. Applied Uplift: 880 lbs. 2 x 4 Column Connector Schedule Truss Bearing Truss Connector QntY Connector Fasteners Point Uplift ID Uplift GRA 2 1637 3 Ply HHETA20 1 2235# (9) 16d 21 1809 GIRD16 2443 HETA20 2 2500# (6) 16d per strap 2 Ply 9 2685 See Detail All trusses Each <1810 HETA20 1 1810# (9) 10d x 1 1/2- <1810 HETA20 1 1810# (9) 10d x 1 1/2- to CBS Brng. All trusses Each <1000 MTS18 1 1000# (14) 10d x 1 1/2- <1000 MTS18 1 1000# (14) 10d x 1 1/2- to Frame Brng. Valley Supporting Framing (4) 10d Trusses <250# VTCR 1 370# Valley Truss (3) 10d x 1 I See Engineering sheets from the Truss Manufacturer for Bearing Location Numbers (1) SPH4 at each stud with (10) 10d x 1 1/2- Information taken from the Truss Placement Plan and Engineering Sheets from Chambers Allowable Uplift: 2480 lbs. Truss, Inc. Dated : Revised 10/01/2020 Job Number: 76670 Applied Uplift: 880 lbs. See Footing Details GRB Brng. at Frame Wall SP4 AT EVERY STUD WITH (6) 10d NAILS TOP & SILL PLATE a- (2) 2 x 4 PLATE 2 x 4 STUDS 16"r.c. COVER STUDS WITH 5/8-CDX PLYWOOD FASTENED AS PER NAILING SCHEDULE AND COVER 6" WITH ONE LAYER OF HOUSE WRAP r/ AND PAPER BACKED WIRE LATH AND 3 COAT STUCCO FINISH CBS Wall 2 x 4 P.T. PLATE FASTENED TO PERIMETER BEAM WITH 5/8- x 6- WEDGE BOLTS WITH 1/8` x 3- WASHER AT 24-o.c. 2 Stage Brng. Wall Detail Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place Attach valley trusses and piggy back trusses, if present, to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers specs. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see HIB-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either-Hilti" C-100 or Simpson Epoxy Tie Epoxy Provide equal number of studs under girders equal to the number of plys. Missed Tie Down Strap Note In the event the Tie Down Strap has been omitted from the Layout location, install one H1 ISM20 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. Grout filled CBS cell with #5 vest. 8x16x8 CBS Exterior Wall 1 x 2 ot. 24"o.c. see wall section for insulation type gyp. d.w. Typical 2 x 4 stud bearing wall 2 x 4 p.t. stud far;tened to filled cell with 1/2" dia. 6' long wedge bolt with 1 8" x 2" washer 6" from ends and 24"o.c. Brng. Wall Attachment Detail PRODUCT APPROVAL Approval Glass Building Rated Product Rated Product Model Number Manufacturer Attachment Method Number Type Design Pressures Design Pressures Head: 6"max. from corners & 13"max, o.c. Jambs: 6"max. from NOA: 17-1212.21 S.H. Windows 7700 Lawson Impact corners 10 max. o.c. above meeting rail & 9" o.c. below meeting rail & 3""each side of meeting rail.. Use 1/4" Tapcon with 1 1/4"" +38.7 -50.5 +/-60.0 embedment into concrete NOA: 17-1212.13 Picture Window 6200 Lawson Impact 6""max, from all corners & 12""max o.c. along Jambs, Head, and Sill. Use 1 /4" Tapcons with 1 1 /4" embedment into concrete. +34.4 -37.8 +/-68.0 6-max. from all corners & 13-max. o.c. along Jambs, Head, and NOA: 17-1212.05 Sliding Glass Dr. 9200 Lawson Impact Sill. Use (2) anchors at each location. Use a cluster of four +34.4 -37.8 +56.7 -65.0 anchors at each stile ends. Use 1/4"Tapcons with 1 1/4" embedment into concrete. Ilead and Sill: 5.75"and 11.75 from corners & 12.75"max. o.c. NOA: 18-0503.06 French Door 2200 Lawson Impact Jambs: 5"max. and 17""o.c. max. o.c. Use 5/16"" Tapcon with +34.4 -37.8 +/-76,0 1 1/2" embedment into concrete. 6" from corners & 14.5"o.c. at Jam'os. Head and Sill 3"" and FL#: 20468A Swing Doors Fiberglass Therma-Tru N.A. 7" from centerline. Use 1/4" Tapcon with 1 1/4- embedment +34.4 -37.8 +/- 50.0 into concrete 6"" from corners & 14.5"o.c. at Jambs. Head and Sill 3"" and FL#: 20468.12 Swing Doors Fiberglass Therma-Tru Impact 7"" from corners & centerline. Use 1/4"" Tapcon with 1 1/4"" +34.4 -37.8 +/- 50.0 embedment into concrete Approval Building Rated Product Rated Product Model Number Manufacturer Attachment Method Number Design Pressures Design Pressures FL#: 7271.3 Roofing 5V Union Corrig. #10-14 x 1.5 wood screw with washer 6-o.c. -52.0 -120.9 FL#: 15371.1 Overhead Door Hurricane Master D.A.B. Doors (1) 5/16"" x 15/8""Lag Screw Full Tread Hex Washer Head at 11 ""o.c. +20.4 -22.7 +48.0 -52.0 824 /811 M - N 00 o wIct Z M rL V (7 _ to ., a Nt W .(n W L - 00 Q a 0 Q J + LL r Q � (n U c6 N U Z LLJ 0- Q? t O U_ i J o Q) LU = eh 0 Cn _O +J L- Q 4-J :3 C: 2 O L E 06 •> o draws sl. checked J. date 1 anon020 scale as noted job number 20006 sheet A- 5 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. 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. 5. Ensure min. 36"" clear between equipent and disconnects, Typical. 6. Protective ratings shall comply with NEC 110-9 & NEC 110-10 7. Ensure panels have main disconnect at meter pack per NEC 230-70-A-1 Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified Electric Plan Scale: 1 /4" = V-0- ELECTRICAL LEDGEN O RECESSED LIGHT WITH LENS ® EXTERIOR & WET LOCATIONS SURFACE MOUNTED LIGHT FIXTURE TTTf----e SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE e UNDER CABINET FLUORESCENT FIXTURE O RECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN CEILING FAN EXHAUST FAN OUTLET DOOR CHIMES bTHERMOSTAT COMBO. SMOKE & CARBON MONOXIDE DETECTOR $ DUPLEX OUTLET - SWITCHED TELEVISION DUPLEX OUTLET 220 V OUTLET TELEPHONE yr SWITCH ❑• PUSH BUTTON w -nTHREE WAY SWITCH ..yl. DIMMER SWITCH 8 D NOTE: RECEPTACLES IN KITCHEN & BATH AREAS TO BE 46- A.F.F. ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFCI MUST BE AFCI. TAMPER PROOF RECEPTICALES MUST BE INSTALLED 1N 120 VOLT, SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2"" galy. conduit Panel: 200 A.M.C.B. 200 Amp 1,6, 3W 40 Circuit Panel 120/240 Volt disc. 5/$"" dia. x 10'-0" long ground rod K3/4""copper ter pipe 8'-0- (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2 galy. conduit Wall F.P.L. service �(if overhead �y service) (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2"" galy. conduit F.P.L. service (if underground service) tie ground wire to footing rebars Electrical Riser Diagram Electrical Load Calculations 2232 Living S.F. at 3 VA 6696 watts Two 20 Amp Appliance Ckts. 3000 watts One Laundry Cir. # 1500 watts 1500 watts One Range 8000 watts One Dishwasher & One Disposal # 1500 watts each 3000 watts One Microwave # 2000 watts 2000 watts One Water Heater # 4.5 kw 4500 watts One Dryer # 5 kw 5000 watts One Ref. # 1500 watts 1500 watts Three Baths # 1500 watts each 4500 watts Septic Hook Up 2000 watts Total First 10 KVA at 10090 10,000 watts Remainder at 40% 12,678 watts Total 22,678 watts One AC Heat at 100% 10,000 watts Total 32,678 watts 32,678 W / 240 V = 136.1 Amps Use 200A Service 41,696 watts U 3--11 Ci N � N W � O w Z � CO �L. V C7 Li- m I %A WCO W Q J � W f^- Q (n ♦— c6 U M LU N o O W M nd- (D '-I--) V ) > LLJ ca LO 'C • Li .� = C z N r 00 N LLJ 0 r Q M T C _O a� a--1 CL +- O L C E a � ry ' > a� o Iz drawn $.l, checked s.l. date 10/20/2020 scale as noted job number 20006 sheet A-6 30' Spin or less i xa 3A c^,ta degrees of less ! tA RANGEu /ITn RA NE OPERATOR ADVANCE xA uF (k A SPREADER ahR OF 21'- WIN r s ry i a .i •,. Ltl"„ TAB; ADo riot stand on trusses until tia ey are braced per : CSI & properly nailed to straps and hat qe� �`� lap abaN ,�9eZ� Flux era�® rag me approx. rrgline 12ofaSPest REFER TO Bcsl a REFER TO scat Truss must be set this way if crane is used. Truss must be set this way if crane is used. ':Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. r SEE AT PLATES BY CHAMBERS TRUSS JS REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS , *Please refer to Standard Engineering package for generef instuction on installing hangers 10d=0.148" x 3" 16d=0:162" x 3 1/2" METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. AIR HANDLER NOTE zt WARWAIG ZJ Unless noted elsewhere on this layout, these trusses are not The size of these trusses makes it necessary that they a set by a profeesional builder designed for air handlers in the roof or for any Other A/C familiar with and experienced in the problems and dangers of setting large span trusses t Th; b ; fl t �th b ;I ; d d d A/C DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI regUlremen S. IS may a In con Ic WI UI Ing CO a an The builder and erector should! consult with an engineer licensed in Florida specializing requirements. I DesignConsult with Building Department and A/C in wood roof trusses about the Safe erection of these trusses. The engineer should beat- .... ..- _ the job site when trusses are erected to provide supervision and advice. Contractor. Scissors Hip dock Installations All load bearin Walls headers MULTIPLE PLY TRUSSES MUST BE FASTENED ""°a OF JSCK ,.�.m9Yl' SbMeN 5' ' TOGETHER PER ENGINEERING BEFORE Hitt cnaxrts __ beams &lintels must be in lace SETTING. REFER TO ENGINEERING DRAWING "F 'A TO DETERMINE IF MULTIPLE PLY. at indicated height before trusses t t ip • . :%t no BRIefare installed. ,.re��. 1HipSPACING !VOTE BOTTOMAll trusses are to be set 2'-0" on c 1oRoOFJACKLIFE SAFETY WARNING center except as noted. WcTier use 'jaerier useste to align tralghtbottwithThis symbol identifies Life Safety Warnings that 4hathabet« Edget h pcanter. should be read and given special attention to all persons installing trusses. NOTES: *INTERNAL LOAD BE/AtRING WALLS REQUHIRED BY TRUSSES 7',s `K-,H0`04N ON THIS LAYOUT. *2-STAGE BEARING iVALLS REQUIRED BY TRUSSES AS SHOVWN ON THIS LAYOUT. *PLEASE VERIFY ALL DIMENSIONS, BEAM HEIGHTS & EF D DETAILS SHOWN ON THIS 161.n YO'kI7.. *CEILINGS ARE TO BE BALANCE FRAME BY BUILDER AS NEEDED. * tERHANI Y BUIL , �N SOME AREAS. CORNER DETAIL OV RHMGS Nor SHUNN FDR eLNNY. Hatch Legend ATTIC STORAGE 3.25/12 VAULT CLG , CEILING a10r- 2" r z z CEILING t 12' a 4 6a° BEARING @ 91-4' ®BEARING 12' MBEARING 0 131 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT VARIES END DETAIL: TYPICAL 4 0F 0 0 � _nu nn � SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 9'4' END DETAIL: (A) 12 5r 12 5r 1-08-00.. 2-08.00 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 9'-4" END DETAIL: (8) 0 t_nn#c 10-00 12 5r -j3.25 12 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 12' END DETAIL: (C) 1-04-06 FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT 1S SIGNED & RETURNED is undersigned acknowledges and. agrees. 1. Trusses will be made in strict accordance with this truss placement diagram layout which is the sole authority for ftermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided. by certified mail to Chambers Truss within ten (10) days of delivery the idersigrted Tees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss fall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. ter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of °BCSr summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has a sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will a responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has redeliver because job site is not prepared for delivery or buyer is not prepared for deflvery of trusses. Buyer is sponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below Is subject to change if any changes are made in this layout A $50 per hour e for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. voice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of divery if buyer cannot accept delivery of fabricated busses. The undersigned agrees to pay Chambers Truss asonable attorneys fee for collections in event of payment not timely made. 1-112 % per month service charge will be Ided for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned Unconditionally guarantees rymert when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and: the ndersigned agrees to pay such indebtedness including attorney's fees, if default in payment for material be made by the cipient 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to ;rein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design .responsibilities are per SNational Standard And Recommended Guidelines: On Responsibilities For instruction Using Metal Plate Connected Wood Trusses ANSIfTPUWTCA 4 200211 12. Warranty is per Chambers Truss Warranty attached. OR TITLE t A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. 11"� Study the contents of the information packet included on delivery before setting trusses. 1 &kt. Trusses must be set and braced per design to prevent injury & damage. loialk- Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES 1 0 Iw at 3105 can err venue Fort Pierce, Florida 34982.6423 800.551.5932 Fort Pierce 772.465.2012 Fax 772-465-8711 Vero Beach 772.569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADINGrDESIGN CRITERIA REDUCiFLS PER CODE SUCH AS SEC 160461 DESIGN CRITERIA k County Saint Lucie County Building Department Saint Lucie County y Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)1C-C'hybrid Wind ASCE 7-10 Roofing Material Metal Loading in PSF Roof R.D.L Floor h Top Chord Live 20 0 Top Chord Dead 7 4.2 0 � Bottom Chord Live *10-Non Conccurent Bottom Chord Dead 10 3 0 9I Total Load 47 7.2 0 Duration Factor 1.25 G iI Wind Speed 160mph Top Chord C.B. Sheathing by builder p Bottom Chord C.B. Sheathing by builder aj Highest Mean Height 16 Building Type Enclosed i� Building Category II: Non Restrictive Exposure Category B> Urban/ suburban and wooded areas/ others .. 9 Miles from Ocean 5 Conforms to Florida Building Code 2017. C R.D.L.=Restraining Dead Load C.B.=Continuous Bracing ,1 Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record I., Chambers Truss Inc. Drawing Name: 76670 SCALE: 1 /4" = 1 `-011 f 163 total trusses, 62 unique designs Designer: BLW Reviewed by: _ Date: 03/12/20 Revised 10/01/20 FOR Ron Raymond DESCRIPTION: KEVIN MURPHY Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76670