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HomeMy WebLinkAbout6012 Village Walk (2)No. Revision/Issue Date OCCUPANCY: NUMBER OF STORIES CONSTRUCTION TYPE FIRE SUPPRESSION: CEILING HEIGHTS: TOTAL HEIGHT: SETBACKS: AREA/HEIGHT: CONSTRUCTION COMPLIANCE DESCRIPTION R2 — RESIDENTIAL (REQUIRED REPAIRS DO NOT CHANGE OCCUPANCY CLASS) SQUARE FOOTAGE: EA. UNIT HAS 800 SQ. FT. OCCUPANT LOAD: 4 PEOPLE (PER UNIT) 1 V UNPROTECTED UN—SPRINKLERED 8'-0" TO 12'-0" (VAULT) 16'-10" FROM LOWEST FF TO TOP OF RIDGE (BUILDING COMPLIES WITH 2O10 FBC TABLE 503) (BUILDING COMPLIES WITH 2O10 FBC TABLE 503) EGRESS REQUIREMENTS EGRESS REQUIREMENTS (RESIDENTIAL): EGRESS TRAVEL / WIDTH: LEVEL OF REPAIRS 4 PERSONS PER UNIT OCCUPANT LOAD = 1 /200 SQ. FT. MAXIMUM TRAVEL TO EXIT = 175'-0" MINIMUM EXIT DOOR WIDTH = 3'-0" MINIMUM STAIR WIDTH = 3'-0" 1. THE BUILDING HAS NOT SUFFERED SUBSTANTIAL STRUCTURAL DAMAGE. 2. REPAIRS CONSTITUTE A LVL II ALTERATION. FIRE RATING REQUIREMENTS TENANT SEPARATION WALLS 8" WOOD FRAME BELOW ATTIC GA WP3370 1 HOUR MINIMUM PROTECTION SEE DETAIL A/C1.0 1 1 /2" WOOD TRUSS IN ATTIC GA WP3640 1 HOUR MINIMUM PROTECTION SEE DETAIL B/C1.0 UNIT 6035 & 6037 SCOPE OF STRUCTURAL REPAIRS: 1. REMOVE & REPLACE WINDOWS & DOORS PER DEMOLITION PLAN (SHEET A2). 2. REMOVE & REPLACE DAMAGED HEADER ABOVE NEW WINDOWS & DOORS PER FLOOR PLAN (SHEET A3). 3. REMOVE & REPLACE DAMAGED WALLS PER DEMOLITION PLAN (SHEET A2). 4. REMOVE & REPLACE INTERIOR FINISHES THROUGHOUT. REMAINING UNITS SCOPE OF STRUCTURAL REPAIRS: 1. UNDAMAGED INTERIOR & EXTERIOR WALLS OF UNITS TO REMAIN. UNIT 6035 & 6037 SCOPE OF ROOF REPAIRS: 1. REMOVE & REPLACE DAMAGED ALL TRUSSES PER ROOF FRAMING PLAN (SHEET A5). 2. REMOVE & REPLACE DAMAGED ROOF SHEATHING OVER DAMAGED TRUSSES. 3. REMOVE & REPLACE DAMAGED ASPHALT SHINGLES OVER DAMAGED TRUSSES, REMAINING UNITS SCOPE OF ROOF REPAIRS: 1. UNDAMAGED UNDAMAGED ROOF SYSTEM TO REMAIN. BUILDING SCOPE OF FOUNDATION REPAIRS: 1. EXISTING CONTINUOUS CONCRETE FOUNDATION & SLAB ON GRADE ARE UNDAMAGED & TO REMAIN IN PLACE. PANS FOR THE RESTORATION OF FIRE DAMAGE TO V LLAGE VVAI K 39216 V LLAGE ZEPHYRH LLS, FL WALLS AND INTERIOR PARTITIONS, WOOD -FRAMED GA FILE NO. WP 3370 GENERIC GYPSUM WALLBOARD, WOOD STUDS One layer 5/8" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of double row of 2 x 4 wood studs 16" o.c. on separate plates 1" apart with 6d coated nails, 1 7/8" long, 0.0915" shank, 1/4" heads, 7" o.c. Joints staggered 16" on opposite sides. Horizontal bracing required at mid -height. (LOAD -BEARING) CHASE 3�3540 1 HOUR FfRE 45 to 49 STC SOUND Thickness: 9 1/2" Approx. Weight: 8 psf Fire Test: See WP 3605 (UL R1319-4, 6, 6-17-52) UL R2717-39, 1-20-66; UL R3501-52, 3-15-66, UL Design U305; ULC Design W301) Sound Test: Estimated 1 HOUR WALL TENANT SEPARATION ASSEMBLY GA WP3370 N.T.S. FRONT ELEVATION N.T.S. WALLS AND INTERIOR PARTITIONS, WOOD -FRAMED GA FILE NO. WP 3640 GENERIC GYPSUM WALLBOARD, WOOD STUDS One layer 5/8" type X gypsum wallboard or gypsum veneer base applied parallel or at right angles to each side of either 2 x 3 or 2 x 4 wood studs, turned flatwise, 24" o.c. with 6d cement -coated nails, 1 7/8" long, 0.0915" shank, 1/4" heads, 7" o.c. (NLB) 1 HOUR FIRE Thickness: Approx. Weight: Fire Test: 1 HOUR ATTIC TENANT SEPARATION ASSEMBLY GA WP3640 N.T.S. 2 7/8" 7 psf UL, 9-12-96, UL Design U338 ,REVIEW pp,TE /< J ZEPH Pout S l CITY OF PLANS EXAMINER COWL`( PBUI�G � NIL ALLw�RK G o'F0w �� ADD 10"NlLA �L��TRI 'sNscES �p,'C1��P HALLS C�RD Coin' Z�pi��� 0I OF or No. 5f3097 ; a a Q E OF ' ; _P % w 0NAt­_.1\\,\ C'J O I— c0 C� r'0 c 1-0 co CYD LO �i C\2 I co a) ao a� Q� O CC) di co Y) > CD W co Q N Q) cc C\2 ;~ cyJ O CIO Z N N O G� �4 Y) ©ncs DRAWNGS ARE ne FROMM OF FLMDA MOLPu 01 MMNG, nC ANY FIFROW na OR LINNJ OME) USE IS PRnighn CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, If shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 Sheet: Ug, I Revision/Issue I Date 21'-9" 21'-9" 87'-0" 21'-9" BUILDING PLAN SCALE: 1 /8" = 1'-0" 130'-6" 21'-9" 21'-9" 43'-6" 21'-9" x co I O EXISTING UNDAMAGED UNITS TO REMAIN. U co O It cD co I~ C\2 00 to • Q) a� o 00 • Co � �T'Cd W a) o a w � a —+�CdO; N Nco Lo ai CO C�2 I~ I y T0 r� `J Cco D '4 0 00 CIO Q) Z Cd • U . CO CO �'�' tn U �a o ®❑ ©��We CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name do Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARI❑US Sheet: 0 43'-6" 21'-9" 21'-9" 1 6'-0" 1 10'-9" 5'-0" 1. 5'-0" 1. 10'-9" 1, 6'-0" 1 21'-9" 43'-6" DEMOLITION PLAN SCALE: 1 /4" = 1'-0" 21'-9" . DEMOLITION PLAN NOTES: 1. DAMAGED WINDOW/DOOR TO BE REMOVED & REPLACED. SEE WINDOW/DOOR SCHEDULE ON SHEET A3 FOR DETAILS. 2. DAMAGED TENANT SEPARATION. SEE DETAIL A/C1 FOR INSTALLATION DETAILS. 3. REMOVE & REPLACED DAMAGED 5/8" TYPE X GYPSUM FROM FRONT TO BACK OF UNIT, SEE DETAIL C/S2. 4. EXISTING UNDAMAGED COLUMNS TO REMAIN 5. DAMAGED (2) 2"x12" BEAM TO BE REMOVED & REPLACED, SEE SHEET A3.0 FOR REPAIR INFO. NOTE: • REMOVE INTERIOR 4" WIDE FRAME WALLS THROUGHOUT, SEE FLOOR PLAN ON A3.0 FOR REPLACEMENT INFO. • REPLACE INTERIOR DOORS THROUGHOUT, SEE SCHEDULE ON FLOOR PLAN FOR REPLACEMENT & SIZING INFO. • REPLACE INTERIOR FINISHES THROUGHOUT. 0 = EXISTING UNDAMAGED UNITS TO REMAIN. WALL LEGEND DAMAGED 4" WIDE EXTERIOR FRAME WALL W/ EXTERIOR SIDING TO BE REMOVED & REPLACED EXISTING UNDAMAGED EXTERIOR 4" WIDE WALL W/ EXTERIOR SIDING TO REMAIN IN PLACE DAMAGED 8" TENANT SEPARATION WALL TO BE REMOVED & REPLACED. SEE DETAIL C/S2 FOR INFO = EXISTING UNDAMAGED 8" TENANT SEPARATION WALL TO REMAIN IN PLACE. SEE DETAIL C/S2 FOR INFO. = DAMAGED 8" WIDE EXTERIOR WALL (COMPOSED OF 4" WIDE FRAME & 4" WIDE BRICK SEE DETAIL E/S1 FOR INFO) TO REMAIN BE REMOVED & REPLACED EXISTING UNDAMAGED 8" WIDE EXTERIOR WALL (COMPOSED OF 4" WIDE FRAME & 4" WIDE BRICK SEE DETAIL E/S1 FOR INFO) TO REMAIN IN PLACE AS IS w co CO 0) `11 c',dq CO co co CYJ In ' co � h0 O co ' co • -J �C Gz.l Gar_, lotcd g:� M w r---I a) O a W � a � •� �� O N .Cdco CO C\2 I O �0 co 0 ILA C� a)O w Z N cd N N • t:l D O O U CO w°'�a�.l o Qa I = olArli NE W Naerff V Nio M "WNW o omm ut ANY sPSMUC101 ON UNN11101® = ■ 101� CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARI❑US Sheet: 2,0 m m� 0 FLOOR PLAN SCALE: 1 /4" = 1'-0" DOOR SCHEDULE C::== ID Mark Description D-1 3'-0" x 6'-8" EXTERIOR SWINGING D-2 3'-0" x 6'-8" INTERIOR SWINGING D-3 2'-0" x 6'-8" BI—FOLD D-4 (2) 2'-0" x 6'-8" BI—FOLD D-5 (2) 2'-6" x 6'-8" BI—FOLD WINDOW SCHEDULE I I ID Mark Description W-1 3'-0" x 5'-0" SINGLE HUNG W-2 (2) 3'-0" x 5'-0" SINGLE HUNG STRUCTURAL COMPONENT COMPLIANCE TABLE PRODUCT CATEGORY SUB—CATAGORY MANUFACTURER FLORIDA STATE APPROVAL # ROOFING ROOFING TILES GAF FL10124.1 STRUCTURAL WOOD CONNECTORS SIMPSON FL10852.4 (LSTA24) STRUCTURAL WOOD CONNECTORS SIMPSON FL11496.3 (LTT20B) STRUCTURAL WOOD CONNECTORS SIMPSON FL11496.2 (HTT4) STRUCTURAL WOOD CONNECTORS SIMPSON FL10456.41 (SP1) STRUCTURAL WOOD CONNECTORS SIMPSON FL10456.42 (SP2) STRUCTURAL WOOD CONNECTORS SIMPSON FL10456.23 (HTS20) STRUCTURAL WOOD CONNECTORS SIMPSON FL11470.4 (HGA10) EXT. DOORS SWINGING ASSEMBLY JELD—WEN FL12509.1 WINDOWS SINGLE HUNG PGT FL239.3 NOTE: ALL INTERIOR UNITS ARE TO HAVE THE SAME DIMENSIONS, SEE UNIT 6035 FOR INTERIOR DIMENSIONS OF ALL UNITS. FLOOR PLAN NOTES: 1. (2) 2"x10" HEADER W/ (1) LSTA24 ® EA. END ABOVE NEW WINDOW/DOOR & (3) 2"x4" POST W/ (1) LTT20B ® BASE ® EA. END. 2. (2) 2"x12" BEAM W/ (2) MTS18 ® EACH BEARING LOCATION 3. EXISTING UNDAMAGED 4"x4" P.T. POST 4. (3) 2"x4" POST W/ (1) LTT208 ® BASE EXISTING UNDAMAGED INTERIOR & EXTERIOR WALLS OF UNITS TO REMAIN. DESIGN WIND CRITERIA (FBC 2010 ED. 137 ENCLOSED ULTIMATE DESIGN WIND SPEED (Vult): 137 MPH (No Opening Protection) BUILDING RISK CATEGORY II WIND EXPOSURE: B INTERNAL PRESSURE COEFFICIENT +/- 0.18 (GCpi): DESIGN WIND PRESSURE FOR EXTERIOR COMPONENT do CLADDING SEE SCHEDULE BELOW MATERIALS: ALL NEW WINDOWS SHALL HAVE A MINIMUM DESIGN PRESSURE OF +33.1 /-35.9 PSF. ALL NEW SWING DOORS SHALL HAVE A MINIMUM DESIGN PRESSURE OF +32.3/-35.2 PSF. NOTE: THIS BUILDING HAS BEEN DESIGNED TO RESIST WIND INDUCED SHEAR AND UPLIFT FORCES, AS SPECIFIED IN THE FLORIDA BUILDING CODE, 2010 EDITION. DESIGN HAS BEEN CONDUCTED UNDER THE ASSUMPTION THAT THE BUILDING ACTS AS AN UNPROTECTED, ENCLOSED STRUCTURE. DESIGN USES ASCE 7-10 SIMPLIFIED METHOD. WALL LEGEND = 4" WIDE INTERIOR FRAME WALL 8" TENANT SEPARATION WALL SEE DETAIL C/S2 FOR INFO. 8" WIDE EXTERIOR WALL (COMPOSED OF 4" WIDE FRAME & 4" WIDE BRICK) SEE DETAIL E/S1 FOR INFO. �OCIS lot, � 1 1 1 -0 ' AtF`.9F . dcA O��. �PrOR10P,•'G) C.� co O c.0 C\2 a0 r'0 C� LOo LO Z#Zz zt�: ' co Q a� a� r, 00 o • CO � '4 Cd 1 'r' Q) M C\2 I~ t�U 1 y O co 00 N Z • td N Cd C .b.0 O O 'd Cd U 4 O ® ❑ TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY 1. FLORIDA STRUCTURAL ENGINEERING IS NOT FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOYM ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARIOUS Sheet: i3,0 i Ir - I:� ACOUAI T CUMI/NI CC TVM ROOF PLAN SCALE: 1 /4" = 1'-0" ROOF PLAN NOTES: • REMOVE & REPLACE ROOF SHEATHING ABOVE UNITS 6035 & 6037, SEE DETAIL E/S1 • REMOVE & REPLACE ROOF ASPHALT SHINGLES ABOVE UNITS 6035 & 6037, SEE DETAIL E/S1 NOTE: FLORIDA STRUCTURAL ENGINEERING, INC. IS NOT RESPONSIBLE FOR ANY DIMENSIONS, ROOF PITCHES, VAULT PITCHES, TRAY LOCATIONS OR CEILING HEIGHTS. TRUSS COMPANY REQUIRED TO FIELD VERIFY ALL DIMENSIONS, TRAY LOCATIONS, EXISTING GIRDER LOCATIONS, SOFFITS, OVERHANGS, ROOF PITCHES, RIDGE LINES AND BEARING CONDITIONS PRIOR TO CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING, INC IS NOT RESPONSIBLE FOR ANY FLASHING OR WATERPROOFING DETAILS. U co �' CO � N O CC) CD O L z4tz ' Co �1A O 00 • � CO ww Cd � W y �' w coCO a CO N t�D I > O co Q Z CO- f=1 N a) CD•ED O O 'b v w°'Ha o CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARI❑US Sheet: 001S Lp�,��/ .�OP.. A - 4 1 0 ROOF FRAMING PLAN NOTES: 1. DAMAGED TENANT ATTIC SEPARATION TO BE REMOVED AND REPLACED, SEE DETAIL C/S2 FOR INFO. ALIGN OVER TENANT SEPARATION WALL. 2. DAMAGED PRE—ENGINEERED WOOD TRUSSES ® 24" O.C. MAX TO BE REMOVED & REPLACED ABOVE ENTIRE UNIT. TYP. W/ (1) HTS20 0 EA. BEARING LOCATION 3. SEE DETAIL A/S2 FOR GABLE BRACING INFO. NOTE: FLORIDA STRUCTURAL ENGINEERING, INC. IS NOT RESPONSIBLE FOR ANY DIMENSIONS, ROOF PITCHES, VAULT PITCHES, TRAY LOCATIONS OR CEILING HEIGHTS. TRUSS COMPANY REQUIRED TO FIELD VERIFY ALL DIMENSIONS, TRAY LOCATIONS, EXISTING GIRDER LOCATIONS, SOFFITS, OVERHANGS, ROOF PITCHES, RIDGE LINES AND BEARING CONDITIONS PRIOR TO CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING, INC IS NOT RESPONSIBLE FOR ANY FLASHING OR WATERPROOFING DETAILS. ROOF PLAN SCALE: 1 /4" = 1 '—O" � ENSE••W / �y C� C0 CD L'-- C.0 U It M O � n2 00 Lo CD LO 00 di co O a W �—I CU a Cd U cfl In �COC\2 I O t�000 > •��w.�� 00 �p 4 Q) Z w (3) CI 'cc!~ !�-�Cd •�� 0 v O w°'�a o oC nea awe A% W WMI, W"M 99amm 0=00 a. Ne Na RPM" M llU1 MMM = a Room CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARI❑US Sheet: IAI 5 I - ARROW INDICATES LONG DIR. OF PLYWD. O 24" O.C. GABLE END TRUSS (WEBS REMOVED FOR CLARITY) X 10d COMMONS OR 8d RING SAHNK O 4 O.C. ON EACH SHEET OF PLYWOOD 0 = 10d COMMONS OR 8d RING SHANK O 6" O.C. ON EACH SHEET OF PLYWOOD ❑ - 10d COMMONS OR 8d RING SHANK O 8" O.C. ON EACH SHEET OF PLYWOOD NAILING SCHED./GABLE SCALE: N.T.S. ROOF EDGE 0 - 8d O 6" O.C. ON EACH SHEET OF PLYWOOD NAILING SCHED./HIP SCALE: N.T.S. I O O O RIDGE O I I O O. -1 O3 0 JP��� 1LIJ 4'-0" O I 0 L_ - - - - - - - - - - ROOF SHEATHING NAILING PATTERN NOT TO SCALE ZONE 0 Structural Notes- "i 8d RING -SHANK NAILS 0 6" O.C. 0 EDGES & 12" O.C. INTERMEDIATE 8d RING -SHANK NAILS 0 6" O.C. 0 EDGES & 12" O.C. INTERMEDIATE 8d RING -SHANK NAILS 0 6" O.C. 0 EDGES & 6" O.C. INTERMEDIATE 5'- 0" 1. DESIGN CRITERIA: 1.1 Dwelling floors - 40 PSF live load. 1.2 Balconies -60 PSF live load. 1.3 Walkways - 80 PSF Live load. 1.4 Roof - 30 PSF live load. 17 PSF (7 PSF T/C & 10 PSF B/C) dead load for shingle roofs: 25 PSF(15 PSF T/C & 10 PSF B/C) dead load for concrete tile roofs. 1.5 Wind -137 MPH, per FBC unless noted otherwise. 1.6 Net uplift dead loads 10 PSF Shingle 15 PSF tile. 1.7 Building Risk Catagory - II 1.8 Wind Exposure - B 1.9 Internal Wind Pressure Coefficient (GCpi) - +/-0.18 1.10 Flood Zone Classification - X 1.11 Design conducted under the assumption that the building acts as an unprotected, enclosed structure. Design uses ASCE 7-10, simplified method. 2.) CODES: 2.1 The Florida Building Code (2010). 2.2 Building code requirements for reinforced concrete (ACI 318-05) 2.3 American Society of Civil Engineers minimum design loads for buildings and other structures (ASCE 7-10). 2.4 Specification for the design, Fabrication and erection of structural steel for buildings (AISC 9th edition). 2.5 "Design Specification for light metal plate connected wood trusses" by the Truss Plate Institute (TPI 1-2002). 2.6 Building Code Requirments of Masonry Structures (ACI 530-05) 1.7 National Design Specification for Wood Structures (AF&PA-NDS-05) 3. SOIL: 3.1 Minimum allowable soil pressure 2000 PSF. 4.) CONCRETE: 4.1 Concrete compressive strength at 28 days: 2500 psi (normal weight). 4.2 Reinforcing bars: ASTM A615 (Grade 60). 4.3 Welded wire fabric (WWF): ASTM A185. 4.4 Detail reinforcement in accordance with ACI 315. 4.5 Concrete coverage of reinforcement: Footings 3: bottom and sides. 4.6 Earth supported slabs: (including exterior walk and drive slabs) 4" thick, reinforced with 6x6 w1.4x w1.4 W.W.F. at mid depth of slab. fibermesh may be used in lieu of WWF contractor's option. 4.7 Concreting operations shall comply with ACI standards. 4.8 Lap splice shall be as follows: #5 bar 25", #4 bar 20", #3 bar 15". 5.) MASONRY: 5.1 Design and construction shall conform to the specification of the National concrete masonry Association and ACI 530. 5.2 Minimum masonry unit strength: (Fri) 1900 PSI 5.3 Mortar shall be type S or M. 5.4 All Block cells and cavities below grade shall be filled with concrete. 5.5 Fill cells w/(1) #5 bar shall be located PER PLAN ( 6'-0" O/C TYP.) at each corner and each side of openings greater than or equal to 6'-0". fill cells w/(2) #5 vert. shall be located at each side of openings 10'-0" and greater, at all girder bearings, including hip -set girders. NAILING SCHEDULE Ledger stri , face nail 16d common 3 at each joist Sole plate to joist or 16d common 6O.C. blocking, face nail Top of sole plate to stud, 16d common 2 end nailed Stud to sole plate, toe nail 8d common 4 Doubled studs, face nail 16d common 24 O.C. Doubled top plates, face 1 d common 16 O.C. nail Continuous header to 8d common stud, toe nail 1 x sheathing or less to 8d common 3 each bearing, face nail, ea stud Over 1 x sheathing to 8d common 3 each bearing, face nail, ea stud 3/4" Floor sheathing 8d common 4" o.c. 0 edges & 6 o.c. intermediate Build-up corner studs 16d common 24" O.C. Build-up girders and 20d common 32 O.C. at top beams up to three members, and bottom face nail staggered on opp. sides, 2 at ends and at each splice 1 Gypsum Sheathing 11 go 1-3/4' 4 O.C. at edges 7 16" head 8" o.c. at other bearing Gypsum Sheathing 11 go 1-3/4" 4 O.C. at edges 3/8" head 8" o.c. at other bearin Gypsum Wallboard 0.120" nail, min. 7"O.C. on ceilings 1/2 1-1/2"long, 3/8" head 8"O.C. on walls Gypsum Wallboard 0.120" nail, min. 7"O.C. on ceilings 5/8" 1-3/4"long, 3/8" head 8"O.C. on walls Hardboard Lap Siding, 8d corrosion resistant 16 O.C. at top Direct to Studs with minimum shank and bottom edges dia. of 0.0990 inch and minimum head dia. of 0.240 inch Hardboard Lap Siding, 10d corrosion resistant 16 O.C. at top over sheathing with minimum shank and bottom edges dia. of 0.0990 inch and minimum head dia. of 0.240 inch Hardboard Panel siding, 6d corrosion resistant 4 O.C. at edges Direct to Studs with minimum shank & boundaries dia. of 0.0920 inch 12" O.C. at and minimum head Intermediate dia. of 0.225 inch supports Hardboard Panel siding, 8d corrosion resistant 6 O.C. at edges Over sheathing with minimum shank 12" O.C. at dia. of 0.0920 inch Intermediate and minimum head supports dia. of 0.225 inch * Ceiling joists, laps over partitions, face nail 16d common 3 minimum * Ceiling joists to parallel rafters, face nail 16d common 3 minimum * Collar tie to rafter, face nail 10d common 3 * Roof ra ter to 2x ridge beam, toe nail 16d common 2 * Applicable to conventional roof framing only 6. WOOD: 6.1 Wood framing structural members: #2 southern yellow pine (unless noted otherwise) with allowable bending stress (Fb) = 1250 PSI and a modulus of elasticity = 1,600,000 PSI (does not include interior non load bearing stud walls). 6.2 Design, fabricate and erect wood trusses in accordance with the "design specification light metal plate connected wood trusses" by the truss plate institute (TPI-02), and HIS 91 (if applicable). 6.3 All exposed wood or wood in contact with earth or concrete to be pressure treated. 6.4 Roof sheathing: 5/8" C.D. grade plywood (or 19/32" OSB), when using fiberglass/asphalt shingles over felt. 6.5 Untreated wood shall not be in direct contact with concrete. SEAT plates shall be provided at bearing locations without wooden top plates. 7. GANG- LAM LVL: 7.1 Gang -Lam. stress grades shall provide the following minimum properties: E = 2,000,000 PSI Fb = 3,100 PSI Ft = 2,300 PSI Fc1 = 1020 PSI (perpendicular) Fc11 = 3,180 PSi (parallel) Fv = 290 PSI Contact engineer if other types of LVL beams are to be used. 8. STEEL: S.? installation of aN steel to be performed by a qualified, licensed steel erector. 8.2 Fabricate and erect aii structurai steel in accordance with AiSC "Specifications for the design, fabrication, and erection of structural steel for buildings." 8.3 Structural steel to be ASTM A36 unless noted otherwise. 8.4 Steel tubing shall be ASTM A500, grade B. 8.5 Welded connections: E70XX electrodes, minimum size fillet welds 3/16", AWS certified welders. 8.6 Where steel beams are continuous over columns, provide web stiffener plates on each side of the web, of a thickness equal to beam flange thickness, located at the center line of the tube column. 8.7 The steel frame is "non -self supporting". Adequate temporary support shall be provided by the Contractor until required connections or elements are in place. 9. ;. TR Q SSE S: 9.1 ALL CONNECTORS SPECIFIED AS PER SIMPSON CATALOG C-2005. CONTACT FLORIDA STRUCTURAL ENGINEERING FOR ALL CONNECTOR SUBSTITUTIONS. 9.2 PRE-ENGINEERED WOOD TRUSSES TO BE SPACED 0 24" O.,C. TYPICAL UNLESS NOTED OTHERWISE ON TRUSS ENGINEERING PACKAGE. 9.3 iF THE TRUSS INFORMATION PROVIDED IN THESE CONSTRUCTION DOCUMENTS IS REVISED BY ANY OTHER PARTY (TRUSS MANUFACTURER, CONTRACTOR, OTHER DESIGN PROFESSIONAL), iT iS THE CLIENTS RESPONSIBILITY TO SUBMIT CHANGES TO FLORIDA STRUCTURAL ENGINEERING FOR REVIEW. THE CLIENT IS RESPONSIBLE FOR ANY CONSTRUCTION COSTS RESULTING FROM TRUSS PACKAGE REVISIONS DEVELOPED BY OTHERS. PRE-ENGINEERED WOOD TRUSSES - 0 24" O.C. MAX SHINGLES OVER 15# FELT 1/2" CDX PLYWOOD ROOF SHEATHING, SEE SCHED- ON SHEET S1 FOR ATTACHMENT. SIMPSON HTS20 0 EA. TRUSS --\ 0 EA. BEARING LOCATION 12 VI F METAL DRIP EDGE MATCH EXISTING FACIA MATCH EXISTING SOFFIT - DOUBLE 2%4" TOP PLATE TYVEK - MATCH EXISTING BRICK 1 /2" CDX PLY W/ 8d 0 4" O.C: 0 EDGES & BOUNDARIES, 12" O.C. IN FIELD 1" AIRSPACE FLASHING & WEEP HOLES CAD 36" O.C. SIMPSON SP1 ® EA. STUD GRADE C "X" BRACING DETAIL S1 NOT TO SCALE R-30 BATT \--1 /2" GYPSUM SIMPSON SP2 0 EA. STUD 2"X4" STUDS 0 16" O.C. -5/8" TYPE X GYPSUM -BLOCKING 0 MID HEIGHT SIMPSON BT 0 24" O.C. MAX, E.W. -R-13 BATT TYP. -2"x4" BOTTOM PLATE W/ 1 /2" DIA. ALLTHRED BOLTS W/ 6" MIN. EMBED USING SIMPSON SET EPDXY SPACED 0 24" MIN. d a EXISTING CONCRETE SLAB EXISTING FOUNDATION TYP EXTERIOR WALL SECTION E SCALE: 1 /2"=1'-O" UM 94" CROSS .ING EE PLAN LOCATIONS) 16d PER JOINT PRE-ENGINEERED WOOD TRUSSES \ AT LEAST ONE TRUSS SPACE OVERLAP �-MINIMUM (2) 12d PER JOINT MINIMUM 1 "x4" TRUSS BRACING D RAT -RUN BRACING DETAIL S1 NOT TO SCALE ,)n'-n" MAY )n,-n" MAY "X" BRACE SEE DETAIL7-\ I 11■■ ei�i� �IA1 NINE nllfl B A HIP ROOF F-RAMING S1 Si NOT TO SCALE R❑❑E BRACING PLAN NOT TO SCALE BRACING 1"X4" MIN C� co CD 00 0'J LO co LO �-4k co� 4A Cc r--1 o W Q)co a w -I--� p N 1 0 0 U _ M I~ N Z w Cd N CX p 0 Cd �a 171 o O ,� °�° «c CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date it is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing Is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name & Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARI❑US L GABLE END BRACING 4'-0" O/C MAX FOR Sheet: FIRST (4) RORWS VAMM>�l/ (2) 2°x 4" BkA ��r;:----LOG SEE DETAIL����F�,`cENSF -cMs�, `��•.. ' •,cam 01 No. , I NP�,� S-110 SIMPSO�, -1 - .. EACH STUD. .7 1 UUJ MI I U U.%1. MEAN WALL HEIGHT UP TO 30'-0". SEE STRUCTURAL NOTES FOR WIND SPEED SPECIFICATION.) GABLE END BRACING DETAIL SCALE: 1 /2" = 1'-0" E )R ALTERNATE OUTLOOKER DETAIL SCALE: N.T.S. SEE STRUCTURAL NOTES AND NAILING SCHEDULE FOR SHEATHING DETAIL. BACKNAIL WITH (2) 16d NAILS 2"x4" CROSS BRACE AT RIDGE FASTENED AT EACH JOINT WITH (2) 10dx3" NAILS. 5/8" OR 1 /2" CEILING DENSE GYPSUM WALL BOARD FASTENED WITH 8d COOLER NAILS OR 1-1/4" LONG DRYWALL SCREWS COMPLYING WITH ASTM C1002 FOR FIRST 8'-0" FROM END WALL AT 4" O.C. TYPICAL. "L" BRACE ATTACHED W/ 10d NAILS AT 4 O.C., TYP. 4 S2 TOP CHORD BLOCKING FOR FIRST (4) ROWS OF TRUSSES AT EDGES SIMPSON H1.0 \ OF SHEATHING, TYP. AT EACH 2 x4 OUTLOOKER OUTLOOKER7 ► AT 24" O.C. I i I 1 i "L" BRACE TO ` I , EXTEND AT LEAST 1 2'-0" MAX: 90% OF WEB LENGTH. SEE 1 ' TABLE. - -1 /2" CDX PLYWOOD OR 7/16" OSB SHEATHING 1 ATTACHED WITH 10d NAILS 6" O.C. EDGES, AND 12" O.C. -MOLE TRUSS. (2) 16d NAILS. 2"x4" "T" ON TOP OF PANEL() BLOCKING. FASTEN WITH 1 10dx3" NAILS AT 4" O.C. SIMPSON HGA10 AT 36" O.C. `-- SIMPSON SP2 AT EA. STUD. "--- STUD WALL. SEE TYP. SECTION. DOUBLE TOP PLATE. 2"x4" PANEL BLOCKING AT 48" O.C. FOR THE FIRST (4) ROWS OF TRUSSES FROM EACH END TYP., TOP AND BOTTOM ATTACHED WITH (2) 16d NAILS. SECTION SCALE: 1 /2" = 1'•-O" 2%4" "T" BLOCKING. "x4" BLOCKING AT 48" .C. "L" BRACE ATTACHED W/ GABLE TRUSS WEB.J 10d NAILS AT 4" O.C.. TYP. DOUBLE "L" BRACING DETAIL SCALE: 1-1/2" = 1'-0" "L" BRACE ATTACHED W/ 10d NAILS AT 4 O.C., TYP. 2"x4" "T" BLOCKING. 1"x4" BLOCKING AT 48" ). C. GABLE TRUSS WEB.-/ SINGLE 1" BRACING DETAIL SCALE: 1-1/2" = 1'-0" 1 /2" FRP FOR 48" ON EA. SIDE OF TENANT SEPARATION B C1 GA WP3640 FRP TREA 2"x8" 1 /2" GYPSUM --J SIMPSON HTS20 ® EA. TRUSS 2"X4" TOP PLATE 2"X4" WOOD STUDS ® 16" O.C.- BLOCKING ® MID HEIGHT A C1 GA WP3370 r \--1 /2" GYPSUM R-30 BATT TYP. SIMPSON HTS20 ® EA. TRUSS R-14 BATT 5/8" TYPE X GYPSUM 4 a EXISTING CONCRETE SLAB a EXISTING FOUNDATION TYP TENANT SEPARATION WALL SECTION SCALE: 1 /2"=1'-0" BRACING REQUIREMENTS STUD SPACING NO 1" BRACE 2%4" " '�� BRACE (2) 2"x6" "L'�� BRACE 16 0 -0 - 4 -5 , " 4 -5 8 -0 71 2 -0 16 -0 24" 0 -0" - 4'-0' 4 -0 - 7'-0 0'-0' - 14'-0 01 SCISSOR AND 2 GABLE - (1) 2"x8" #2 S.P.F. AT EACH VERTICAL 2%8" FULL HEIGHT AT DIAPHRAM BLOCKING. NOTE: 1. "L" BRACE MUST EXTEND AT LEAST 90% OF WEB LENGTH EXCEPT AT SCISSOR GABLE, WHICH REQUIRES BRACE TO EXTEND FULL HEIGHT OF GABLE. 2. "L" BRACE TO BE FASTENED TO GABLE STUD WITH 10dx3" NAILS AT 4" O.C. r BUILDING SECTION rB� ...:.. ::...::...:.. ...............:......:.. SCALE: 1 /2" 1'-0" S2 ITCH FELT. PLYWD. FOR TYP. HEATHING TYP. WK T FLASHING W/ DER WINDOW V FLANGE W/ AIR -MOISTURE :ATHING. EXTEND MIN. 2'. TYP. PROVIDE D VERT.. TYP. W/ STO-GOLD 1T 10' MOWN o. I Revision/Issue I Date U co 0 r­ 00 C0 � C\2 CO c� LO z4z Z4*z ' co Q) t�0 O O 00 C\2 CO o a w �I a0�� I ? o • �w� 0 O � cv N Z cd GPI O •�O v W E-I a _1� O CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT RESPONSIBLE FOR ANY DIMENSIONS. FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE FOR EXISTING STRUCTURAL COMPONENTS. Plans and specifications comply with the Florida Building Code, section 1609 for 137 mph, 3 second gust, wind zone. (2010 Ed.) This drawing is valid for 12 months after the date It is signed and sealed or until the requirements of the 2010 edition of the Florida Building Code are changed. This drawing is signed and sealed for the structural portions of the drawing only. Architectural, electrical, or mechanical details, if shown, are for visual reference only and are not covered under this seal. Project Name do Address: VILLAGE WALK 39216 VILLAGE CHASE ZEPHYRHILLS, FL 33540 Date: Scale: 09/24/13 VARIOUS Sheet: Lo6111118c.�� Lth v a,NO, g A of toNP. - , S 2,0 . . .1 � . I . . I . I,