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HomeMy WebLinkAbout1710-1714 Roosevelt Ave (a)Ij OFFICE AUI Af All� ag LliIf4 c: % .0 % N.• t. .,j, %!• Jv .0. 41 % •_71 AUI Af All� ag LliIf4 "N jl�A',�j �'j will, bl;,A gw ��,�g 2. R P ANF� ATA"R2 CrW PERMIT # DJ IE: V � jL ive 4w,;, v 10 If q1M .tli=•= PfANS ARE: REVIEWED AND C"oNDIjjWKLLy ACCEpTCD FOR PERMIT. A PERMIT ISI<UCD SHALL OE CONSTRUe-'1z) TO BE A LICH-NZE TO PROCEED 'rIE w()RK ArjL) WiTi-I 1\1(.)-r AS AU'rFlQRITY To VIOLATE, CANCEL., ALTrrj-t. OR SET A°ADE ANY oj7 THE PF?(_)vfSlot,ls,- Cf. .,-�Jfz I :�;UANCE Or A - TECI-INICAl- CODES NOR SHALL, urrj*r "FRom PREVEN-r TH' 6: BUILDING 'noj\j op EF.�F, il RE-mu1jilp-jej A CORREC- TION ON THE Pi.ANS, C'QNF,,rFU(_-TlOtj OR OTHE[2 Vl0LATlot,1,,3 OF THE C()jDE:-3, PROJECT LEGAL ®fIPT101V' REVISIONS SEE BOUNDARY SURVEY. No. DATE DETAILS �, 81 _ i _ d V q J I t S _ d' s Ia' 4 , ;14 \\ I 44 d I d Al a d _ _� �❑ ___ -❑ ❑❑ _ ❑❑ U N I/T 2 31 �_.__.. FINISH FLOOFS ELEVATION _— ❑..•... ❑ o 1,9 ABOVE — _.__ .._- vl I � - 11 CROWN OF ROAD (TYP.) 1 ❑ �I ❑ -- jI 0 STORY I �I I �❑ 0 , C�,S1 LO UL Tj-�IFAMI — ❑� �❑j , D F �L IN UnII T ,_� - FINISH FLOOR / LEVATION / \ 18" ABOVE ❑ CROWN OF ROAD (TYP.) LVA __ ❑ UNIT ,I' 32' ' n 4 4 � d •'d ° .d ..? a °.. .� I a . .. _ .n !d � ae • / I !° • 41 .4 a d j ' da d . d a . n J d , \ as � s s 4 .<1 f — ❑ .I/ I I — I I TI IIKI I I I I I IKI I I I I IJ/1.1 I I 17\�\ ITPLANTI 1 171 1 SCALE: \ 100, 8' 54' ,( DATA: TOTAL AREA A C AREA UNIT �l ENTRY UNIT #1 GARAGE 1452.0 32,0 244.0 SQ. FT. SQ. FT. SQ. FT. TOTAL AREA UNIT #1 1728.0 SQ. FT. A/C AREA UNIT #'L ENTRY UNIT #2 GARAGE 1h52.0 32.0 244.0 5Q. FT. SU. Fi. SQ. FT. TOTAL AREA UNIT �2 1728.0 SQ. FT. TOTAL AREA 3A58.0 SQ. FT. GEN,ERAL NOTES —DESIGN CRITERIA: �' All structural loads shall be in accordance with FBC 2007 `' 5/8" GYP. BOARD a. Roof load: PRE—ENGINEERED WOOD TRUSSES: Live load: 30 psf -Truss manufacturer is responsible for the design and fabrication of trusses, girders Superimposed Dead Load: 20 psf and their connections to each other for the gravity loads and wind speed and Accessible attic live load: additional 30 psf conditions listed in this sheet. The design and manufacture of Non -Accessible bottom chord: additional 10 psf. metal-plate-connecfed wood roof and floor trusses shall comply with ANSI/TPI 1, b. Floor load: and FBC with emphasis on FBC 2004 SECTION R802.10. Live Load 40 psf -Trusses and girders shall be designed, signed, and sealed by a Florida registered Balcony live Load 60 psf engineer (Truss engineer) retained by Truss Manufacturer, Superimposed Dead Load 20 psf (100 PSF For concrete floors) -Wind loads in this package are calculated based on alternate method. c. Wind Loads: -Truss manufacturer shall notify the Engineer of records prior to completing shop In accordance with ASCE 7-02 [building category 2; 120 mph 3 -sec drawings, if any loads exceed those specified in theis package using the same gust wind speed; exposure C, and importance factor 1 = 1.00] and internal pressure method or if .any girders change location. coefficient GCpi= +/-0.18]. -Complete calculations and shop drawings shall be signed and sealed by the Truss d. Wind Zones average pressure: engineer and shall be submitted to the engineer -of -record for review. Review . by Zone 1 --__________ 18/-31 psf the engineer -in -records will be for compliance with design concept only. The Zone 2 18/-51 psf Engineer of records reserves the right to make design changes as deemed ____-___-_-- Zone 3 18/-76 psf appropriate based on such a review. ___________- Zone 4 34/-37 -Truss manufacturer shall provide all truss to truss connections and uplift load for ___-- -- ___-_ psf individual trusses & girder. Lone 3 __-___--_-- 34/-43 psf -Truss manufacturer is responsible for the design of bracing for individual truss or -.ODES: girder members to resist lateral buckling under gravity or wind loads, and is -Construction shall follow "Florida Building Code"2007 as adopted by the area in responsible for providing a bracing plan of overall floor and roof truss systems. which the building is to be constructed with all applicable amendments. -The bracing of metal -plate -connected wood trusses shall comply with their -The engineer of these plans is limited to structural integrity only and is provided as appropriate engineered design. In the absence of specific bracing requirements, required by Florida, and local building codes, trusses shall be braced in accordance with the Truss Plate Institute's (TPI) "Handling, Installing, and Bracing Metal Plate Connected Wood Trusses" HIB -91. 7 -Permanent bracing for the stability of the truss systems for gravity and lateral 1 "x 2" P.T. BORATE FIR. ao loads shall be indicated on truss shop drawings. For temporary truss bracing refer METHODS AND SAFETY to TPI', HIB -91 summary sheet. -The bottom chord Diagonals places at 45° lateral bracing spaced at 8 to 10 feet, -The contractor of any portion of this project shall be responsible for all method, nailed to top of the bottom chord. diagonals places at 45' to the lateral braces procedures, and sequences of construction associated with that part. Construction shall be located at each end. site safety, including all adequate temporary bracing and shoring, is the sole -Wood trusses shall be braced and erected in accordance with the bracing in the responsibility of the contractor. plan of the web members: It is the responsibility of the contractor to employ professional services to determine a. The truss manufactures shall provide and locate continuous. lateral bracing for the necessary methods and supports forming and construction loads. each truss web member as required. -Each contractor shall comply with the requirements of O.S.H.A, the Florida b. Lateral bracing shall be restrained by diagonal bracing (min:2" thick nominal building code 2004 and all governmental agencies having jurisdiction insofar as lumber). This bracing is to be continuous. applicable to his portion of the work. c. A minimum. of two rows of diagonal bracing is required one at each vertical web -All materials shall be new, as called for in the notes and drawings, and shall be member closet to bearing locations. the :best of their respective kinds. No substitutions shall be made by any contractor without prior written approval from the CGC for portions of the work not shown in WOOD FRAMING. detail, but which are shown generally, or are reasonably inferable as being required 'timber for a proper and complete installation, the materials, methods, and workmanship A. Structural wood and timber framing shall conform to the construction shall conform as a minimum to the typical or representative detail throughout manual' as published by the American Institute of Timber; construction. corresponding parts of the building. B. All wood in contact with masonry, concrete, steel or exposed to weather shall be -"The owner may furnish to the job site certain items including but riot limited to pressure treated. the following: kitchen, laundry, and bath cabinets, hardware, electrical fixtures, C. If ACQ pressure treated is used -use all stainless steel fasteners and hangers. bathroom accessories, and medicine chests. These shall be installed by the D. Provide two 2 x jack studs each side of opening in stud bearing walls unless contractors so designated and be incorporated into the various systems in otherwise noted. accordance with the requirements of the best trade practices and relevant code E. Provide bridging, blocking and nailing of framing in accordance with the Florida requirements. Building Code, unless otherwise noted. -Each contractor, contractor and any party engaged on the project shall carry F. Plywood sheathing and decking shall be APA rated for spans and exposure workmen's compensation insurance in statutory amounts, liability, bodily injury, required and as shown on plans. automobile and other insurance in amounts and for periods satisfactory to the G. All structural lumber shall have, the following minimum values unless noted, owner. Certificates of insurance shall be submitted before commencing work. Proper extreme fiber stress in bending Fb = 1200 psi, minimum modules of elasticity builder's risk and fire insurance will be carried by the owner/CGC. E=1,600,000 psi, minimum horizontal shear stress Fv=90psi. (southern pine #2 with -To the fullest extent permitted by law, CGC, contractors and all parties engaged in a maximum moisture content of 19% or equal). portions of the work shall indemnify and hold harmless the owner and the designer PLYWOOD ROOF SHEATHING: and their agents and employees from and against all claims, damages, losses including death, and expenses, including but riot limited to attorneys fees arising a. Plywood roof sheathin g shall be 19/32", exterior grade, sheathing, with 3L/16 out of or resulting from the performance of the work. APA span rating -Each contractor shall make arrangements for, obtain, and pay for all permits, b. Lay parcels, continuous over two or more spans and with face grain tests, inspections, and approvals required for his portion of the work. perpendicular to primary Framing members. End, joints shall occur at center of primary framing rnernber with both panels fastened to it. End joints shall be -Each contractor shall be responsible for any cutting, fitting and patching that may staggered. be required to complete the work of his contract. No contractor shall endanger the c. Fasten plywood roof sheathing panels to all supporting members using 8d nails. work of any other contractors by cutting, excavahng, or otherwise altering any work Nall spacing shall be 3 o.c. at panel perimeter and 6' ox. at Intermediate of any other contractors and shall not do so without the prior written consent of supports. For the purpose of nailing, Zone 1 exposure is assurned throughout. the CGC. Any costs caused by defective or ill-timed work shall be borne by the d. Exterior porch ceiling and soffit 7/8" stucco on high rib lath party responsible thereof. w/1 3/4" nailing. -Splitting or cracking of structural components due to installation is not permitted. a. Plywood wall sheathing shall be 1/2", exterior grade, nailing with Unless otherwise noted, the installation of specified hardware shall conform to the 10d 4 o.c. @ edge, 6 o.c. @ interrnediate supports. manufactures instructions and standard practice. -Should any contractor have the opinion that there exists in the drawings any error PLYWOOD UNDERLAYMENT: or discrepancies or that conditions or the work of any other contractor is such as a. Plywood underlayment shall be 1/4" thick, APA underlayment quality. will prevent him from completing his work in a first-class manner, he shall notify b. Lay panels smooth side up with face grain perpendicular to joists. Underlayrnent the CGC of such a condition before proceeding with his work. The owner and the panel joints shall be offset at least 2 -inches from subfloor panel joints. CGC shall notify the Engineer of records with such concerns if they are related to c. Fasten underlayment panels to subfloor using 3d x 1-1/4" ring -shrank nails at the structural performance of the building. 3 -inches on center along panel edges (3/8" from edge) and at 6 -inches on SHOP, DRAWINGS, AND SUBMITTALS center in each direction throughout remainder of panel. Space nails so that they - All materials shown or called for in these plans shall be installed as per do not occur at joists. manufacturers recommendations and specifications. - Contractors shall submit samples, material lists, equipment lists and shop GYPSUM BOARD PARTITIONS AND CEILINGS drawings as called for on the drawings and including but not limited to: wood GYPSUM BOARD PARTITIONS trusses, spiral stairs, windows, sliding doors, fixed glass assemblies, shutters, „ „ -Non-rated partitions shall have "I/2 th. Gyp. Bd. On each side of 3 5/8 th. appliances, air conditioning garage doors, stucco, pain/ and stain, railings, f f J » Metal stud at 16 on center and/or 2 x 4 wood studs at 24 on center. equipment, and cabinetry. Such items steal/ be submitted sufficiently err advance b "x" the CGC for approval to allow for review and possible correction. Fabrication shall -Fire rated non-bearing partitions shall have 5/8" th. Type gyp. Bd. On each not start until shop drawings are approved. Completed work shall be in accordance side of 3 5/8" th. (or as indicated on plan) metal studs at 16" on center with with the approved documents. Where reviewed and approved by the CGC, such r-11 fiberglass insulation between studs. review and approval will be for conformity with the design only. Approval will riot -Bearing partitions shall have 5/8" th. Type "x" gyp. Bd. Each side of 2 x 4 wood relieve contractors of responsibility for quality, quantify, fit, dimensions, means, studs at 16" on center. Storage areas under stairs shall have 2 layers of 5/8" th. sequences, methods and procedures, nor for any deviation from the requirements of Type "x" gyp. Bd. Secured to the walls of the storage area. the drawings and agreements. - Product approval are required for doors, windows, roof, garage door, and storm GYPSUM BOARD CEILINGS protection in accordance w/ Florida Building Code and a// its amendments as -Garage ceilings shall have 5/8" th. "x" gyp. Bd. wood trusses at 24" adopted by the area in which the building to be erected. On center. -C' center shall be 5 8" t Gyp. Bd. -Ceiling o 00 0o trusses at 24 on h. i ing affixed t w d roof / yp DIMENSIONS, MATERIALS, AND CONDITIONS —Ceiling affixed to wood floor trusses shall be 1/2" th. Gyp. Bd. On 1 x 3 wood -The CGC shall verify all dimensions, material properties and conditions between furring at 16" on center . drawings and in the field and shall perform any testing required for this -Ceilings of storage areas under stairs shall have 2 layers of 5/8" type "x" gyp. verification. Any discrepancies shall be brought to the immediate attention of the Bd. Secured to the underside of the stair. Engineer of records. -Written dimensions take precedence over scale at all times. Scale is for guideline SOIL CONDITIONS: purposes only. If dimensions are unclear, do not scale and request clarification -Fill under all slabs shall be clean sand and shall be compacted to a min. of 95% from the Engineer of record. maximum density as per ASTM D-1557. Allowable soil bearing pressure shall be -Contractors specifications shall take precedence over any details & specifications 2500 psf or better. Contractor shall verify these measures. found in these drawings provided notification & approval of the engineer or the -Fill under the building shall receive pre -construction soil treatment by the owner designer prior to execution. for protection against termites. DOORS, WINDOWS, and GARAGE DOORS Soil shall be free from any expansive and collapsing materials. -Windows indicated with (egress) must be manufactured to conform to the building codes with respect to minimum emergency egress. requirements. -all sliding glass doors and windows at shower or tub shall be tempered glass. - All glazed openings shall be protected with wind debri impact resistant shutters according to FBC unless such glazing can provide such a resistance. SEE BOUNOARY SURVEY. No.I DATE REVISIONS MASONRY WALLS: A. Masonry design has been performed in accordance with inspected values as per NCMA. B. Concrete masonry construction will comply with section 2122 of the FBC, ASTM C476, ACI 530, ACI 315, NCMA. C. Materials shall comply with the following standards: block - ASTM C90-75, Portland cement - ASTM C150, aggregate - ASTM C144 or ASTM C404, lime - ASTM C207, water - clean and potable, grout - ASTM C476. D. Lay walls in running bond. Bond and interlock each course at corners and intersections. Use special shaped units where required. E. Combine and mix mortar cement, lime, water and aggregates for five minutes ON SITE REINFORCED CONCRETE POURED SEAMS minimum in a mechanical batch mixer. Add water as required for workability. Retemper with water as required for workability. Do not use mortar which has begun (in masonry blocks or forms) to set nor if more than 2 hours has elapsed after initial mixing. Do not add 1) At all bearn corners and intersections provide 2#5 L- Shaped corner bar with air -entraining agents to mortar or. grout. Grout shall be puddled or vibrated in 30" long legs at top and bottorn. place. 2) Hook all top bars at ends. F. Mix grout to have a slump of 8" to 10" at time of placement. Compressive 3) All top and bottom bars shall be continuous. Where necessary. Lap splice top strength of grout shall be 3000 psi minimum conforming to the requirements of bars in middle third of span and lap splice bottom bars at supports. Lap splice ASTM C476. shall be minimum 36- inches. G. vertical cells to be grouted shall have vertical alignment sufficient to maintain a 4) For poured beams in forms, use #3 ties @ 8" o.c. and if necessary use 45' clear unobstructed continuous cell of not less than 3" x 5". Walls and webs of bent reinforcement. grouted cells shall be fully bedded in mortar. Vertical reinforcement shall hove 3/8" minimum clearance from the masonry. PRESTRESSED, PRECAST CONCRETE LINTELS: H. Grout shall be placed in lifts not exceeding 8'-0 maximum. a. Precast, prestressed concrete lintels to be provided by Cast -Crete (or approved I. Clean out openings shall be provided at the bottom of grouted cells at each lift. equal), and installed in strict accordance with manufactures recommendations. Clean outs shall be sealed after cleaning and inspection and before grouting. Shore filled lintels as required. Provide minirnum 4" bearing at each end. J. Masonry walls shall cure at least 24 hours before grouting. b. Standards:. comply with requirements of PCI, ACI 301, ACI 318 and ACI 530. K. Beams and lintels, unless otherwise shown, shall have 8" minimum bearing at c. Reinforcing bars: ASTM A615, grade 60. each end. d. Prestressing tendons: ASTM A416, grade 270, uncoated, 7/32" -wire, low L. Install shores and bracing to support masonry beams as required before starting relaxation strand. grouting operation and until grout has reached its design strength. Rod or vibrate e. Concrete: grout lift during pour operation. 1) Cement: ASTM C150, type I or III. M. Reinforced concrete prism strength shall be f m = 1,500 psi, and shall be 2) Fly ash: ASTM C618, class C or F. verified by tests in accordance with section 2122.5 of the FBC. N. Reinforcement bars shall comply with ASTM A615, grade 60. Lap splice 3) Silica fume: ASTM C1L4U, amorphous silica. reinforcement in grout -filled cells minimum 48 -bar diameters (minimum 12 -inches). 4) Aggregates: ASTM C33, maximum 3/8" diameter. 0. Sills: unless otherwise framed in concrete, provide 4" x 8" concrete (formed or 5) Strength: minimum 3,500 psi at 28 days for precast bond -beam block) with 1#5 mid -depth at all sills. Extend reinforcement minimum lintels and 6000 psi for prestressed lintels. 4" into adjacent column or reinforced cell. Equivalent Cast -Crete sills are 6) Grout Strength: minimum 3,000 psi. acceptable (submit shop drawings). REINFORCEMENT OF CONCRETE MASONRY WALL MECHANICAL -Air o ' cond't' i i Hing contractor shall supply a/c duct layout and shall verify a. Concrete masonry wall reinforcement shall be doweled from foundation through equipment sizes. All cleanout are up to grade. No vent stacks shall pass through filled block cells and hooked at beam top bars. reinforcement splices shall be 48 roof crickets or valleys. Size and location of cleanouts shall conform to standard bar diameters. Dowels shall be same size and number as vertical reinf, for plumbing code. Fixture supply sizes shall conform to standard plumbing code to joint e' refer to structural horizontal � t r enforcement ref ural nates: b. All reinforced CMU walls shall have galvanized steel horizontal joint reinforcement ELECTRICAL (standard no. 9, ladder type) at every other course. Extend reinforcement minimum 4 -inches into all columns. -Contractor shall verify with Florida Power & Light (FPL) the location of service and 2) For dimensions and location of masonry openings refer to architectural drawings. shall locate meter and panel as required, verify all conductors and breakers with 3) Unless Otherwise Noted, masonry wall shall be reinf. # 5 @ 48" a.c in grouted equipment manufacturers' specifications, coordinate raceway installations with other cell, at all corners, intersections, and of wall, aria at the two sides of each and trades prior to construction. All branch circuits in raceway or non-metallic every opening. sheathed cable. CONCRETE (CAST—IN--PLACE): A. Standards: ACI 318-99, ACI 301 and ACI 347. B. All concrete shall be proportioned to attain a minimum compressive strength of 3000 psi (2500 psi for foundation & slab on ground) at 28 days. Slump shall be 4" (+11") and no water shall be added to the concrete at the site. Maximum water content shall be 33 gallons per cubic yard. Concrete for areas, which will remain exposed to weather after construction, shall have 3 to 5 percent entrained air. 0. All sleeves, conduits, block-outs, bolts plumbing and drains shall be secured in place before pouring concrete. D. Owner/CGC shall arrange for sampling and testing during concrete placement as required by section 1923.2 of the FBC and as follows (unless contradicted by the FBC):, sampling ASTM C172, slump - ASTM C143, one test per load, air content ASTM C31, one set of specimen compressive strength ASTM C39, one set per 50 cu yds or fraction thereof, four cylinders per set. Certification from concrete supplier is acceptable. C. Concrete materials shall comply with the following standards: Portland cement - ASTM 0150, water reducing admixture - ASTM C494. Concrete supplier shall determine proper mix for use. D. Place concrete in a continuous operation within planned joints or sections. Do not begin placement until work of other trades affecting concrete is completed. Consolidate placed concrete using mechanical vibrating equipment with hand rodding and tamping so that concrete is worked around reinforcement and other embedded items and into all parts of the form. Protect concrete from physical damage and reduced strength due to weather extremes during mixing, placement and curing. Begin initial curing as soon as free water has disappeared from exposed surfaces. Where possible, keep continuously moist for not less than 72 hours. Cure formed surfaces by moist curing until forms are removed. Provide protections as required to prevent damage to exposed concrete surfaces. Apply liquid curing - hardening' compound to slabs in full accordance with manufactures instructions, E. Forms and their supporting systems of suspended slabs and beams shall not be removed before a minimum of 2 weeks. F. Concrete cover over reinforcement: 1. 3 -inches where cast against earth. 2. 2 -inches for columns and beams. 3. 1-1/2 inches at all other locations (u.o.n.). REINFORCING STEEL: A. All steel shall be new high strength billet steel deformed as per ASTM A-305 and conforming to ASTM A-615 grade 60, and ASTM A185 for welded wire fabric. Lap bars 48 bar diameters: Hook discontinuous ends of all bars. All reinforcing steel to be detailed and fabricated in accordance with 'manual of standard practice of detailing reinforced concrete structures' and the ACI building code 318-83. B. Reinforcement shall be carefully placed, rigidly supported and well tied with bar supports and spacers. C. Dowel column and wall reinforcing to footing with same size and number of dowels as vertical bars above. D. Reinforcement shall be positioned and supported in accordance with CR -31 manual for placing reinforcing bars STRUCTURAL STEEL A. Structural steel shall conform to ASTM A36 and shall be detailed and erected in accordance with the latest AISC specifications. All tube columns and beams shall be ASTM A500 (fy=46ksi). B. All welding shall conform with ANS.. and AISC specifications and is to be accomplished by certified welders holding current welding certification. TRUSS LAYOUT AND PRODUCT APPROVAL NOTE: -THE SIGNATURES OF THE ENGINEER OF RECORD ON THE TRUSS LAYOUT AND/OR THE PRODUCT APPROVALS ARE FOR DESIGN CONCEPT ONLY. iT IS THE BUILDER'S RESPOSIBILITY TO VERIFY TRUSS DIMENSIONS WITH THE EXISTING PACKAGE. THE STRUCTURAL PERFORMANCE OF ANY PRODUCT SHALL REMAIN THE RESPONSABILITY OF OTHERS. THE BUILDER SHALL VERIFY THE AUTHENTICITY OF THE PRODUCT APPROVAL. PREFABRICATED TRUSSES AT 24" o.c. MAX. PLYWOOD ROOF SHEATHING (SEE STRUCTURAL NOTES) ,TRUSS TIE DOWN SEE PLAN AND SCHEDULE ASPHALT SHINGLES OVER It 30 FELT TIN -TAGGED & METHOD OF SECUNDARY WATER BARRIER PER SECTION 201.21 GALV. DRIP 12 4 DETAILS NOTE: THE BUILDING DOES NOT REQUIRE FIRE SPRINKLERS BECAUSE IT IS LESS THAN 5000 SQFT PER FLOOR AN APPROVED AUTOMATIC MONITORED FIRE ALARM TO BE INSTALLED. ACCORDING TO NFPA 13.3.2.1.1 EXCEPTION 2 -rx 4" BLOCKING @ 8' TO 10' O.0 -19 INSULATION EDGE �' DWC. // `' 5/8" GYP. BOARD QQ 1 "x 2" WOOD RVW by t— J � 1 " x 3" P.T. BORATE � 2"x 6" WOOD FASCIA c+ 8"x 8" BOND BEAM BB -1 _ 2'-0" 0.H W/ 1#5 CONTINUOUS (TYP•) r- CASTCRETE LINTEL METAL LATH AND W/ /I5 REBAR AT BOTTOM STUCCO SOFFIT W/ ON ALL OPENINGS 7" x 24" SCREENED SEE NOTE & DETAIL. VENTS @. 8'-0" o.c. R-4.1 INSULATION 8" CMU WITH HORIZONTAL 1/2 11 DRYWALL ON JOINT REINF. AT EVERY7 7 7 1 "x 2" P.T. BORATE FIR. ao OTHER COURSE o 16" 0. C, 5/8" 8" STUCCO #5 VERT.@ 48" o.c. MAX. W/ 6" HOOKS W/ COLOR PIGMENT GRADE 60 U.O.N. OR EXT. PAINT. 71 4" CONC. MONO SLAB (2500 PSI) W/ 6x6-W'1.4x W1.4 W.W.M. ' AT MID -DEPTH OR FIBER MESH ON 6 MIL POLYETHYLENE SHEET 1-1/2" WATER STOP WOOD BASE 1 FIN. GRADE \ _ � co9`� CLEAN, COMPACTED FILL MONOLITHIC FTG. _ TERMITE TREATED W/ 3 # 5 CONT. 8" BELOW GRADE 2500 PSI GONG. 18"4 TYPICAL WALL SECTION WATER BARRIER+ PER SECTION 201.2 ALL SINGLE-FAMILY RESIDENTIAL STRUCTURE APPLIED FOR AFTER OCTOBER 1, 2007 REQUIRES A SECONDARY WATER BARRIER METHOD OF SECONDARY WATER INSTALLATION: OPTION 1. ROOF SHEATHING JOIST COVERED WITH 4" SELF -ADHERING POLYMER MODIFIED BITUMEN TAPE APPLIED DIRECTLY TO SHEATHING. TAPE MUST BE COVERED WITH AN UNDERLAYMENT SYSTEM AS REQUIRED FOR ROOFING SYSTEM. OPTION 2. ENTIRE ROOF DECK COVERED WITH A SELF -ADHERING POLYMER MODIFIED BITUMEN CAP SHEET, NO ADDITIONAL UNDERLAYMENTIS REQUIRED FOR NEW CONSTRUCTION UNLESS, REQUIRED BY THE PRODUCT APPROVAL OR MANUFACTURER. UPTION, 3. 430 FELT UNDERLAYMENT INSTALLED AS REQUIRED FOR THE HVHZ, COVERED WITH AN APPROVED SELF -ADHERING MODIFIED BITUMEN CAP SHEET OR HOT MOP CAP SHEET, RESIDENTIAL GROUP: SR -1 APRIL 2009 DWC. // j QQ C. AROCHA RVW by t— J � �N � SCALE : 1/4 "— I ' APRIL 2009 DWC. // 0904CGCF DWG by C. AROCHA RVW by C. BUCK �N SCALE : 1/4 "— I ' W APRIL 2009 DWC. // 0904CGCF DWG by C. AROCHA RVW by C. BUCK DA TE.' SCALE : 1/4 "— I ' J o 4 » ;, 'f' � -i T' T T T� �.�, 4 ALL PRECAST & PRESTRESSES L L4 -U -LINTEL _J I -L9 -U O--( - //V/ APPLIED GRAVITY ALLOWED UPLIFT APPLIED UPLIFT NOTE L-1 2'-10" 8F16-1 B/1 T 617,3 4'-4" L- L9 -U - L-2 3'-6" LINTEL 6113 5500 3547 2350 2000 L-3 4'-0" 8F16-18/1 T 6113 3079 LINTEL L-4 4'-6" 8F16-1 B/1 T 6.113 5500 2724 2350 C.M.U. ccC WALL & STUCCO / / J / C.M.U. WALL & STUCCO L-6 5'-10" -h21.2 -23.0 4360 _ / / / f / / f / -h21.2 -23.0 7 - 81716-18/1 T 3480 1880 L-8 7'-6" 8Fl6-1 F3 /'I'F 2661 FLOOR FLUOR ELEV 1634 •1410 L-9 0 -0' 81716-1 B/1 T 1843 1589 '1133 23.4 L-10 10'-6" 81716-18/1 T 21.5 a r r g r g\ q q r q h2+ 8Fl6-18/IT 1272" -h21.5F-7-21,51_ 798 539 25.4 L —25.4 —237.. 4 o 77 t C.M.U. WALL SEE MULLION DETAIL C.M.U. WALL -----_._._._.___.—.—..._._._.—.—.--1:—,-----.--._--.— & STUCCO IN DWG 2-5 & STUCCO — ---— r-2o.5 ,J h 19.0 -22.3 UNIT 1 TELEVATION SCALE: T. B. B. ELEV -r C,zrT-Tir r , �,,�r T Crxr 8'-1 " - L4 -U -LINTEL_ ❑,H,- r a q r r r a r r r r r r r r r —23.0 r r r r FLOOR ELENA — ----- - U0'— _____--- — TB.B. ELEK�� J '�2-U-LlNTE9 / f / +21.8 7 / 23.6 C.M.U. WALL & STUCCO -WEST ELEVATION, SCALE: 114"=I' -O" 72„ 12" C.M.U. WALL & STUCCO UNIT t7 L2' -U-LINTEL) r r r 23.6 C.M.U. WALL & STUCCO LEGAL DESCRIPTIO/ SEE BOUNDARY SURVEY. 4 -1/2% 4 1 /2"CU T MASONRY INSPECTION DOWELS TO & CLEAN OUT HOLE. MATCH VERT. f% A F TYPl%..Jll%L MA:�uNR Y ILL L un- & E TA 11 Iff._d T TYPE DESIGNATION #5 'REBAR AT) TOP rYr Y Y� B.B. CON f INUQS Jll t /l F =FILLED WIfH GROUT / U =UNFILLED r x z QUANTITY OF 05 REBAR AT rBOTfOM OF LINTEL CAVITY �1-1/2° CLEAR T.B.B. ELEV. ---- — --- - - - g'-, Ll 8F16—lB/lT ULd C.M.U. L4 -U -LINTEL J } J W NOMINAL WIDTH QUANTITY ❑F #S NOMINAL HEIGH'i REBAR AT TOPoQ ue., GROUT05 REBAR AT' BOTTOM T I L LI L ®OF LINTELS CAVITY BOTTOM REINFORCING 17-5/8'ACTUA� PROVIDED IN LINTEL / y +21.2 (VARIES) —23.0 NOTE. • FLORIDA CERTIFICATE OF PRODUCT APPROVAL No. FL 158. PRECAST, PRESTRESSED CONCRETE LINTELS: - FL OOELEV. A P%'ECAST, PRESTRESSED CONCRETE LINTELS TO BE PROVIDED BY CAST -CRETE (OR APPROVED EQUAL) AND INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS, SHORE FILLED LINTELS AS REQUIRED. PROVIDE MINIMUM 4 BEARINGS AT EACH END. B- IN LIEU OF 1J5 REINFORCING BARS ON TOP. C- STANDARDS: COMPLY WITH REQUIREMENTS OF PCI, ACI 301, ACI 318 AND ACI 530. D- REINFORCING BARS: ASTM A675, GRADE 60. E- PRESTRESSED TENDONS: ' ASTM A416, GRADE 270, UNCOATED, 7/32" WIRE, LOW RELAXATION STRAND. F— CONCRETE: 1— CEMENT: ASTM C150, TYPE T OR Ill. 2- FLY ASH: ASTM C618, CLASS C OR F. 3— SILICA FUME., ASTM C1240, AMORPTIOUS SILICA. 4— AGGREGATES: ASTM C33, MAXIMUM 3/8" DIAMETER. 5— STRENGTH: MINIMUM 3,500 Psi AT 28 DAYS FOR T 8.8. ELEV. PRECAST LINTELS AND 6,000 Psi FOR PRESTRESSED LINTELS. T 6— GROUT STRENGTH: MINIMUM 3,000 Psi. T.B.B. EL EV �l�Tr�r'�� r^r J,� CT���T^ r�hrT� f r�T r�h�.J rrr T B. B. ELEV f L4 -U -LINTEL L4 -U -LINTEL_ r r r> r r r r r r r r a r r a r r g r a r r a C.M.U. WALL C.M.U. WALL r r r r C.M.U. WALL r r r r & STUCCO & STUCCO & STUCCO •1.31.3 c a r r +34.J r r r r —37.3 r r r r —37.3 > r r r FLOOR ELEV. ----- ---- ______------------.---------------------------------------- ____ ___ ---------- v -o 11 NORTH ELEc LE. T1jQjV,. LINTEL OR BEAM. (2) 1 (2) (2)- (2) 4° WINDOW SILL (HORIZONTAL AND VERTICAL) WINDOW MULLION DETAIL (1) TAPCONS 3/16" x 2 3/4" FLAT PHILLIPS (2) 1/10 x 1/2" HEKTEK FLAT PHILLIPS 2/ 3/8" 3" SECTION 1-1 _Pw REVISIONS No. DATE DETAILS CAST—CRETE U LINTEL SCHEDULE PRECAST & PRESTRESSES L L4 -U -LINTEL 4 -U -LINTEL j TYPE ALLOWED GRAVITY APPLIED GRAVITY ALLOWED UPLIFT APPLIED UPLIFT NOTE L-1 2'-10" 8F16-1 B/1 T 617,3 4'-4" 4460 L-2 3'-6" 8F16-1 13/1 T 6113 5500 3547 2350 2000 L-3 4'-0" 8F16-18/1 T 6113 3079 L-4 4'-6" 8F16-1 B/1 T 6.113 5500 2724 2350 C.M.U. ccC WALL & STUCCO / / J / C.M.U. WALL & STUCCO L-6 5'-10" -h21.2 -23.0 4360 _ / / / f / / f / -h21.2 -23.0 7 - 81716-18/1 T 3480 1880 L-8 7'-6" 8Fl6-1 F3 /'I'F 2661 FLOOR FLUOR ELEV 1634 •1410 L-9 0 -0' 81716-1 B/1 T 1843 1589 '1133 1243 L-10 10'-6" 81716-18/1 T S 0 U TH EL E VA Tlu"N 914 SCALE: L-11 1 V---4" 8Fl6-18/IT 1272" 1219 798 539 C.M.U. WALL & STUCCO UNIT t7 L2' -U-LINTEL) r r r 23.6 C.M.U. WALL & STUCCO LEGAL DESCRIPTIO/ SEE BOUNDARY SURVEY. 4 -1/2% 4 1 /2"CU T MASONRY INSPECTION DOWELS TO & CLEAN OUT HOLE. MATCH VERT. f% A F TYPl%..Jll%L MA:�uNR Y ILL L un- & E TA 11 Iff._d T TYPE DESIGNATION #5 'REBAR AT) TOP rYr Y Y� B.B. CON f INUQS Jll t /l F =FILLED WIfH GROUT / U =UNFILLED r x z QUANTITY OF 05 REBAR AT rBOTfOM OF LINTEL CAVITY �1-1/2° CLEAR T.B.B. ELEV. ---- — --- - - - g'-, Ll 8F16—lB/lT ULd C.M.U. L4 -U -LINTEL J } J W NOMINAL WIDTH QUANTITY ❑F #S NOMINAL HEIGH'i REBAR AT TOPoQ ue., GROUT05 REBAR AT' BOTTOM T I L LI L ®OF LINTELS CAVITY BOTTOM REINFORCING 17-5/8'ACTUA� PROVIDED IN LINTEL / y +21.2 (VARIES) —23.0 NOTE. • FLORIDA CERTIFICATE OF PRODUCT APPROVAL No. FL 158. PRECAST, PRESTRESSED CONCRETE LINTELS: - FL OOELEV. A P%'ECAST, PRESTRESSED CONCRETE LINTELS TO BE PROVIDED BY CAST -CRETE (OR APPROVED EQUAL) AND INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS, SHORE FILLED LINTELS AS REQUIRED. PROVIDE MINIMUM 4 BEARINGS AT EACH END. B- IN LIEU OF 1J5 REINFORCING BARS ON TOP. C- STANDARDS: COMPLY WITH REQUIREMENTS OF PCI, ACI 301, ACI 318 AND ACI 530. D- REINFORCING BARS: ASTM A675, GRADE 60. E- PRESTRESSED TENDONS: ' ASTM A416, GRADE 270, UNCOATED, 7/32" WIRE, LOW RELAXATION STRAND. F— CONCRETE: 1— CEMENT: ASTM C150, TYPE T OR Ill. 2- FLY ASH: ASTM C618, CLASS C OR F. 3— SILICA FUME., ASTM C1240, AMORPTIOUS SILICA. 4— AGGREGATES: ASTM C33, MAXIMUM 3/8" DIAMETER. 5— STRENGTH: MINIMUM 3,500 Psi AT 28 DAYS FOR T 8.8. ELEV. PRECAST LINTELS AND 6,000 Psi FOR PRESTRESSED LINTELS. T 6— GROUT STRENGTH: MINIMUM 3,000 Psi. T.B.B. EL EV �l�Tr�r'�� r^r J,� CT���T^ r�hrT� f r�T r�h�.J rrr T B. B. ELEV f L4 -U -LINTEL L4 -U -LINTEL_ r r r> r r r r r r r r a r r a r r g r a r r a C.M.U. WALL C.M.U. WALL r r r r C.M.U. WALL r r r r & STUCCO & STUCCO & STUCCO •1.31.3 c a r r +34.J r r r r —37.3 r r r r —37.3 > r r r FLOOR ELEV. ----- ---- ______------------.---------------------------------------- ____ ___ ---------- v -o 11 NORTH ELEc LE. T1jQjV,. LINTEL OR BEAM. (2) 1 (2) (2)- (2) 4° WINDOW SILL (HORIZONTAL AND VERTICAL) WINDOW MULLION DETAIL (1) TAPCONS 3/16" x 2 3/4" FLAT PHILLIPS (2) 1/10 x 1/2" HEKTEK FLAT PHILLIPS 2/ 3/8" 3" SECTION 1-1 _Pw REVISIONS No. DATE DETAILS CAST—CRETE U LINTEL SCHEDULE PRECAST & PRESTRESSES LINTEL NO. SIZE TYPE ALLOWED GRAVITY APPLIED GRAVITY ALLOWED UPLIFT APPLIED UPLIFT NOTE L-1 2'-10" 8F16-1 B/1 T 617,3 4'-4" 4460 L-2 3'-6" 8F16-1 13/1 T 6113 5500 3547 2350 2000 L-3 4'-0" 8F16-18/1 T 6113 3079 L-4 4'-6" 8F16-1 B/1 T 6.113 5500 2724 2350 L-5 5'-4" 81`16-18/1 T 5365 2290 L-6 5'-10" 8F16-1 E3/1 T 4360 '2093 L-7 6'-6" 81716-18/1 T 3480 1880 L-8 7'-6" 8Fl6-1 F3 /'I'F 2661 2000 1634 •1410 L-9 9'-4" 81716-1 B/1 T 1843 1589 '1133 1243 L-10 10'-6" 81716-18/1 T 1533 914 L-11 1 V---4" 8Fl6-18/IT 1,366 1219 798 539 1/2"0 WEDGE ANCHORS 48"0. C MAX @ TOP 1/2"0 WEDGE ANCHORS W/ 3x3x1 /4 FLAT WASHERS 480. C M A TOP W/ 3X3xl /4 FLAT WAS IERS -MAX ' � 448'" 4" ' MAX ' �`}' 4'/ O V V /2" WEDGE ANCHORS 30"O.0 MAX O SIDES ° W/ 3x3x1/4 FLAT_WASHER� 30" 30" MAX 4,/ MAX r 4" (MAX. 18'-0" GARAGE DOOR OPENING (MAX. 10'--0" GARAGE DOOR OPENING 2" X 6" P.T.BUCK 2" X 6" P.T. BUCK FOR GARAGE DOORS: NOTE: MIN. 1/2"0 WEDGE ANCHORS BOLTS W/ 3x3xl /4" WASHERS EMBED. MIN. 4" IN CURED CONCRETE 4" FROM ENDS AND AT 30"o.c. MAX. AT SIDES AND 48"o.c. MAX. AT TOP CONFIRM. REQUIREMENTS W/ GARAGE DOOR SHOP DRAWINGS. FRAMEWORK TO BE FASTENED HORIZONTALLY AND VERTICALLY TO CONCRETE BEAMS AND COLUMNS OR CONCRETE FILLED MASONRY. G.C. TO COORDINATE MASONRY OPENING WITH PROPOSED DOORS AND WINDOWS. TYPICAL BUCK T CONCRETE CDETAIL � I his package is copyrighted, All rights reserved. No part of this package may be reproduced or distributed in any Fora or, by any means) including the making of copies by any photo process or by any electronic or mechanical, device, printed, written, drawn, or oral, or\ the storing, in a data base or retrieval system, without the prior Written p2r,mission, From the designer. 3 ,CAST --CRETE U LINTEL SCHEDULE ul 8" PRECAST W/2" RECESS DOOR LINTEL N0, LENGTH TYPE ALLOWED GRAVITY TY APPLIED GRAVITY ALLOWED UPLIFT APPLIED UPLIFT NOTE L-22 4'-4" SRF14-11`3 1T L-23 4'-6" 8RF14-"113/1T 5206 2000 2525 1000 1/2"0 WEDGE ANCHORS 48"0. C MAX @ TOP 1/2"0 WEDGE ANCHORS W/ 3x3x1 /4 FLAT WASHERS 480. C M A TOP W/ 3X3xl /4 FLAT WAS IERS -MAX ' � 448'" 4" ' MAX ' �`}' 4'/ O V V /2" WEDGE ANCHORS 30"O.0 MAX O SIDES ° W/ 3x3x1/4 FLAT_WASHER� 30" 30" MAX 4,/ MAX r 4" (MAX. 18'-0" GARAGE DOOR OPENING (MAX. 10'--0" GARAGE DOOR OPENING 2" X 6" P.T.BUCK 2" X 6" P.T. BUCK FOR GARAGE DOORS: NOTE: MIN. 1/2"0 WEDGE ANCHORS BOLTS W/ 3x3xl /4" WASHERS EMBED. MIN. 4" IN CURED CONCRETE 4" FROM ENDS AND AT 30"o.c. MAX. AT SIDES AND 48"o.c. MAX. AT TOP CONFIRM. REQUIREMENTS W/ GARAGE DOOR SHOP DRAWINGS. FRAMEWORK TO BE FASTENED HORIZONTALLY AND VERTICALLY TO CONCRETE BEAMS AND COLUMNS OR CONCRETE FILLED MASONRY. G.C. TO COORDINATE MASONRY OPENING WITH PROPOSED DOORS AND WINDOWS. TYPICAL BUCK T CONCRETE CDETAIL � I his package is copyrighted, All rights reserved. No part of this package may be reproduced or distributed in any Fora or, by any means) including the making of copies by any photo process or by any electronic or mechanical, device, printed, written, drawn, or oral, or\ the storing, in a data base or retrieval system, without the prior Written p2r,mission, From the designer. 3 6 � q C) -.,. —I LQ �7 r-•• �1.! > ILLJ n (J) APRIL 2009 DWG. // 0904CCCF DWG by C. ARO( HA RVW by G. BUCK DA CE.' SCALE : 114"= I' U � ul Qpm I o � N N �5 c) 6 � q C) -.,. —I LQ �7 r-•• �1.! > ILLJ n (J) APRIL 2009 DWG. // 0904CCCF DWG by C. ARO( HA RVW by G. BUCK DA CE.' SCALE : 114"= I' U � 01)N o� 6 � q C) -.,. —I LQ �7 r-•• �1.! > ILLJ n (J) APRIL 2009 DWG. // 0904CCCF DWG by C. ARO( HA RVW by G. BUCK DA CE.' SCALE : 114"= I' C.U. — 4 HURRICANE t W/ 1•APCON SCREW 4" THICI 5• V 16' 10'-a" 26, 10' 24 0.N L 4 L2 FGRASS S 1 <'H 5 10' L42 cD _21 L 24" O.H / EG ESS / TEMP I I t MP. SH -25 / 6 i— 6 W/C I I WIC 7'-2" TUB. - \ \ MAST R HIS/HER I I HIS/HER MASTER - BATH FLOOR ELEV. FLOOR ELEV. BATH 10'-10" MASTER BEDROOM 3 0' 10'-10° I 110'-10" 3'_ 1 " MASTER BEDROOM, 0 \FLODOR ELEV. 1'-1',�/Go I I oFLOOR ELEV. — _ �_I I L 0 0 1141 U 2-8x6-8 I I -8x6-8 / 16' 3'-4" cx I I x 3'-4" 2-8x6-8LES H2 -8x6-8 ao a� - \ Ix 5'-a" k BATHROOM BATHROOM- \� FLOOR ELEV. FLOOR ELEV. 5' BF D R 0'-0" 5' TUB TUBS 0'-0" DOOf7 I C 12 I \ 2- -8 -8' — 8' 2- -8 / I 12' gra 6I'-� HALLWAY L�C LSC HALLWAY cr> x -„ CLI \ \ *-•P'- 2' TOILE' I TOILET 2' 2 -P"� j CL.cj' � �- -► 10 - / I \ F f I `�� 10'-7" -I BEDROOM #2 3'-6„�— O cL. 3'-6"— - FLOOR ELEV. AIR A/H/FI j w%H A/H / A/F� BEDROOM #2 WASHER DRYER DRYER WASHER D FLOOR ELEV. 01-01, RETURN - co a" ct wvca a” rtFittuwccE RETURN � 0'-0" -9" AROUNU FOR CUUE AROUNV FUR COVE— / I _ C.U.— \1\7 C #2 4/IH — cpBY C.C. 32'X32"X28" ,_ _ " BY G.C. J2'XJ2'X28'" W Fl�IGH A/t/ BENCH W/ 6" 6 HIGH AIH BENCH I Cp 5PLYWOOD TDP. 518" PLYWOOD TOP. — k N \ LAUNDRY LAUNDRY �1 ANTRYREF. \ , \,TOTO ! REF. PANTR) c`1 BEDROOM #Ilx_IE/ I I cn t� 2FUx6 O8 EF\& ndW - — _ _ _ - EF & .MW BF. DOOR BE GROOM #I N c ¢ w FLOOR ELEV. 2, 0'-0" 2 I, -I- -I l� 10 3' o� I \ I 0 -0 ' c`k 13 -10 KITCHEN 3'-10"i �o w KITCHEN 1z' - CL. FLOOR ELEV! SINK SINK OL_ 0,_0„ 71_4" ❑ 7 -4" \ 0, O LEV. 7' 4"1 5- � / \ 3'-4"- 3, 4„ _ R- I I INSULATION 77%7, `'_9" R- I I INSULATION - METAL DOOR\,\ / ..__._ 32X" KNEE WALL IJ-2, -K-NE-E -WAL_-.L \ METAL DOOR SOLID -_- - - - - - - - 4" 0 ID CURE AT77C 10" - 1'-10° ACCESS .�\,� .3'-4'— - � �\\ 3 � � 1'- -4 -�- ACCESS - Al' 3'-2" � / 516" DRYWALL ON WALLS / -a" - & CEILING ONE CAR GARAGE P0,' FLOOR ELEV. 13'-10" UNIT #`1 GREATROOM FLOOR ELEV. 17'-10" 0'-0" 3-5 SOLID DOOR - 3-0x6-8 4L 23 - / B N RY - `} ELEV.4' 0 _'r - - -1"2 - /APPROVED I U -O xr -0 (2)SI-1-24 GARAGE DOOR BY CITY OF SANFORD. I L 12'-4° CONCRETE DRIVEWAY 24" 0.II - 8 —4' 4' ,(----4'-2" 3,-2" 4,-3„ DRYWALL ON WALLS - & CEILING \ ONE CAR GARAGE GREATROOM - UNIT 2 �o FLOOR ELEV. - 17'-1o" FLOOR ELEV. \ -0.-4� I \ — 9' SOLID DOOR \ 3-Ox6-8 \\ \ - L- 34 - 4, _ _ __ \ 4' E RY - - - FLOOR EV. 10 V - -0'-4" 2)SH-824 GARAGE DOTOR BY CITY OF SANFORD \ LL� 24" D.H SCALE.- I14"_ -I'-0" CONCRETE DRIVEWAY 32' 10'-8" _8" SEE BOUNDARY SURVEY, REVISIONS No, DATE I DETAILS 1 "x 4" BORATE BUCK 1/2"DRYWALL 1"x 6"PT BORATE BUCK OR 2% 6"PT BORATE BUCK C.M.0 WALL (PER PRODUCT APPROVAL) ......DOOR MOULDING .—DOOR ANCHORS PER PRODUCT APPROVAL ® �'— 4Yz" DOOR WOOD FRAME �- BRICK MOULDING -STUCCO _-Y4"TAPCONS 2Y2"MIN. EMBED. 4" FROM END AND 12"O.C. DOOR ANCHOR DETAIL N.T.S. T.B.B. ELEV. BB -1 W/#5 REBAR CONTINUOS LINfEL W/#5 REBAR CONTINUOS NDOW �—! x•1#5 Ar WINDOW SILL EXTEND TO SIDE COLS. REBAR. — — — C.M.U. 4 HURRICANE STRAPS — — PCON SCREWS INTO CK SLAB I ILL TML N.T.S. 54' PROJECT DATA: Ly 0904CCCF TOTAL AREA r� 1/4" CONTINUOUS— G. BUCK A/C AREA UNIT #1 ENTRY UNIT #1 GARAGE 1452.0 32.0 244.0 SQ. SQ. SQ. FT. FT. FT. TOTAL. AREA UNIT #1 1728.0 SQ. FT. A/C AREA UNIT #2 ENTRY UNIT #2 GARAGE 1452.0 32.0 244.0 SQ. SQ. SQ. FT, FT. FT, TOTAL AREA UNIT #2 1728.0 SQ. FT, TOTAL AREA 3456.0 SQ. FT. 2-16 d @ ea. TRUSS. OR BLOCKING @ 24" O.C. BETWEEN TRUSSES 2"x 4' BLOCKING @ 8'-10' 0.C. - R -19 INSULATION 5/8" DRYWALL � , 5/8"x 25 GA OR 3-5 2 X4" TOP PLATE. 1/2" DRYWALL 3 5/8" GALV. S1 -EEL STUDS MIN, 25 GA. @ 16" O.C. OR 2"x 4" WOOD STUDS 7 Cal 16" O.C. V 2"x 4" P.T. PLATE OR 3 5/8"X 25 GA GALV. STEEL RUNNER HILTI PIN EMBED 1 -1/2" @ 24" U.C. MIN. (NON-BEARING) INTER10"R WALL D'ETAIL N.T.S. BUCK NOTE: INSTALL DOORS AND WINDOWS PER MANUFACTURER'S RECOMMENDED INSTALLATION INSTRUCTIONS. (SEE PRODUCT APPROVAL), ALL IMPACT RESISTANT WINDOWS AND DOORS SHALL REQUIRE A 2x BUCK PER CODE. 1/2" 1-11 -HAT FURRING STRIPS AT 24" O.0 3/8" TYPE X TYPICAL Fill C.M.1j".LL. Aoft rplml r® N.T.S. DESIGN PARAMETERS: F.B.C. 2007 CHAPTER RESIDENCIAL CODE ASCE 7-02 BASIC WIND SPEED '1 40 MPH WIND EXPOSURE CLASSIFICATION 'C' IMPORTANCE FACTOR 1.00 DESIGN AS: 1. ENCLOSED X 2. PARTIALLY ENCLOSED 3. IF USED SUPPLY APPLICABLE INTERNAL PRESSURE COEFFICIENT +0.18/ -0.18 MEAN ROOF HEIGHT - 30' MAX. ROOF LIVE LOAD - 1OPSF TOP CHORD DEAD LOAD - 20 PSF BOTTOM CHORD DEAD LOAD - 30 PSF BASIC VELOCITY PRESSURE - 30 PSF MIN. SOIL BEARING PRESSURE - 2500 PSF A CONTINUOS LOAD PATH PROVIDED - YES CODES FOR REFERENCE 2007 FLORIDA BUILDING CODE W/ 2008 SUPLEMENTS 2007 FLORIDA MECHANICAL & PLUMBING CODE 2005 NFPA (NEC) 2002 NFPA-72 (ALL LOCAL AND STATE AMENDMENTS) GLAZING NOTE: PROVIDE APPROVED HURRICANE PANELS OR IMPACT RATED CLASS. SUBMIT PRODUCT APPROVALS TO E.O.R. & BLDG. DEPT. FOR APPROVAL 2009 Ly 0904CCCF DWC by r� 1/4" CONTINUOUS— G. BUCK DA TE: BEAD OF CAULK `.. I/4 BEHIND BUCK. (2. 3/4" C9 D 'ORS) o 0 _ M.U. WALL w CL EXTERIOR SIDE INTERIOR SIDE v 7Z)Z) .y t L Q_ STUCCO CAULK 1"X4" BUCK CASE AROUND CAULK FOR WINDOWS USE BORATE 1/2" DRYWALL OR P.T. TYPE CCA 1"X6" BUCK FOR DOORS USE BORATE WINDOW 3/16% 2" EMBED OR P.T. TYPE CCA 1/4"Ox3" TAPCON TAPCON THRU FRAME SCREWS (916" O.C. TO CONCRETE ACCORDING TO PRODUCT APPROVAL. T`(P. ALUMINUM WINDOW JAMB AND SLIDING GLS. DR. JAMB WINDOWS ANCHOR DETAIL SCALE: N.T.S 2-16 d @ ea. TRUSS. OR BLOCKING @ 24" O.C. BETWEEN TRUSSES 2"x 4' BLOCKING @ 8'-10' 0.C. - R -19 INSULATION 5/8" DRYWALL � , 5/8"x 25 GA OR 3-5 2 X4" TOP PLATE. 1/2" DRYWALL 3 5/8" GALV. S1 -EEL STUDS MIN, 25 GA. @ 16" O.C. OR 2"x 4" WOOD STUDS 7 Cal 16" O.C. V 2"x 4" P.T. PLATE OR 3 5/8"X 25 GA GALV. STEEL RUNNER HILTI PIN EMBED 1 -1/2" @ 24" U.C. MIN. (NON-BEARING) INTER10"R WALL D'ETAIL N.T.S. BUCK NOTE: INSTALL DOORS AND WINDOWS PER MANUFACTURER'S RECOMMENDED INSTALLATION INSTRUCTIONS. (SEE PRODUCT APPROVAL), ALL IMPACT RESISTANT WINDOWS AND DOORS SHALL REQUIRE A 2x BUCK PER CODE. 1/2" 1-11 -HAT FURRING STRIPS AT 24" O.0 3/8" TYPE X TYPICAL Fill C.M.1j".LL. Aoft rplml r® N.T.S. DESIGN PARAMETERS: F.B.C. 2007 CHAPTER RESIDENCIAL CODE ASCE 7-02 BASIC WIND SPEED '1 40 MPH WIND EXPOSURE CLASSIFICATION 'C' IMPORTANCE FACTOR 1.00 DESIGN AS: 1. ENCLOSED X 2. PARTIALLY ENCLOSED 3. IF USED SUPPLY APPLICABLE INTERNAL PRESSURE COEFFICIENT +0.18/ -0.18 MEAN ROOF HEIGHT - 30' MAX. ROOF LIVE LOAD - 1OPSF TOP CHORD DEAD LOAD - 20 PSF BOTTOM CHORD DEAD LOAD - 30 PSF BASIC VELOCITY PRESSURE - 30 PSF MIN. SOIL BEARING PRESSURE - 2500 PSF A CONTINUOS LOAD PATH PROVIDED - YES CODES FOR REFERENCE 2007 FLORIDA BUILDING CODE W/ 2008 SUPLEMENTS 2007 FLORIDA MECHANICAL & PLUMBING CODE 2005 NFPA (NEC) 2002 NFPA-72 (ALL LOCAL AND STATE AMENDMENTS) GLAZING NOTE: PROVIDE APPROVED HURRICANE PANELS OR IMPACT RATED CLASS. SUBMIT PRODUCT APPROVALS TO E.O.R. & BLDG. DEPT. FOR APPROVAL U c_- o ca "' N U QD I Z � �L6 (j) �q rn � zi Lc Lc) APRIL 2009 DWG. // 0904CCCF DWC by C. AROCHA RVW by G. BUCK DA TE: .'.a `.. I/4 U c_- o ca "' N U QD I Z � �L6 (j) �q rn � zi Lc Lc) APRIL 2009 DWG. // 0904CCCF DWC by C. AROCHA RVW by G. BUCK DA TE: SCALE : I/4 A/C CONCRETE PAD 4" CONC. SLAB ON GRADE W/ 6x6-W1.4xW1.4 W.W.F. OR FIBER MESH 54 ON COMPACTED FIELD. I 16'-9" 1 4' J -lu` 10 8j-411-6 A, 4' 4' 26'-B" A/ i 0 QD 9'-2" (! I I a a ® liell O ® ® i v12'-10" a a a ® ® A a a l' -6"x V-6" x CONT. 2#5 BOTT, 1 #5 TOP F18,18 SH -25 TEMP.F18.'18 A 1'-0"x 1'-0" x CONT. 11 F"18.18 TEMP. SH -25 F18.18 0-2 8" x 14" F— 10'— 4'4' v '-5" � 2'- 11"- 4' I C-1 C-1 I• - C-1 C-1 — I G-1� zzi , fiu a ,, y 64' JG 10' 10' SEI - H32 EG RESS • (! I I a a ® liell O ® ® i a a a ® ® A a a l' -6"x V-6" x CONT. 2#5 BOTT, 1 #5 TOP F18,18 SH -25 TEMP.F18.'18 A 1'-0"x 1'-0" x CONT. 1/15 BOTT, F"18.18 TEMP. SH -25 F18.18 0-2 8" x 14" F— - FILLED CELL N Q ® ( C -'I C-1 L}' I- I C-1 C-1 I• - C-1 C-1 — G-1� ®I I_I Ia 1;21 1;21 LI 4, 4' a I I I 4" GONG. SLAB -UN -GROUND 4" GONG. SLAB -ON -GROUND W/ 6x6-W1.4xW1.4 W.W.F. AT _ _ W/ 6x6-W1.4xW1.4 W.W.F. AT n MID DEPTH OR FIBER MESH I MID DEPTH OR FIBER MESH N I I � ( 2500 PSI ) W/6 MIL POLYETHYLENE SHEET G_1 JI .... ..f ( 2500 PSI ) 1- W/6 MIL POLYETHYLENE SHEET ON COMPACTED, TREATED - I ON COMPACTED, TREATED a SUB -SOIL (TYPICAL). 4 COMPACT TO 2500 PSF. _ SUB -SOIL (TYPICAL). COMPACT TO 2500 PSF. • - I ALLOW BEARING PRESSURE. I I ALLOW BEARING PRESSURE. I - • I FOR W.W.F. REQ. WIRE STAND AT 4' I I FOR W.W;F. REQ. WIRE STAND AT 36 O.C. MAX. 36 O.C. MAX . _ FLOUR ELEV. FLOOR ELEV. �4-J-5® 4 11 I I I w UNIT #1 UNIT #2 - -4- _ ( 2 ff5 x 3U" LONG — �DIAG. BARS (TYP.) F'1 'L.'12 � ; � I I — I 2 #5 x 30" LONG— I DIAL. BARS ('FYP.) � I � z F 12.12 — — • J\� I 4 ) I I �[I\-12"x IX 0 I x 12" THICKENED� � - 12" THICKEN NI/ (2) Ifs CON F. ��� N `r VN/ (2) #5 CONT. I J _ 0_ 1 1'2"x 12" THICKENED I - 12"x 12" THICKENED C-1 I W/ (2) #5 CUNT.- I _ I I W/ (2) /f5 CONT. I ® a (o I w4' MIN. } I -- I i /; 4' MIN, w I c co LL - " 4 I — ® - I 4" GONG, SLAB -ON -GROUND- 4' I I 4" CONC. SLAB -ON -GROUND W/ 6x6-W1.4xW1.4 W.W.F. AT a xj W/ 6x6-W1.4xW1.4 W.W.F. AT _ MID FH FIBER MESH ( I FIBER MESH — I SUEP jR —�'I (IDSDEPTH )R 0 PSI I _ _ W/6 MIL POLYETHYLENE SHEET N 51 ON COMPACTED, TREATED - I W/6 MIL POLYETHYLENE SHEET I ON COMPACTED, TREATED `y SUB -SOIL (TYPICAL). SUB -SOIL (TYPICAL). • COMPACT TO 2500 PSF. C-1 I C1 - COMPACT TO 2500 PSF. a ALLOW BEARING PRESSURE. 4' ALLOW BEARING PRESSURE. I - C-'1 5 LON�I LONG LONGLO \ I - — • I BARS (P.)(TYP.) SOLID DOOR - 0'-4' SOLIDJ-OxDO I • a o - a I DIABARS (YP.)DIAG, DIG BARS I SOLID DOOR 3D DOOB - 0'-4" I a o 0 o I • T.O. SLAB T.O. SLAB 2 4 co T 1 Co 4 4 _ 4 4 L—.—.4 co 4 4'-L LL 4 ILF'18.'18 �77 :O;i/E/�EV F 1. /;�."- - - - - - _._ .__ - -0'-4 - F18.18 1l-�}1/ _ - FL00 LE . - 1'-4" F18.18 -0'-4 F18.18` /�, ---- a s O e a a a a s • a ,.—L1, 11t-t-lCVVC[J l V — -�X-GARAGE DOOR BY Cl 12'-4 TY OF SANFORD.'� 2 --4'- 32' 4' 32' (LJ�7I–L4 (Lj i1–L4–� FIj t1ffVvLL) lV –V X/ –U �,–G GARAGE DOOR BY CITY OF SANFORD. 1'-11"- `-21- 4"- 4' -2'-Ve A/ FOUNDATION PLAN, 2'-6" 4}' 16' I -9„ 54' I SEE BOUNDARY SURVEY. FOOTING SCHEDULE MARK SIZE REINFORCING F18.18 l' -6"x V-6" x CONT. 2#5 BOTT, 1 #5 TOP F12.12 1'-0"x 1'-0" x CONT. 1/15 BOTT, FOOTING NOTES. (`1) INDICATES TOP OF FOOTINGS 1'-4" BELOW FINISH FLOOR. 1. AT ALL FTG. CORNERS &. INTERSECTIONS, PROVIDE 2#5 L -SHAPED CORNERS BARS WITH 30" LEGS 2. LAP SPLICE BARS MIN. 36 INCHES. 3. MONOLITHIC CONCRETE SLAB & FOOTINGS ARE DESIGNED BY THE RATIONAL ANALYSIS METFIOD-REFER TO FOUNDATION PLAN FOR SLAB REINFORCEMENT A/C CONCRETE PAD 4" CONC, SLAB ON GRADE W/ 6x6-W1.4xW1.4 W.W.F. OR FIBER MESH ON COMPACTED FIELD. P P P vX11--T V P. P: v P 1#5 L–SHAPED BARS – W/ 30" LEGS. EACH BB. CORNER L. off DETAIL SCALE: N.T.S. REVISIONS No. DATE DETAILS CONCRETE COLUMNS SCHEDULE MARK SIZE VERT. EN F. IES REMARKS N 0-1 B" x 8" 1 ff 5 - FILLED CELL 0-2 8" x 14" 2 # 5 - FILLED CELL COLUMN NOTES. 1. CONCRETE MASONRY WALL REINFORCEMENT SHALL BE DOWELED FROM FOUNDATION THROUGH FILLED BLOCK CELLS AND HOOKED AT BEAM TOP BARS. REINFORCEMENT SPLICES SHALL BE 30 BAR DIAMETERS. DOWELS SHALL BE SAME SIZE AND NUMBER AS VERTICAL REINF. FOR HORIZONTAL JOINT REINFORCEMENT REFER TO STRUCTURAL NOTES. 2. FOR DIMENSIONS AND LOCATION OF MASONRY OPENINGS REFER TO ARCHITECTURAL DRAWINGS. OF THE OPENING UNLESS SHOWN 3. MASONRY WALL SHALL BE REINF. WITH #5 © 48" o.c. U.N.O. IN GROUTED CELL. AT ALL CORNERS INTERSECTIONS, END ❑F WALL & EA, SIDE f1THERWISE, GENERAL FOUNDATION NOTES: (NOT ALL NO -FES ARE SPECIFIC TO THIS JOB) 1. CONTRACTOR TO VERIFY ALL INTERIOR BEARING WALL FT'GS W/ ROOF TRUSS MANUFACTURER 2. SOIL BEARING VALUES, FOUNDATION DESIGNS SHOWN HERE ARE BASED ON A SOIL BEARING VALUE OF 2,500 P.S.F. FOUNDATIONS AND SLABS ARE DESIGNED TO UNIFORMLY BEAR ON WELL DRAINED NON -EXPANSIVE SOILS. SOILS SHALL BE COMPACTED TO 95% MIN. OF MODIFIED PROCTOR TEST. A CERTIFIED SOILS ENGINEER SHALL CONDUCT ON SITE BORINGS AT LOCATIONS SPECIFIED BY THE STRUCTURAL ENGINEER. THE SOILS ENGINEER SHALL REVIEW FOUNDATION DESIGNS, BUILDING LOADS, AND COMPARE WITH SUBSURFACE SOIL INVESTIGATION RECOMMENDATIONS. SHOULD ON-SITE OBSERVATIONS SHOW THAT FOOTINGS SHOWN HERE ARE NOT SATISFACTORY, THE STRUC'T'URAL ENGINEER AND DESIGNER SHALL BE CONTACTED IMMEDIATELY FOR NEW DESIGNS. 3. CONTRACTOR TO VERIFY SOIL DENSITY AS PER CEO -TECHNICAL ENGINEERING SOC. PRIOR TO CONCRETE PLACEMENT. 4. ALL REBAR TO HAVE A MIN LAP (48x BAR DIA) AT ALL JOINTS AND CORNERS 5. INDICATES LOAD BEARING 2x 6 AT 16 O.C. STUD WALL. TYP. U.N.O. REF TO TYP DETAIL. PROVIDE (3) 2x6 STUD POST AT ROOF TRUSS GIRDERS TYP, U.N.O. SECURED STUD POST TO FDN W/ "SIMPSON" HPAHD22 HOLD DOWNS MAX UPLIFT 4170 LBS. G.C. TO COORDINATE LOC W/ TRUSS ENGINEER SHOP DWG's 6. MINIMUM FOOTING PENETRA-TION. EXTEND BOTTOM OF ALL FOUNDATIONS AT PERIMETER OF BUILDING 12" MINIMUM BELOW FINISHED GRADE 7. CONCRETE STRENGTH. MINIMUM CONCRE'rE STRENGTH FOR ALL SLABS PATIOS, AND FOUNDATIONS SHALL BE MINIMUM 3000 PSI AFTER 28 DAYS. PROVIDE TEST REPORTS ON EACH BUILDING FOR THE OWNER'S RECORD AND ACCESSIBLE TO THE DESIGNER 8. EXPANSION JOINT. PROVIDE 1/2" THICK x 4" WI[ E BITUMINOUS EXPANSION JOINT MATERIAL AT ALL SURFACES WHERE EXIST G SLABS ABUT TO NEW SLABS. 9. PATIO SLABS. PROVIDE 4" THICK CONCRETE SLABS REINFORCED WITH 6X6 10/10 WELDED MESH. PLACE SLABS OVER TERMITE TREATED, WELL COMPACTED SOIL AND 6 -MIL VISQUEEN VAPOR BARRIER. SLOPE PATIO SLABS AWAY FROM BUILDING. 10. SLAB FINISH, PROVIDE STEEL TROWEL FINISH ALL INTERIOR SLAB AREAS INCLUDING GARAGES. CREATE BROOM FINISH TEXTURE FOR ALL EXTERIOR SLABS, 11. ALL CONCRETE BEAMS (P.C. LINTELS) BY CASTCRETE OR EQUAL. .1 1P. P. V. _ G. > J 1#5 L–SHAPED BARS W/ 30" LEGS. EACH BB. v v i I 1 LL. DETAIL SCALE: N.T.S. VERIFY ALL MASONRY OPENINGS WITH WINDOW AND DOOR MANUF. SEE PLAN FOR MASONRY WALL REINFORCING (TYP. 48 BAR DIA. LAP) - 1/2" HI --HAT FURRING STRIPS AT 24" O.0 5/3" TYPE X 18" x 18" x CONT. li MONOLITHIC FTG. W/ 3 5 CONT. II (2500 PSI) = II x. - X. x x z' x°x x Z< , x x III -III IIIA i ,I � ,° '�i'`Iil III IIIA I 1=1 I Ed I I I -I I IEEI I I—I I I. VAPOR BARRIER I- -I�(-1 Ff =11-1-� f�N� I I 1=1 11=1 11=1 --11T—I I —!=Fl[=TI=Fl 1=1 I Iv 111-1 I_I-1 I i I' l l l l l l lI`'''�'I I I I'� V I I 11'II�I I I 1 I IT11 � I I I I I11 111111 I I II~Ir- 2 TYPICAL MONOLITHIC 4-5 WALL FOOTING F 18.18 N.T.S. Z N CO C) ) N N Q J 5 I j A' 24'. O.H i © HETAL 2CS::00 HETAL 20 I HETAL 20 I;, ::HETAL ZO © 24":O.H i -I_- --�- =� I© MG -f I I I I I I UPLIFT` 2827: I I _) : MGT �- UPLIFT= -c 27 I III— I• Ism •.—..—•.—.. — III I I I I I I I I V I I I I I I I I I I I III — ___ _0°ml ,I .._.._.._.._.._.._.._.._..—'•—lll I ( I I I I I � ;� � I I I I I I I III—"'_.._.._.._..-.._.._.._.._.. III I I I I I I I I I"I I 1 I I I I I I III I I SEE RAKE`S / 11' I I I I I I I I BEA$ DETAIL III I I I I I I I rij I/�I I I I III V III I I I I 1 1 �-� 5 15 I I I I I I 111 I ISI I I I 1- � I I I ``. ^ I 1 I I I 110 C'I`4`11 �> Md 11 p4 Y WOOD, ROOF HEA TfIING W 1 I 1 W �; I I I:,�L WOOD h'OOF JJ -IEA TFII. G III m w aq J TH UOUT (SEE S I�UCTUOAL `� ' �' �' �"' �' T�Ip OUT SEE STRUCTURAL > rd w (� (n _U / V fn U *V III NI TES) I I I 2 2" I I .. I Ncl rE I I I PRE -FABRICATED 4 4 m cv ' m fr N �f 4 " ,. PRE -F BRICATEU rid ­ ROOFAT 24"c�cS � rr� I I I I I I � a ¢ I � � / � Iwo ` I I I �� `r�,, I ((�� Ro9�2RU`/ES I I III I I I I I I I I I% I I I I I I I I �''•wl. III I . .._I._�..'_.._.._.._.._.._.•—.:—III I I I I I I I I ��� I;,) Q`\l I I I I I I I II�I��'�,,:, ..�.._.._..�.._.._. _�•I .._I.�..._.._..—••— —— —•. III I I I_� I I I � I/I � I I I I I I III .._ _.._.._.._..�.I—... ,�T���= � III I I I I I I I I � I I I I I I I I III ATn � ACCESS / ::: ,ACCESS III I I I I I I I I � I I I I I I I I III ?"10" N130TH o�bT' N BOTH WITH .1/4•'X 3 a III I I I I I I rAP IN 0 12' T.0 _.. ;.._.._.._.._.._.._.._.. it I I I 1 u— _.._.._.._.._..—. 011 1 ill I I I I I I I SET? RAKE .._ .�[�•� .._.._...._.._.._ _..—.:: � BEAM DETAIL ::_.._ _.._.._.._.._.. mw .. I� III I I I I I I I I I I; I I I I I I I 111 mI W CJ z l III I F_ "I III I< 881 a: j I T.B.8—:18 -1 . w , . _ .. _ .. � ..I z 7' I : B• MGT :I MGT '© =- III ( I I I I II I II I ` I I " I I I I I I III UP1 IFT= azi 1. �I�� T. 10 Uf'L LF! 2t�pl I II I : : I I :: f T.B.B. EV 8'— 1 T.B.B. 8 —1 T.B.B. ELEV 8 " _ EV. 8' 1'6, I —�-I- ---�- -I-- -� _jI 1 6' r.7.LEL_ 1" gg_� )6 I I I I I I I I 0 hIE"FAIL 20 i ; HETAL 2U " O. FI HETAL 20 /; I I i i HETAL 20 i i HETAi: 20 I HE'I!AL 20 24 :© �4" O.H Ili I TRUSS TIE DOWN SCHEDULE MARK PRODUCT ALLOWABLE CALCULATED MARK ANCHOR TYPE NAILS TO TRUSS / NAILSPOST TO SEAT BOLTS Up lift / Download LATERAL LOAD UrnaX. LATERAL LOAD F1 F2 F1rr1uX. f='Lrrlux. O SIMPSON SPH4 10-1UdXl'/1" - 1240 _ - 950 - - U SIMPSON N SIMPSON HETAL 20 (22)-10d 5/8"4 ANCHOR BOLT & EPDXY 5-10dX1'X" - 3965 - - 2500 - - U U 10-10dxl%" 1810 595 415 425 1100 LOU 1000 550 182 hUU 400 -- SIMPSON HMg -SIMPSON LGT2 _ 4 SUS 1/4"A '1/'2" 16 -16d -SINKERS 5-1/4•x.1 3/4 TITEN TO CONC. _ 180 7-''/aX2% TITEN _ 2150 - - 1300 - - O SIMPSON LGT2 _ 14-16d SINKERS 16-16d SINKERS _ '2050 - - 800 - - LATERAL LOAD NOTE: UNITY EQUATION WITH LESS RESTRICTIVE LOAD COMBINATION OF MAXIMUM LATERAL LOAD AND UPLIFT LOAD < 1 TRUSS GIRO SCALE: © Simpson Strong -Tie MGT N.T.S. )R BOLT & EPDXY SimpsonStrong-Tie T,L20 N.T.S. LEGAL DESCRIPTION SEE BOUNDARY SURVEY. FE, .YJ.. �..., ., 5/8" ROOF _ 0" 1'— SHEATHING C --_IV TRUSS 1. © 24" Q.C. 2"X6" P.T CONT. _ - ON BOTH SIDE " WITH 1/4"X 3 1/2" - - J. TAP CON O 12" 0.0 5 4' REVISIONS No. DATE I DETAILS U.L. CLASSIFIED FIRESTOP CAULKING FOR WALL OR FLOOR PENETRATION SEALS FLAME STOP V CAULKING UP TO 3 HOUR FIRE RA rE, ASTM E-814 "STANDARD METHOD OF FIRE TESTS OF THROUGH -PENETRATIONS FIRESTOPS" AND ATSM L-119 AND COMPLIES WITH (UL 1479) �- SEAL WITH FOAM. --VAPOR BARRIER (SEE RAKE BEAM DE A L w, �^ PAGE 5-5) < \ ov-11 BUSS C9 24" U.C. CAST -IN-PLACE RAKE BEAM AT ROOFLINE .W/ (2) # 5 CONT. 8"x8" MIk DRYWALL TO BOTTOM jo �k OF ROOF DECK 5/8" GYP. BOARD _ 1 OUR RATED CM; FIRE WALL. SEOTION 1I — If 7C NST. s. RAE BEAM AT RO F LINE W/ (2) # � CONT. BLOCK WALL (TYP.) p- C tl.. s 4 MIN. GABLE END E BLAIN DETAIL ti_ N.T. S. 5/8" ROOF SHEATHING #5 VERT. REF. IN GROUTED ;ELL. TYPICAL. CONCRETE BEAMS SCHEDULE N\ MARK SIZE REINFORCING . TYPE TOP BOTT. TIESF BB 1 8" X 8" 1 # 5 a 1 FIIGFI STRENGTH BOND BEAM L 8 X 8 CAS TCRETE 1# 5 LINTEL BEAM NOTES- 1. AT ALL BEAM CORNERS AND INTERSECTIONS PROVIDE 2#5 L -SHAPED CORNER BAR WITH 30" LONG LEGS AT TOP AND BOTTOM.( 1 BAR PER BOND BEAM) 2. ALL TOP AND BOTTOM BARS SHALL BE CONTINUOUS. WHERE NECESSARY, LAP SPLICE TOP BARS IN MIDDLE THIRD OF SPAN AND LAP SPLICE BOTTOM BARS AT SURRPORTS. LAP SPLICE SHALL BE MINIMUM 36 -INCHES. ROOF NOTES: 1. REFER TO STRUCTURAL NOTES FOR REQUIRED DESIGN LOAD OF PRE -FABRICATED ROOF TRUSSES. 2. PERMANENT BRACING FOR THE STABILITY OF THE TRUSS SYSTEMS FOR GRAVITY,AND LATERAL LOADS SHALL BE INDICATED ON TRUSS SHOP DRAWINGS. FOR TEMPORARY TRUSS BRACING REFER TO TPI (TRUSS PLATE INSTITUTE) HIB -91 SUMMARY SHEET. 3. TRUSS MANUFACTURER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AND UPLIFT LOAD FOR INDIVIDUAL TRUSSES & GIRDER. 4. TRUSS MANUF. SHALL NOTIFY ENGINEER PRIOR TO COMPLETING SHOP DWGS. IF ANY LOADS EXCEED THOSE SPECIFIED OR IF GIRDERS CHANCE LOCATION. THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8 TO 10 FEET, NAILED TO TOP OF THE BOTOM CHORD. TYPIC4L LINTEL AT WIND WS & DOOR N.T.S. oO"COMPONENT AND BB -1 '.� —BOND . W/ POUR SOLID •1-11.8 ADD 1 # 5 -32.8 -49.0 a 1 FIIGFI STRENGTH v J ®—TI U®V(�)602 LINTELS BY N Q) CAS TCRETE TYPIC4L LINTEL AT WIND WS & DOOR N.T.S. oO"COMPONENT AND CLADDING PRESURE ZONES ZONE 1 ZONE 2 ZONE 3 4: I •1-11.8 -19.6 -32.8 -49.0 a 1 v J ®—TI U®V(�)602 N N Q) -- -1I --�k l I I I I A A� iA I ,,0•� I I I I I IQ lO 01 14,41 ® SLI © PLAN PLAN HIP ROOF CABLE ROOF 10' < & � 45' 10' < -0- s 30' GENERAL. ROOF NOTES: 1. THE TRUSS LAYOUT SHOWN ON THIS SHEET IS SCHEMATIC IN NATURE HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING.SCHEME SHOWN WILL CLOSELY PARALLEL FINAL "TRUSS MFG. LAYOUT, -THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G T BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE PRIME PROFESSIONAL OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND MAKE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED TRUSS DRAWINGS MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW PRIOR TO PERMIT SUBMITTAL AS PER GENERAL NOTES. 2. REFER TO DESIGNERS FLOOR/ FOUNDATION PLAN DRAWING FOR ALL ROOM VAULTS, TIE BEAM HEIGHTS, SIZE AND REINFORCING. 3. CONTRACTOR IS RESPONSIBLE FOR ALL STRUCTURAL COORDINATION AND SHALL NOTIFY DESIGNER OF ANY DISCREPANCIES PRIOR TO POURING OF FLOOR SLAB IN WRITING. 4. ALL CONNECTOR STRAPS SHALL BE GALVANIZED SHEET STEEL. ASTM A446-75 GRADE A (fy=33,000 p.sl). 5. ALL STEEL SEAT DETAILS SUPPORTING GIRDER TRUSSES SHALL BE COORDINATED WITH THE TRUSS MANUFACTURER FOR SIZE AND BOLT SPACING REQUIREMENTS (SEE PLAN). 9. GIRDER TRUSSES SIZED BY MANUFACTURER. 11. ALL TRUSSES NOT SPECIFICALLY CALLED OUT HAVE UPLIFTS OF 1,350# AND ARE TO BE SECURED TO CONCRETE BEARING SURFACES WITH A SIMPSON HHETA-20 OR WOOD BEARING SURFACES WITH A SIMPSON H10 ZN 4 13. ON ANY TRUSSES 40' OR GREATER, CONTRACTOR SHALL NOTIFY �< DESIGNER OR ENGINEER ONE WEEK IN ADVANCE TO ARRANGE FOR FIELD SUPERVISION. 6. ROOF MUST WITH STAND 120 MPH WIND LOADS. CONTRACTOR SHALL PROVIDE MANUFACTURERS SPECS ON ROOFING. 1T.1ROVIDE 22"x 54" ACCESS PANELS W/ FOLD DOWN LADDER 18. RQQF SPECS AND PRODUCT APPROVAL TO MATCH EXISTING ROOF MATE,kIAL (UNLESS ENTIRE ROOF TO BE REPLACED) 19. ALL STUQDED POST MUST BE CRIPPLED AT ROOF GIRDER BEARINGS AN WOOD BM'S. GLUE AND NAIL PLIES AT 12" O.C. TYP. WALL\SHEATHINGS MUST BE NAILED TO EA. PLY AT BOTH SIDES ` 10. te r Q) q Q m `n L1J W �0 �, (� � �O., tom•.. ij APRIL 2009 DWC. j 0904CCCF DWC by C. AROCHA RVW by C. BUCK DA TE SCALE : I/4 "= I' mN 4: I U QLL, o `o N N Q) Q) q Q m `n L1J W �0 �, (� � �O., tom•.. ij APRIL 2009 DWC. j 0904CCCF DWC by C. AROCHA RVW by C. BUCK DA TE SCALE : I/4 "= I' mN 4: I Q) q Q m `n L1J W �0 �, (� � �O., tom•.. ij APRIL 2009 DWC. j 0904CCCF DWC by C. AROCHA RVW by C. BUCK DA TE SCALE : I/4 "= I' I� -Contractor shall verify with Florida Power & Light (FPL) the location of service and shall locate meter and panel as required, verify all conductors and breakers with equipment manufacturers' specifications, coordinate raceway installations with other trades prior to construction. All branch circuits in raceway or non-metallic sheathed cable. 24" O.H C.U.- 4 HURRICANE S1 W/ TAPCON SCREWS 4" THICK 2 50CFM 3" 0 (NOTE THE BUILDING DOES NOT REQUIRE FIRE SPRINKLERS BECAUSE IT IS LESS THAN 5000 SQFT PER FLOOR AN APPROVED AUTOMATIC; MONITORED FIRE ALARM TO BE INSTALLED. ACCORDING TO NFPA 13.3.2.1.1 EXCEPTION 2 -G4' POWER METER R,u 1 n0 AMPS /1 r' K I r- r-] A I r- I 1-" n -F I-) l /-% A I N I !'1 "T" r- C` . POWER METER W/ 150 AMPS RRK fll , (.' .50CFd 3„ 24" O.H EGRESS ML r/"P, TP SH -25 D - n -i 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH BOTFI LOCAL AND O 0 150 150 AMPS 2005 NA"rIONAL ELECTRICAL CODES. '13. LIGHTING FIXTURES SHALL BE SELECTED BY OWNER & CONTRACTOR INSTALLED 23. PROVIDE NON -FUSIBLE GENERAL DUTY SAFETY SWITCHES AT A/C 2. ELECTRICAL CONTRACTOR SHALL VERIFY ELECTRICAL PLAN , RISER 14. SMOKE ALARMS SHALL BE DIRECT WIRED 120V. U.L. 217 APPROVED A/C AREA UNIT #2 ENTRY UNIT #2 GARAGE EQUIPMENT, AND AT PUMPS NOT VISIBLE FROM CIRCUIT BREAKER DESCRIPTION DIAGRAM, AND LOADS, AND NOTIFY THE GENERAL CONTRACTOR OF ANY TOTAL . AREA UNIT #2 TYPE WITH AUDIBLE ALARM INSTALLED IN ACCORDANCE WITH MANU- SQ. AND AS PER MANUFACTURER'S RECOMMENDATIONS. TOTAL AREA ERRORS OR DISCREPANCIES PRIOR TO INSTALLATION. SQ. FACTURER'S RECOMMENDATIONS AND LISTING. 24. OUTDOOR LANDSCAPE LIGHTING AND JUNCTION BOXES TO BE 3. ALL EQUIPMENT INSTALLED OUTSIDE OR EXPOSED TO WEATHER SHALL 15. ALL ELECTRICAL DEVICES SHALL BE SMOOTH ".TYPE, COLOR WHITE, UNLESS COORDINATED WITH LANDSCAPE CONSULTANT/COMPANY. (VERIFY W/ OWNER) 3 BE NEMA TYPE 3R. OTHERWISE SPECIFIED. 25. STEREO PRE -WIRE, SPEAKERS, UNIT, ETC. TO BE COORDINATED 4. MINIMUM WIRE SIZE SHALL BE it 12 COPPER. 16. ALL MECHANICAL EQUIPMENT SHALL BE PROTECTED BY OVERCURRENT RANGE WITH AUDIO/VISUAL CONSULTANT/COMPANY. (VERIFY W/ OWNER) 5. ALL CONDUCTORS ARE TO BE COPPER, "TYPE THHN, UNLESS OTHERWISE DRYER DEVICES OF THR "TYPE AND RATING PER MANUFACTURER NAMEPLATE 26. ALL CENTRAL VACUUM INLET PORT LOCATIONS TO BE COORDINATED NOTED. 8 SPECIFICATIONS. AND APPROVED BY OWNER PRIOR TO INSTALLATION. (VERIFY W/ OWNER) 6. CONNECT GROUNDING ELECTRODE CONDUCTOR TO 5/8°- x 8' GROUND ROD AND 17, THE ELECTRICAL CONTRACTOR IS TO COORDINATE WITH OTHER TRADES 27. ROUTE CONCRETE AS REQUIRED FOR FLOOR OUTLETS VERIFY DEPTHS WASHER NEAREST COPPER WATER LINE (COLD). 11 TO MAKE CERTAIN THAT ALL AIR-CONDITIONING POWER AND CONTROL W/ STRUCTURAL ENGINEER BEFORE COMMENCING (IF REQUIRED). 7. ALL 120V. 1 PHASE 20A. BATHROOM, GARAGE, AND EXTERIOR WIRING AND CONDUITS ARE IN THE BID. 28. PROVIDE A NEW COMPLETE TYPEWRITTEN DIRECTORY FOR EACH PANEL. LAUNDRY RECEPACLE RECEPTACLES, SHALL HAVE GROUND FAULT INTERRUPTER (C.F.I.) 18. EXHAUST FANS IN BATHROOMS (IF USED) SHALL BE RATED AT 1 29. REMOVE AND CAP OFF ELECTRICAL INSTALLATION ASSOCIATED WITH THE 15 PROTECTION WITH EXTERIOR RECEPTACLES OF THE WATERPROOF SMALL APPLIANCE CFM/SF OF VENTILATED FLOOR AREA. 16 REMOVAL OF PARTITIONS AND CEILINGS.. (IF REQUIRED) DISPOSAL TYPE, ELECTRICAL CONTRACTOR MAY INSTALL INDIVIDUAL (G;F.I.) IN 19. < < ALL FAN VENTING AND ROOF PENETRATIONS SHALL BE BY MECHANICAL 30. DIMMERS TO BE SINGLE POLED WITH PRESET DIMMER, 18 LIEU OF (C.F.I.) BREAKER WITH SEPARATE CIRCUIT. REFRIGERATOR CONTRACTOR. 31. ALL RECEPTACLE,' SWITCHES, TV, PHONE, ETC. LOCATIONS ARE SUBJECT TO 8. SWITCHES SHALL BE OF STANDARD GRADE OF SILENT TYPE 48" A.F.F. 20. ELECTRICAL CONTRACTOR IS TO COORDINATE ALL SERVICE REQUIR- GFCI SMALL APPLIANCE CHANGE IN FIELD DUE TO CODE ISSUES. ELECTRICAL CONTRACTOR MUST 9. RECEPTACLES SHALL BE 15A. AND 120V. OF THE GROUND TYPE 16" MAS'TER.BEDROOM FAULT MENTS WITH THE POWER COMPANY BEFORE BIDDING TO BE CERTAIN 22 FOLLOW ALL CITY, COUNTY, STATE, AND NATIONAL CODES OVER DESIGNED GFCI SMALL APPLIANCE A.F.F. UNLESS OTHERWISE SPECIFIED. THAT ALL WORK NECESSARY TO MEET POWER COMPANY SPECIFICATIONS PROrECrED CIRCUITS DRAWINGS. AS BUILTS CAN BE SUPPLIED IF REQUIRED. DRAWINGS SUGGEST '10. THE ELECTRICAL CONTRACTOR IS TO SIZE MOST BRANCH CIRCUITS; IS IN THE BID. 23 LAYOUT ACCORDING TO CODE AND TO BE APPROVED BY GOVERNING BEDROOMEDLT FAU A MAXIMUM VOLTAGE DROP OF 3% IS PERMITTED. 21. PROVIDE PRE -WIRED T.V. OUTLETS (FOR CABLE OR ANTENNA IN ATTIC, OR SATELLITE) AS SHOWN PER CONTRACT. GFI RECEPTACLE MUNICIPALITY DURING THE PERMITTING PROCESS. 11. THE ELECTRICAL CONTRACTOR IS TO ARRANGE FOR TELEPHONE TS PROTECT25 32. ALL RECEPTACLES TO BE 6'-0" O.C. FROM ALL OPENINGS, AND " O.G. SERVICE AND TELEPHONE WIRING. COORDINATE WITH THE TELEPHONE 22. ELECTRIC FIXTURES/TRIM AND APPLIANCES SHALL BE U.L. GENERAL LIGHTING FROM RECPT. TO REC, ALL RECEPT. 2' O.C. AT KITCHEN COUNTER .26 COMPANY UNLESS OTHERWISE SPECIFIED. ARC, FAULT PROTECTED CIRCUITS APPROVED AS PER CONTRACT. 33. ELECTRICAL CONTRACTOR SHALL VERIFY DESIGNERS ELECTRICAL LAYOUT AND 12. BRANCH CIRCUITS SHALL BE IN THIN WALL CONDUIT OR APPROVED 28 CALCS. PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES IN WRITING ROMEX. SPARES 30 - 4 HURRICANE STRAPS APCON SCREWS INTO HICK SL4U STAN D A R D OVERHEAD SERV. STANDARD METERS 1 -"1 /O CU (G) in 1" C PVC TO CONCRETE ENCASED ELECTRODE TC COLD WATER PIPE UNIT #1 UNIT #2 O 0 150 150 AMPS AMPS 0 0 BFZK. BRK. DISC. DISC. SEE NoTE 16 (TYPICAL) SEE 13OUNDARY SURVEY. REVISIONS No, DATE I DETAILS ELECTRICAL LOAD CALCULATION (UNIT #1) LOCATI❑N SEE ELECTRICAL PLAN MAIN 150 AMPS MOUNTING FLUSH VOLTAGE 120/240 TOTAL AREA POLE WIRE WIRECKT. A/C AREA UNIT #1 ENTRY UNIT #1 GARAGE POLE SQ. SQ. SQ. WIRE & CI<T 1728.0 DESCRIPTION FT. A/C AREA UNIT #2 ENTRY UNIT #2 GARAGE 1452.0 32.0 244.0 DESCRIPTION FT. FT. FT. TOTAL . AREA UNIT #2 TRIP SQ. FT. TOTAL AREA TRIP SQ. CONDUIT 1 2 30 Fl/C COMP #10-1' 2 2 50 3 /� 4 5 3--'50 RANGE 146-1" 6 2 30 DRYER 410-3/4' 7 8 9 2 30 TATER HEATER 010-3/4' 10 1 20 WASHER 11 12 13 1 20 LAUNDRY RECEPACLE 1112-1/2" 14 1 20 MICROWAVE f112-1/2' 15 i 20 SMALL APPLIANCE 412-1/2' 16 1 20 DISPOSAL 1112-1/2" 17 1 20 BATH CIRCUITS 1112-1/2" 18 1 20 REFRIGERATOR ik12-1/2' 19 1 20 BATH CIRCUITS 1#12-1/2" 20 1 20 GFCI SMALL APPLIANCE 4112-1/2" 21 1 15 MAS'TER.BEDROOM FAULT 1114-1/2' 22 GFCI SMALL APPLIANCE 412-1/2' PROrECrED CIRCUITS 23 1 15 BEDROOMEDLT FAU 414-1/2" 24 1 GFI RECEPTACLE #14-1/2' TS PROTECT25 15 1 20 GENERAL LIGHTING #12-1/c" .26 1 15 ARC, FAULT PROTECTED CIRCUITS 414-1/2' 27 1 20 GENERAL LIGHTING 412-1/2' 28 SPARES 29 SPARES 30 31 32 LOAD CALCULATION 3 WATTS X 1452 SF = 4356 WATTS 2- S, APPLIANCE = 3000 wATrs I- REFRIGERATOR = 1500 WATTS 1- DISPOSAL = 1500 WATTS 1- MICROWAVE = 1500 WATTS 1- WATER HEATER = 4500 WATTS 1- STOVE = 8000 WATTS 1- WASHER = 1500 WATTS 1- DRYER = 5000 WATTS 1- LAUNDRY REC. = 1500 wATTs TOTAL CONNECTED LOAD = 32356 WFlTrs FIRST 10 KW REMAIN 21002 = 10000 WATTS KW REMAIN 240% = 8943 WATTS A.H.U, H. S rRIP 2100% = 8000 WATTS TOTAL LOAD = 26943 WATTS . TOTAL LOAD DEMAND 26943 WATTS / 240 VOLTS = 113 AMPS RECOMMENDED 150 AMPS PANEL ELECTRIL'AL LOAD CALCULATION (UNIT #z) L❑CATION SEE ELECTRICAL PLAN MAIN 150 AMPS MOUN'T'ING FLUSH VOLTAGE 120/240 POLE WIRE & POLE WIRE & CKT. DESCRIPTION CKT, DESCRIPTI❑N TRIP CONDUIT TRIP CONDUIT 1 230 A/C COMP 11,10-112 2 50 A.H.U. 118-1' 3 4 5 2 50 RANGE #6-1" 6 2 30 DRYER 1110-3/4" 7 8 9 2 30 WATER HEATER 410-3/4' 10 1 20 WASHER 11 12 13 1 20 LAUNDRY RECEPACLE 412-1/2' 14 1 20 MICROWAVE 412-1/2' 15 1 2U SMFlLL APPLIANCE 1112-1/2' 16 1 20 DISPOSAL 1112-1/2" 17 1. 20 BATH CIRCUITS 412-1/2" 18 1 20 REFRIGERATOR 19 1 20 BATH CIRCUITS #12-1/2" 2020 GFCI SMALL APPLIANCE tt12-1/2" 211 15 MASTER BEDROOM FAULT #14-1/2" 22 GFCI SMALL APPLIANCE #12-1/2" PROTECTED CIRC I,F 20 23 1 15 BEDROOM FAULT PROTECTED CIRCUITS #14-1/2" 24 1 15 GFI RECEPTACLE #14-1/2' 25 1 20 GENERAL LIGHTING #12-1/2" 26 1 15 PROTECTED CIRCUITS 111`1-1/2" 27 1 20 GENERAL LIGHTING 412-1/2' 28 SPARES 29 SPARES 30 31 32 LOAD CALCULATION 3 WATTS X 1452 SF = 4356 WA'T'TS 2- S, APPLIANCE = 3000 WATTS 1- REFRIGERATOR = 1500 WATTS 1- DISPOSAL = 1500 WATTS 1- MICROWAVE = 1500 WATTS 1- WATER HEATER = 4500 WA rrS 1- STOVE = 8000 WATTS 1- WASHER = 1500 WATTS 1- DRYER = 5000 WATTS 1- LAUNDRY REC. = 1500 WATTS TOTAL CONNECTED LOAD = 32356 WATTS FIRST 10 KW REMAIN 21007 = 10000 WATTS KW REMAIN 0409. = 8943 WATTS A.H.U. H. STRIP 2100% = SUOU WATTS TOTAL LOAD = 26943 WATTS TOTAL LOAD DEMAND 26943 WATTS / 240 VOLTS = 113 AMPS RECOMMENDED 150 AMPS PANEL 2 SETS OF 2-250 kcm it 1 ## 3/0 (N) COPPER IN 2 1/2" C EA. OR 2 SETS OF 2-350 kcmil 1 ## 250 Kcmil (N) ALUMINUM IN 3" C EA. 150 AMP "120/240 V W/ COPPER WIRING ELECTRIC RIFER N. TS 150 AMP 120/240 V W/ COPPER WIRING PROJECT DATA; TOTAL AREA N A/C AREA UNIT #1 ENTRY UNIT #1 GARAGE 1452.0 32.0 244.0 SQ. SQ. SQ. FT. FT. FT. TOTAL AREA UNIT #1 1728.0 SQ. FT. A/C AREA UNIT #2 ENTRY UNIT #2 GARAGE 1452.0 32.0 244.0 SQ. SQ, SQ. FT. FT. FT. TOTAL . AREA UNIT #2 1728.0 SQ. FT. TOTAL AREA 3456.0 SQ. FT. U _ C N 1 A 1V �i > �r.'.a,5.,r �D N N cr, Lu L Q O(0 O 1 � cl V) U _ C N 1 A 1V �i > �r.'.a,5.,r j 54' 3/4 " PVC A/H DRAIN 3/4" COPPER PIPE FOR W/H RELIEF. ,; , 4' PL ING"' LA U T SCALE. 3/4" PVC A H DRAIN 3/4" COPPER PIPE FFOR W/fl RELIEF. 54' LEGAL DESCRIPTION SEE BOUNDARY SURVEY. REVISIONS I No. DATE I DETAILS PROJECT DATA: Q) TOTAL AREA L1 A/C AREA UNIT /I1 ENTRY UNIT #1 GARAGE '1452.0 32,0 244.0 SQ. SQ. SQ. FT. FT. FT. TOTAL AREA UNIT #1 1728.0 SQ. FT. A/C AREA UNIT #2. ENTRY UNIT #2 GARAGE '1452.0 32.0 244.0 SCS. SQ. SQ. FT. FT. Ff. TOTAL AREA UNIT #2 1728.0 SQ. FT. TOTAL AREA 3456.0 SQ. FT. 2'PVC VENT Ll 2 PVC n-_ VENT I �" Pvc LAV 2"y iUB TOILET N 3" PVC PIPE 2'PVC VENT 2'PVC .0. VENr Q q 1 it ," PVC N \ ,• LAV /�-�• �. 2 PVC .p /c ` WASHER 2'PVC �j VENo� T c ° \� o w 2"Ve ue cl—t /off 0. 2" PVC Alf? ADMITTANCE I " PVC VALVE D. SINK PVC PIPE 2 PVCTUP ET �� 2 "P VC T VENT. 1,z "' PVC VENT. JG LAV 2"PVC UNIT #2 �SEWNGETNN .TO v P2'PVC WASHER •� ti VENT.�. 2" PV((' AIR Z "PVC 4 n 2"P VC � ADMITTANCE TUB V �' TUB VALVE �c R Q 3'PVC C.0 h_ 19" PVC TOILET 19 PVC LAV D. SINK .2 UNIT #1 �S' AGETLINE.TU PLUMBING DIAGRAM SCALE: N. T S ■ ■ 4I I E 7— PLUMBING IS ACCORDING TO FLORIDA BUILDING CODE PLUMBING 2004 & LOCAL CODE AMENDMENTS, 2 GUARANTEE: THE COMPLETED INSTALLATION SHALL BE FULLY GUARANTEED AGAINST DEFECTIVE MATERIALS AND/OR IMPROPER WORKMANSHIP FOR MINIMUM OF ONE YEAR FOR MATERIALS AND LABOR. 3— PLUMBING FIXTURES: FIXTURES SHALL BE AS SPECIFIED AND SHALL BE FURNISHED AND INSTALLED BY THIS CONTRACTOR. FIXTURES 51-IALL BE COMPLETE WITH DRAIN. TRAPS, SUPPLIES AND ANY OTHER ACCESSORY REQUIRED. 4— MATERIALS: A--• SOIL, WASTE AND VENT, AND STORM: SANITARY PIPE, PVC, SCHEDULE 40. B— DOMESTIC WATER: COPPER PIPE, TYPE L W/ SWEAT WROUGHT COPPER FITTINGS. TYPE "M" IN CONCEALED SPACES IS ACCEPTABLE. ISOLATE PIPING FROM CONCRETE W/ INSULATING MATERIAL. C- DOMESTIC WATER SUPPLY ASSEMBLY.- CHROME FINISH TUBING W/ ANGLE SHUT OFF VALVES. 5— PIPING TEST.- ALL SANITARY AND DOMESTIC WATER SUPPLY PIPING SHALL BE TESTED FOR LEAKS BEFORE PIPING IS CONCEALED OR CONNECTED TO EQUIPMENT AND PLUMBING FIXTURES. 6-- DOMESTIC WATER VALVES SHALL BE BRONZE BODY, SWEAT ENDS. 7— ALL OUTDOORS CLEAN OUTS SHALL BE TERMINATED UP TO GRADE AND 51-IALL MARKED. 8— CONTRACTOR SHALL COORDINATE EXACT LOCATION OF SANITARY DOMESTIC WATER PIPING BEFORE STARTING ANY WORK. APRIL 2009 DWC. j 0904CCCF DWG by C. AROCHA SCALE : 1/4 "= 1' Q) 4-n L1 N Lo APRIL 2009 DWC. j 0904CCCF DWG by C. AROCHA SCALE : 1/4 "= 1' 5 4' 64' HETAL 2T ;l//, // I © METAL 20 _ I I HETAL 20 I I © 1 24'I O.H 1 HETf�L 20 -?T _ I I--- --f I 'T117-2 i I r--- t— �- ` �_�� - --I- - -I- Al III I©MGA I I I I I I I I I I I I I MGT © UPLIFT 2827 r� 11' UPL IFT--E ,?7 III 7' I III I I I I I I I% I I I I I I I I III I / � � III I I I I I I I I I% I I I I I I I I I III � � � w .=_1.1�;-.._.._..-.. .-.�-•.•-III I I I I I I I I I; I I I I I I I I I III -'•_I._. .._.._.._.. i . _s —_ ', M I m III I I I I I I I I I (, I I I I I I I I I I III ml l ' _ , .._ .�._.._.._.._ ._.._ .. III I I I I I I I I l y I I I I I I I I I III .• _.._.._.._.._.._.�.. _\\ II I I I I I I I I I/\ - 1I III I I I I I I I I I �% I I I I I I I I I ill I I _.._.._.._.._.--.._..- _'-iii i i i i i i i j�' j i i i i i i i iii-.._.._.._.._.._.._.._.._� III I I I I I I I SE : RAKE I�� I I I I I I I I III BEA DETAIL I —.._.._.._.._.._.._.._.. 1 .I .._.._.._.._.._.._.._.. II I I I I I I •`3 �}� I � I I I I III-.._.._.._.._.._.._.._.. l _.. I, 5-5 15-5 I I I I I I I I III SIV I I Q �l I I I I I I I I III I I III I I I I I I I' I r I I I I I I III I I � I Qj4' VENT. I % I /4� VENT../ : LU R wIII00 a VIII I i I i i i! I i i i i I i i III i O v• M' III I% I I I 1� I I I I PL wooD aoF TEA THt G I (I M \ c� PL. YWOOD. AOL7F HEA Tl ZING i LL, 0 • r z1 I u, (. R J di }... ;moi ¢� _ _� ,. zi J cp J TH LCIOUT [SEE S RUCTUrrL / 12 ' v _� ' v v� _v / THRUQUT S'EE S'f'RUCTU 'AL c \ � 0.111 NLTEs� I I I �2" 1 �i I I I NC 1110. ' I PRE -FABRICATED , m N cn 4 j :.. PRE -FABRICATED -I ROOF TRUSSES �a i o L ROOF TRUSSES A r 2h"�/c III % 0 I 0 1 % III A� T 24 /c N CL I I N 1 III I I I I I I I I I I III .. ., VENT� 1 -1 I I I I I I I I I I `�' I I• I I I I I I I I 111- ' �rTic III I I I I i I I I I j l I I I I I I I I III �iTric ACCESS 0 -__- _.._.._.._ 11 .._ .L_.._.._.._.�`�-��__..-III , 111 I I I I I' I I I I I I I I I I I I III I I 2"16" P.T CON T. ; SII I I I I I N eoTl1 SIbE R III I I I I I I TAP C ©12° ?.0 I L I I I I I I I I I I III .\ .._L._.._.._.._.._..- •II I I I I I I I I I (/ I I I I I I I I I II• � I I I I I I I III ;• I I sE� RAKE �� III I I I I I'. I I BEA DETAILI I I I I I I I I I I III wI-& III I M_ 1 "1 111 r. B. e. L�c.Ev. a � � I j I T. a. �. ELEt/� B � . ... BB -11 — �_. L 7' � 1 � 111 � I I I I� I I I � I %' I I I I I �I I I � III � ._•• 1 B- MGT I MG_f © I ri, _ I I " I I I I I I III UPL11Fr Gl�r ` UPL (FT —zF�z/ I ,: " I T.B.B. EV 8'-1" I ; I T.B.B.: 8-1 I ;� ( :: /, " _ 1 B. B. EV a - i 6' ' 1 I- �- a-- -I w 1 _ I 6' T.!LEL ea - �6 'L-1�\ L-9 «9. 1 �i- 1 C HETAL 20 �� HErAL 20 H�L 20 G I ETAL 20 C 1 O 111 l� HErpL 2G I I I I © HEITAL 201 I I I Q I I I I I I 111 I OI I� I METAL LATH AND METAL LATIN AND STUCCO SOFFIT W/ STUCCO SOFFIT W/ 7" x 24" SCREENED 8` Q 7" x 24 SCREENED \A1- @ O.0 -A- @ 8' 0.0 ROOF FRAMING PLAN, TRUSS TIE DOWN SCHEDULE No, PRODUCT ALLOWABLE CALCULATED MARK ANCHOR TYPE NAILS TO TRUSS/POST NAILS TO SEAT BOLTS Uplift / Download LATERAL LOAD Umax, LATERAL LOAD. F1 F2 F1max 1`2max. O SIMPSON SPFI4 10-10dx1'/i" - (22)-10d�-� 5/8"0 ANCHOR BOLT & EPDXY 1240 _ - 950 -2500 - - �B! SI MGT N 3965 - - - - U SIMPSON HETAL 20 - 10-10dx13�" 5-1OdX136" - 1810 415 1100 1000 182 400 _ SIMPSON h SDS 1/4"x1 1/21, 5-1/4x1 3/4 'TITEN TO CONC. GABLE ROOF 595 h25 200 55U T1300 40U 18U - U _HM9 SIMPSON LG T2 16-16d SINKERS 7-'/4X2% TITEN _ _ 2150 - - - - O- SIMPSON LGT2 14-16d SINKERS 16-16d SINKERS _ 2050 - - 800 - - LATERAL LOAD NOTE: UNITY EQUATION WITH LESS RESTRICTIVE LOAD COMBINATION OF MAXIMUM LATERAL LOAD AND UPLIFT LOAD G 1 TRUSS GIRL © Simpson Strang -Tee T )R BOLT Lac: EPDXY © Sim sow Strong -Tie T IL20 N'T•S. LEGAL DESCRIPTION SEE BOUNDARY SURVEY. 5/8" ROOF SHEATHING TRUSS © 24" O.C. ___1 2"XE3" P.T CONT. ON BOTH SIDE WITH 1/4"X 3 I/2" TAP CON 0 12" O.0 5/8" GYP. BOARD RAKE BEAM AT ROOF LINE W/ (2) # 5 CONT. BLOCK; WALL o REVISIONS No, DATE DETAILS 0 08-12-09 FIRE DPT. REQ. BOTT• TIES BB -1 8" X W 1 # 5 � �S U.L. CLASSIFIED FIRESTOP CAULKING FOR WALL OR FLOOR PENETRATION SEALS FLAME STOP V CAULKING UP TO 3 HOUR FIRE RATE, ASTM E-814 "STANDARD METHOD OF FIRE TESTS OF TFIROUGH-PENETRATIONS FIRESTOPS" AND ATSM L-119 AND COMPLIES WITH (UL 1479) ::--- SEAL WITH FOAM, --VAPOR BARRIER �— (SEE RAKE BEAM DETAIL PAGE 5-5) TRUSS 24" O.C. CAST -IN-PLACE RAKE BEAM AT ROOF LINE W/ (2) 5 CONT, 8°x8" MINIMUM UltYWALL IU dUIIUM OF ROOF DECK 1 HOUR RATED CMU FIRE WALL. SECTION "3 3" GABLE END RACE BEAM DETAIL N.T.S. 5/8" ROOF SHEATHING #5 VERT. REF. IN GROUTED ,ELL. TYPICAL. CONCRETE BEAMS SCHEDULE MARK SIZE REINFORCING ZONE 3 TYPE TOP BOTT• TIES BB -1 8" X W 1 # 5 � �S BOND BEAM L 8" X 8" — 1 # 5 LINTELS LINTEL BEAM NOTES 1. AT ALL BEAM CORNERS AND INTERSECTIONS PROVIDE 2#5 L -SHAPED CORNER BAR WITH 30" LONG LEGS.AT TOP AND BO'T'TOM.( 1 BAR PER BOND BEAM) 2. ALL TOP AND BOTTOM BARS SHALL BE CONTINUOUS. WHERE NECESSARY, LAP SPLICE TOP BARS IN MIDDLE THIRD OF SPAN AND LAP SPLICE BOTTOM BARS AT SURRPORTS. LAP SPLICE SHALL BE MINIMUM 36 -INCHES:" ROOF NOTES: 1. REFER TO STRUCTURAL NOTES FOR REQUIRED DESIGN LOAD OF PRE -FABRICATED ROOF TRUSSES. 2. PERMANENT BRACING FOR THE STABILITY OF THE TRUSS SYSTEMS FOR GRAVITY AND LATERAL LOADS SHALL BE INDICATED ON TRUSS SHOP DRAWINGS. FOR TEMPORARY TRUSS BRACING REFER TO TPI (TRUSS PLATE INSTITUTE) HIB -91 SUMMARY SHEET. 3. TRUSS MANUFACTURER SHALL PROVIDE ALL TRUSS TO "TRUSS CONNECTIONS AND UPLIFT LOAD FOR INDIVIDUAL TRUSSES & GIRDER. 4. TRUSS MANUF. SHALL NOTIFY ENGINEER PRIOR TO COMPLETING SHOP DWGS. IF ANY LOADS EXCEED THOSE SPECIFIED OR IF GIRDERS CHANCE LOCATION. THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8 TO 10 FEET; NAILED TO TOP OF THE BOTOM CHORD. BB -1 TYPICAL LINTEL AT WINDOWS & DOOR N.T.S. COMPONENT AND CLADDING BOND BEAM ZONE 1 ZONE 2 ZONE 3 N +11.8 •I-11.8 POUR SOLID -19.6 -32.8 ADD 1 # 5 � �S `j • U C`.� HIGH STRENGTH — a LINTELS BY I I I I I CASTCRETE TYPICAL LINTEL AT WINDOWS & DOOR N.T.S. COMPONENT AND CLADDING PRESURE ZONES DWC. j ZONE 1 ZONE 2 ZONE 3 N +11.8 •I-11.8 +11.8 � -19.6 -32.8 -49.0 , /4"- 114"- � �S `j • U C`.� — I U I I I I I I I I Al I I I ®1 o I® of 0102 �1 `J I® IA A I I A l IA A I IA �® ® C7`i n i I I I I I i I ® 'Q Q y( I4 ( I® 11 h PLAN PLAN HIP ROOF GABLE ROOF 10' G -0- s 45' 10' G -0- � 30' GENERAL ROOF NOTES: 1. THE TRUSS LAYOUT SHOWN ON THIS SHEET IS SCHEMATIC IN NATURE HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS MFG. LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE PRIME PROFESSIONAL OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND MAKE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED TRUSS DRAWINGS MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW PRIOR TO PERMIT SUBMITTAL AS PER GENERAL NOTES. 2. REFER TO DESIGNERS FLOOR/ FOUNDATION PLAN DRAWING FOR ALL ROOM VAULTS, TIE BEAM HEIGHTS, SIZE AND REINFORCING. 3" CONTRACTOR IS RESPONSIBLE FOR ALL STRUCTURAL COORDINATION AND SHALL NOTIFY DESIGNER OF ANY DISCREPANCIES PRIOR TO POURING OF FLOOR SLAB IN WRITING. 4. ALL CONNECTOR STRAPS SHALL BE GALVANIZED SHEET STEEL. ASTM A446-75 GRADE A (fy-33,000 p.s.i.). 5. ALL STEEL SEAT DETAILS SUPPORTING GIRDER TRUSSES SHALL BE COORDINATED WITH THE TRUSS MANUFACTURER FOR SIZE AND BOLT SPACING REQUIREMENTS (SEE PLAN). 9. GIRDER TRUSSES SIZED BY MANUFACTURER. 11. ALL TRUSSES NOT SPECIFICALLY CALLED OUT HAVE UPLIFTS OF 1,350# AND ARE TO BE SECURED TO CONCRETE BEARING SURFACES WITH A SIMPSON HHETA-20 OR WOOD BEARING SURFACES WITH A SIMPSON H10 13, ON ANY TRUSSES 40' OR GREATER, CONTRACTOR SHALL NOTIFY DESIGNER OR ENGINEER ONE WEEK IN ADVANCE TO ARRANGE FOR FIELD SUPERVISION. 16. ROOF MUST WITH STAND 120 MPH WIND LOADS. CONTRACTOR SHALL PROVIDE MANUFACTURERS SPECS ON ROOFING. -17. PROVIDE 22"x 54" ACCESS PANELS W/ FOLD DOWN LADDER 18. ROOF SPECS AND PRODUCT APPROVAL TO MATCH EXISTING ROOF MATERIAL (UNLESS ENTIRE ROOFTO BE REPLACED) 19. ALL STUDDED POST MUST BE CRIPPLED AT ROOF GIRDER BEARINGS AND WOOD BM'S. GLUE AND NAIL PLIES AT 12" O.C. TYP..WALL SHEATHINGS MUST BE NAILED TO EA. PLY AT BOTH SIDES f, I E10, I. U� DWC. j mN DWG' by N 11�C Lam; I � �QQ 6� /4"- 114"- � �S `j • U C`.� Q3)u U� DWC. j mN DWG' by C. AROCHA 4 Lam; I � SCALE .- /4"- 114"- � �S `j • U C`.� Q3)u 2009 DWC. j yy V DWG' by C. AROCHA RVW by q � SCALE .- /4"- 114"- Q3)u U CSWca LQ n U) TRUSS APRIL 2009 DWC. j 0904CCCF DWG' by C. AROCHA RVW by C. BUCK DA TE: SCALE .- /4"- 114"-