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560 NE 93 St (2)Elite Aluminum Corp, • APPROVED EXPIRES : JAN 1 1 1996 NOTICE OF ACCEPTANCE; SPECIFIC CONDITLONS TESTS Laboratory Construction Testing Corporation Number 94 -010 S Type PA 202 -94 and 24 Hour Live Load Test on 6 in. sandwich panel Signature C. G. Tyson, P.E. Date 3/15/95 Laboratory Construction Testing Corporation Number 94 -012 Type PA 202 -94 and 24 Hour Live Load Test on 3 in. sandwich panel Signature C. G. Tyson, P.E. Date 11/18/94 Laboratory Construction Testing Corporation Number 94 -013 Type PA 202 -94 and 24 Hour Live Load Test on 4 in. sandwich panel Signature C. G. Tyson, P.E. Date 11/16/94 Laboratory Construction Testing Corporation Number 94 -012 S Type P.A 202 -94 and 24 Hour Live Load Test on 4 in. sandwich panel Signature C. G. Tyson, P.E. Date 3/16/95 Laboratory QC Metallurgical, Inc. Number 4LM -3150 Type Aluminum Tensile Signature Frank Grate, P.E. Date 1/4/95 n: u ' IZODCNTI ANOVS\ROOFING111P\9J094104 -2b- ACCEPTANCE No.: 94- 0901.04 MAY 1 8 1995 e Eisen, P.E. Plans Examiner Product Control Division Mite Aluminum Corp ACCEPTANCE No.: 94-0901.04 MAY 1 8 1995 EXPIRES : JAM 1 1 1996 • NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1.0 DESCRIPTION. PROPERTIES AND /OR PRODUCT CHARACTERISTICS: This approval refers to an aluminum roofed structure. The roof consists of the E.P.S. Roof Panel. This panel consists of a sandwich made of two exterior facings of 0.030 in. aluminum alloy 310541154 with a expanded polystyrene foam plastic core. The core shall have a nominal density of 2.0 lbs /ft'. The panels are manufactured in 3 in., 4 in. and 6 in. thickness. The supporting frame is made of aluminum beams and columns. 1.1 PRODUCT AS SHOWN ON DRAWING it 94 -190 Sheets 1, 2 and 3. INSTALLATION The panels may be used on canopies, with or without screened walls, attached to a structure at ground level adequate to provide support to the design vertical and horizontal loads imposed on the canopies. 3. L[M[TAT[ONS: These structures may be used as open canopies in connection with Group 1 occupancy when deflection is limited to span/80 and the span is limited to 12 tt as detailed in Subsection 2303.3(g) of the South Florida Building Code. Panels limited to a deflection, of span/180 may be used on roofs of open structures (utility sheds are not open structures) detailed in Subsection 2303.3(0 of the South Florida Building Code. These structures can be attached to the masonry wall but not to The fascia or eave of the roof. A registered engineer or architect proficient in structural design shall certify that the existing structure is adequate to carry the superimposed toads. 4. IDENTIFICATION & MARKINGS; These structures shall be identified with a permanent attached metallic label stating the manufacturer's name, city, state and "Dade County Product Control Approved ". The label shall be placed at the bottom of the chair rails at each panel of screened rooms and at each beam of carport and patio structures. Each roof panel shall be stamped with the same information. DAPt4O DCNTr AVO.\'S\tiOOFINGNM -2- APPROVED = iset .E. 1a�ls Examiner Product Control Division MET ;D® PRODUCT CONTROL NOTICE OF ACCEPTANCE Elite Aluminum Corporation 1801 N.W. 64 Street Fort Lauderdale FL 33309 Your application for Product Approval of: Aluminum Sandwich Panel Structures under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by Applicant has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Acceptance No.:9•l 0901.04 (Revises No.: 93 0314.9 (92)) Eiji (Suez Product Control Supervisor THIS N THE COVERSIIEET, SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL Expires:01 /11/96 CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Approved:05/18/95 -1- METROPOLITAN DADE COUNTY. FLORIDA METRO•DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130.1563 (305) 315.2901 FAX (305) 375.2908 PRODUCT CONTROL SECTION (305) 375-2902 FAX (305) 372 -6339 s anger, Director Building Code Compliance Dcpt. Metropolitan Dade County Mite Aluminum Corp, ACCEPTANCE No.: 94- 0901.04 APPROVED : A1N11 8 1995 EXPIRES : JAN 1 1 1996 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 5. CONDITIONS OF USE The design of the structural elements shall be based on the schedules detailed in the approved drawings. Aluminum extruders shall certify the raw aluminum used in these structures complies with 6063 -T6 specifications. 6. SPECIAL CONDITIONS: Applications for building permits shall be accompanied by duplicate prints of the following: a) Product approval drawings #94 -190 Sheets 1, 2 and 3. b) Site adaptation drawing showing actual field conditions: Type of beam and columns Type of roof panel c) Detailed Plot Plan d) Copy of this Notice of Acceptance Note: Drawing b) listed above shall be signed. dated and sealed by a Florida registered engineer or architect proficient in structural design. 3. EVIDENCE SUf3MLTCED; TESTS Laboratory Construction Testing Corporation Number 94 -010 Type PA 202 -94 and 24 flour Live Load Test on 6 in. sandwich panel Signature C. G. Tyson, P.E. Date ' 11/9, 10 and 16/94 and 1/11/95 u :1rnoncN n.wo,VsicooFrNcuci•0io9at01 -2a- ,,fair e Eisen, .E. Mar s Examiner Product Control Division f METROPOLITAN DADE COUNTY. FLORIDA NIETRO.0AOE FLAGLER BUILDING 8UILO NG CODE COMPLIANCE DEPARTMENT SUITE 1603 METRO o-OE FLAGLER BUILDING ts0 wESt FLAGLER STREET AtfAlll, FLORIOA 33130.1583 (3OS) 37S•2901 FAX (305) 375.2908 NOTICE OF ACCF,1'TA,N'CE; STANDARD Qt4'I)IT1ONS I. Extension of Acceptance may be considered after a new application has been filed and the supporting data, test report no older than ten (10) years, have been re- evaluated. All reports of re- testing shall bear the seal, signature and date of an engineer registered in the State or Florida. Any revision or change in the materials, use, or manufacture oldie product or process shall automatically be cause for termination, unless prior approval is granted for revisions or change. 3. ARV unsatisfactory performance of this product or process or a change in Code provisions shall be ,rounds for rc- evaluation. 4. This acceptance shall not be used as all endorsement of any product for sales or advertising purposes. The Notice of Acceptance rtuntber preccd :d by the words I)adc County, Florid :t, and followed by the expiration date be disp!tyed in advertisin__ Ii ;crature. Il attt• portion ui•the Notice of Acceptance is disltl.t■etl, theft it sita!I ire dune a lt its ctttirclV. 6. A copy ot'this approval as well as approved dra■vint.,s antd outer documents. ■■Itere it applies. shall be provided to the applicant by die manufacturer of distributors and shall be available fur inspection at the job site at all time. The prints need not be . re-sealed by the ent iiteer. 7. Failure to comply with Standard Conditions shall be cause for termination of Approval. I:a:ul l:thIi It ue/. I'rt'.!uct Control Suhen astir LG ENGINEERING SERVICES, INC. Consulting Engineers North Office: 7370 N.W. 36' Street Suite 374 Miami, Florida 33166 Mr. Lazaro Campos c/o Orlando Nunez 7526 Northwest 70 Street Miami, Florida 33166 Project: Dear Sirs; South Office: 13380 S.W. 131 Street Suite 120 Miami, Florida 33186 Tel: (305) 994-8128 Fax: (305) 994 -8135 TILUPLIh 'I FST Riveron Residence 560 Northeast 93 Street Miami, Florida Information provided by client: Permit Number: 4x3432 4 35c) -.S Date Completion: October 5, 1998 Roofing Contractor: `Ir. Lazaro Campos LG Engineering Services, Inc. Project Number: LG98 -1014 (Testing Laboratory Certificate # 95- 0607.05) c.I.v•I•L E•N•G•I•N•E•E•R October 8, 1998 In accordance with your request and authorization, a representative of LG Engineering Services, Inc. completed the Roof Tile Uplift Test for the rear addition at the above referenced project. This testing was performed in general accordance with Protocol PA 106 -94 -- Field static uplift test for mortar or adhesive set tile systems and mechanically attached, rigid, discontinuous roof systems. The total of the tested roof surface area was less than 5000 square feet, and the mean height of the roof is less than 15 feet above ground surface. The type of tile used for this project was reported to be Flat Pioneer Roof Tile. This tile was reported to have been foamed in place. At the time of this testing, a total of forty -five (45) tests were conducted; ten (10) at the roof perimeter and ten (10) at the roof corner and twenty -five (25) in the field area. More than 5% of the roof tile located in the field area and more than 10% of the roof tile at the roof perimeter were physically examined. Based on our test results, we conclude that the installation of the roof tile at the above referenced project meets the test requirement outlined in the above mentioned protocol. Attached please find a copy of our test report for your review. LG Engineering Services, Inc. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance, please do not hesitate to contact the undersigned. Respectfully submitted; LG Engineering Services, Inc. ohai .ad Sonny Salleh, P.E. Project Manager I1LE_CPLIET 1ESi Riveron Residence 560 Northeast 93 St:eet Miami, Florida VN North Ol.Qt12. 124b pert 1 44 z i'4 1 - 1 4 5f' Approximate Test Location LG Engineering Services, Inc. -- Tile Uplift Test Result -- Permit Number: 43032, Page 3 Note:- C = Corner P = Perimeter F = Field area LG Engineering Seri ices, Inc. -- Tile Uplift Test Result -- Permit Number: 43032, Page 2 Test Number 'Test Load (ib!) Test Status 24F 35 Pass 25F 35 Pass 26F 35 Pass 27F 35 Pass 28F 35 Pass 29F 35 Pass 30F 35 Pass 31F 35 Pass 32F 35 Pass 33F 35 Pass 34F 35 Pass 35F 35 Pass 36F 35 Pass 37F 35 Pass 38F 35 Pass 39F 35 Pass 40F 35 Pass 41F 35 Pass 42F 35 Pass 43F 35 Pass 44F 35 Pass 45F 35 Pass Note:- C = Corner P = Perimeter F = Field area LG Engineering Seri ices, Inc. -- Tile Uplift Test Result -- Permit Number: 43032, Page 2 Test Number Test Load (lbf) Test Status 1C 35 Pass 2C 35 Pass 3C 35 Pass 4C 35 Pass 5C 35 Pass 6C 35 Pass 7C 35 Pass 8C 35 Pass 9C 35 Pass 10C 35 Pass 111 35 Pass 12P 35 Pass 13P 35 Pass 14P 35 Pass 15P 35 Pass 16P 35 Pass 17P 35 Pass 18P 35 Pass 19P 35 Pass 20P 35 Pass 21F 35 Pass 22F 35 Pass 23F 35 Pass Report of TILE UPLIN "T TEST for Riveron Residence 560 Northeast 93 Street ■Iianii, Florida Permit Number: 43032 LG Engineering Services, Inc. -- Tile Uplift Test Result -- Permit Number: 43032, Page 1 ,Q 1 S 7 6 5 r 4 7 m5. 25 1 • 95. EV dd4? O $ •12l V a 138.16' - In 11 12 13 14 15 16 N 17 z. 4, 50' 79.03' 13' • . 5'SiD,EWALK . FOUND IRON BAR NATIONAL FLOOD INSURANCE DATA: Community - Panel No.: 120652 - 0093 J Flood Zone: Base Flood Elevation: - - -- ft FIRM Date: March 2. 1994 NE NE L OCATION SKETCH 93rd 92 nd BY: ST. ST FLORIDA INTERNATIONAL LAND SURVEYORS. 175 FONTAINEBLEAU BLVD.. SUITE 2L -1 MIAMI. FLORIDA 33172 PHONE: 551 -4302, FAX: 551 -4265 LEGAL DESCRIPTION: Lot 2 and the East 30 feet of Lot 3, Block 57 of "MIAPMI SHORES SECTION No. 2" according to the plat thereof as recorded in Plat Book 10 at page_)! o" the Public Records of Dade County Florida. SURVEYOR'S NOTES: • Legal description was furnished by client. • Examination of Abstract of Title will have to be made to determine recorded • Instruments. 1 f any. affecting the property. • Legal description subject to any dedication. limitations, restrictions. reservation or easements of record. • Bearings, if any. shown hereon are based upon an assumed value of NSA. • Elevations. if any. shown hereon are relative to N. G. v. D. Benchmark No N/A • Underground improvements and utilities. if any. not iocated. • Fences ownership by visual means only. Legal ownership not determined. + This survey has been prepared for the exclusive use of the entitles named hereon and the certification does not extend to any unnamed party. • Not valid unless sealed with an embossed surveyor's seal. 1 HEREBY CERTIFY: That the attached BOUNDARY SURVEY of the above described property is correct to the best of my knowledge and belief as recently surveyed under my direction. and meets the intent of the Minimum Technical Standards set forth by the Florida Board of Professional Land Surveyors and Mappers in Chapter 61G17 -6. Florida Admin1strative Code. pursuant to Section 472.027 of Florida Statues. FLORIDA INTERNATIONAL LAND SURVEYORS, INC. VICENTE A. TOME PROFESSiONAL LAND 'SURVEYOR. NO. 3103 STATE OF FLORIDA BOUNDARY SURVEY FOUND DRiLLHOL 1 I 0• 1 0 1 C.B.S. 1 WALL u_ 0 to ti N 05 F. 8. NO. : FOUND DRILLHOLE 154.26 ( a R) .lob No.: 269 -95 SI MI LAR GRADE 12' 2' x :3' SI DE BEAM (TYP ;) 3' x 3' x . 0 93' AL. COL. TYP, U. O. N. 6' -2i' (TYP. ) 0 EXI STI NG SLAB, V. I . F. EXI STI NG STRUCTURE 3' E. P. S. ROOF 2' x 5' x . 125' CONT. BOX BEAM 27' -8' 29' -8' 3' x 6 SCREEN DOOR PLAN VI Eu SCALE : 1 /4' = 1' -0' FRONT ELEVATI ON A SCALE : 1 /4' = 1' -0' 2' x 3' SIDE BEAM : (TYP.) --L EXI STI NG CONCRETE WALL 0 J 3' E. P. S. ROOF J 12' d • in • in a. ■ • 0 1 N .<1 NOTES' 1. DESIGNED IN ACCORDANCE WITH THE S. F. B. C. , 1994 EDITION. 2. REFERENCE KA DRAWING No. 94 -190, ELI TE E. P. S. ROOF PANELS, FOR ADDI TI ON NOTES, DETAI LS, AND FOUNDATI ON I NFORMATI ON. 3. ALL DI MENSI ONS SHALL BE VERI FI ED I N FIELD. 4. WHERE SLAB I S EXI STI NG, VERI FY SLAB CONFORMS TO TYPICAL SLAB EDGE DETAI L. aro gin try wU rip no. 95 -560 so* t1of 2 SCREEN ENCLOSURE MIAMI SHORES, i I W8'0'1 .9- I L _ .6- ,8 1. ' il4J , � ? 1111 SI MI LAR GRADE 12' 2' x :3' SI DE BEAM (TYP ;) 3' x 3' x . 0 93' AL. COL. TYP, U. O. N. 6' -2i' (TYP. ) 0 EXI STI NG SLAB, V. I . F. EXI STI NG STRUCTURE 3' E. P. S. ROOF 2' x 5' x . 125' CONT. BOX BEAM 27' -8' 29' -8' 3' x 6 SCREEN DOOR PLAN VI Eu SCALE : 1 /4' = 1' -0' FRONT ELEVATI ON A SCALE : 1 /4' = 1' -0' 2' x 3' SIDE BEAM : (TYP.) --L EXI STI NG CONCRETE WALL 0 J 3' E. P. S. ROOF J 12' d • in • in a. ■ • 0 1 N .<1 NOTES' 1. DESIGNED IN ACCORDANCE WITH THE S. F. B. C. , 1994 EDITION. 2. REFERENCE KA DRAWING No. 94 -190, ELI TE E. P. S. ROOF PANELS, FOR ADDI TI ON NOTES, DETAI LS, AND FOUNDATI ON I NFORMATI ON. 3. ALL DI MENSI ONS SHALL BE VERI FI ED I N FIELD. 4. WHERE SLAB I S EXI STI NG, VERI FY SLAB CONFORMS TO TYPICAL SLAB EDGE DETAI L. aro gin try wU rip no. 95 -560 so* t1of 2 SCREEN ENCLOSURE MIAMI SHORES, 2' x 5' x . 1 25' CONT. BOX BEAM W8'0'1 .9- I L _ .6- ,8 1. ' il4J , � � 1 44 -++ --"— 3' x 3' x . 0 93' TYP, U. O. N. ?"------- EXI STI NG CONC. WALL e--- -- EXI STI NG CONC. WALL SI MI LAR GRADE 12' 2' x :3' SI DE BEAM (TYP ;) 3' x 3' x . 0 93' AL. COL. TYP, U. O. N. 6' -2i' (TYP. ) 0 EXI STI NG SLAB, V. I . F. EXI STI NG STRUCTURE 3' E. P. S. ROOF 2' x 5' x . 125' CONT. BOX BEAM 27' -8' 29' -8' 3' x 6 SCREEN DOOR PLAN VI Eu SCALE : 1 /4' = 1' -0' FRONT ELEVATI ON A SCALE : 1 /4' = 1' -0' 2' x 3' SIDE BEAM : (TYP.) --L EXI STI NG CONCRETE WALL 0 J 3' E. P. S. ROOF J 12' d • in • in a. ■ • 0 1 N .<1 NOTES' 1. DESIGNED IN ACCORDANCE WITH THE S. F. B. C. , 1994 EDITION. 2. REFERENCE KA DRAWING No. 94 -190, ELI TE E. P. S. ROOF PANELS, FOR ADDI TI ON NOTES, DETAI LS, AND FOUNDATI ON I NFORMATI ON. 3. ALL DI MENSI ONS SHALL BE VERI FI ED I N FIELD. 4. WHERE SLAB I S EXI STI NG, VERI FY SLAB CONFORMS TO TYPICAL SLAB EDGE DETAI L. aro gin try wU rip no. 95 -560 so* t1of 2 SCREEN ENCLOSURE MIAMI SHORES, 3' E. P. S. ROOF 2' x 5' S LOPE x . 125' C CONT. BOX BEAM 3' x 3' x . 093' AL. COL. (TYP. ) FRONT ELEVATION SCALE : 1/4' = 1 ' -0' 3' x 3' x . 093' AL. COLUMN 0 ' U' NOTCH DETAI L SCALE 1 1-1/2' = 1' -0' 3' x 3' x , 093' AL, COL. 2' x 2' x 0' -1' x 1 /4' ANGLE ONE #14 SMS EXISTING STRUCTURE THRU BOLTS THREE -3/8' 0 2' x 5' x . 125' BOX BEAM ' x 2' 2' x 2' x 0' -.2' x 1/4' ANGLE ONE #14 SMS 1' x 2' 1-1/2' SLEEVE ANCHORS ® ALT. COLUMN CONNECTION SCALE ' 1-1/2' = 1' -0' V Z N F� , z ic Cle 4 W 4 co _ co ✓ ann Ci ta Y We i a. J L_ a t a F Y..1 "Nara cm M ES'.VAL, NO ttER Fl Icense Na 6'E 01Q983 1.1 *la fln by vac d.ecktO by anc droT no no. 95 -560 ( sh. .t 2 oft , TABLE 1 BEAM SCHEDULE L /80 BEAM SECTION SPAN TABLE FOR DIFFERENT TRIBUTARY WIDTHS aT - Iw TYPE NARK UM ( ( v W O 5' -0' 5'-6' 6'-Q' 6'-6' 7' -0' 7'-6' 8' -0 8'-6' 9'-0' SS O 2 4 0.053 0.055 5 -7 5 -4 5- 1 4 -11 4 -9 4 -8 4 -6 4 -4 4 -3 LB O 2 4 1055 0090 5 -8 5 -5 5 -3 5- 0 4 -10 4 -9 4- 7 4 -5 4 -4 t_3 O 2 6 0.035 0.130 8 -3 7 -11 7 -7 7 -4 7- 1 6 -10 6- 8 6-6 6 -4 13 O 2 7 0.055 0.130 9 -2 8 -9 8 -5 8 -2 7 -10 7 -7 7- 5 7 -2 7- 0 LB O 2 8 0.072 1224 12 -3 11 -9 11 -4 10-4 10-7 10_-_4 10-_ 0 9 -9 9 -6 LB O 2 9 1072 0224 13- 3 12- 9 12- 4 11 -11 11- 6 11- 2 10 -10 10- 7 10- 4 TABLE 6 SIDE BEAM SCHEDULE aT - " MARK L/80 TYPE L /180 10 3- 7 1 3 0 11 5 - 9 6' -0' • - 9 n_( 7' - 6' B' -0' 8'-6' TABLE 2 BEAM SCHEDULE L /180 BEAM SECTION • SPAN TABLE FOR DIFFERENT TRIBUTARY VIDTHS aT - m TYPE MARK A o <si B <tAO Tir (ONO TF ad 5' -0' 5'-6' 6' -0' 6'-6' 7' -0' 7' - 6' B' -0' 8'-6' 9' - 0' SP 2 4 0.055 0.055 5 -2 5- 0 4 -11 4 -9 4 -8 4 -7 4 -6 4 -4 4 -3 LD O 2 4 0.055 1090 5 -2 5- 0 4 -11 4 -10 4 -8 4 -7 4 -6 4 -5 4 -4 LB O 2 60.055 0130 7 - 9 7 -7 7 -5 7 -2 7 -1 6 -10 6 -8 6 -6 6 - Ll O 2 7 1035 1130 9 - 0 e - 9 a - 5 8 - 2 7 -10 7- 7 7- 5 7 -2 7- 0 U O 2 8 x072 0224 11- 3 11- 0 10- 8 10- 6 ID- 3 10- 0 9 -10 9- 8 9- 6 LB c 2 9 0.072 0.224 12- 6 12- 2 I1 -10 11- 7 11 4 11 I 10 -10 10- 7 10 4 A T. Tf 0 SNAP BEAM CSB) 3'r 6 WIDTH • 2' -O' ER FACING FAZING E.P.S. ROOF PANEL (SEE TABLE 5) 5.562' VARIES; 6.562' 8.562' .062' 10 • x 2' LDDC" � 6.737' � ' VARIES• 6.737' -" 8.737' .062' 0 3.000' 16 GUTTER TABLE 3 II .37, 17 FASCIA A B (114) (114) 3 3 2 3 3 4 4 6 0.055 j muomommot, -- }-� I I - Mr JE : 2'x3' 1 1'x2' U COLUMN SECTION Cu) 0.093 0.125 D. 125 0.075 .120' .056' (IM) 0.093 0.125 0.125 0.055 0.130 N 1 2.D00• J Cr) WALL HEADER COLUMN SCHEDULE MAX COLMNN SPACING TOR A GIVEN HEIGHT, IA aT - or> WITH OR WITHOUT SCREEN VALL 10 H-8 FN-9' 14r10.• $ -0 1 0 DEFLECTION 4 L/80 8 - 0 8 - 0 8 - 6 - Hall' 1' 4 7 - 0 0 TABLE 4 MARK T, (LU 0.093 0.125 0.125 COLUMN SECTION A B (1)D MO 3 3 3 3 4 4 2 4 6 Tf (IM) 0.093 0.125 0.125 0.055 0.055 0.055 0. MAX. COLUMN AC FOR A GIVEN FEI WITH OR VITHOUT S DEFLECTION < L /18o: 4 - 1 5 - 4 ti ■7.5' 14=8' 5 -0 6 -5 e - 0 8 - 0 4 - 6 H•9' 8 - 0 8-c 8- C 8- 0 H ■10' Hall' 6 - 8 5 - 0 2 - D S - 4 ECNERAL. NQTESI 1. THIS DRAWING SHALL NOT BE USED I3R PERMIT OR REPRODUCED WITHOUT THE WRITTEN PERMISSION OF KNOCEVICH 1. ASSOC., INC. ALL BUILDING PERMIT DRAWINGS MUST BEAR THE S1GNATuRE AND RAISED SEAL OF v. J. KNEzEvICH, P.E. AND MUST NAvS 'ELITE' 1N RED ACROSS THE FAG£ OF THIS DRAWING. 2. THIS EXPANDED POLYSTTRDE (C. P.S.) ROOF PANES, AND SCREEN E>+GT.DSift IS DESIGNED IN ACCMIN CE WITH TN€'SOUTN FLORIDA BUILDING CODE (S.F.B.C.), 1994 EDITION AND THE S.F. B.C. 1994 DRUWARD COUNTY EDITION. WIND MITES ARE IN ACCORDANCE WITH ASCE7 -GS WITH A.-BASIC V1ND vEtOCITY OF ilo 14PN IMO f � IMPORTANCE FACTOR. 3. DESIGN LOADS. ROOM DEAD LOAD ■ 2.0 ►SF DOWN C1.0 PSF FOR UPLIFT) LIVE LOAD • 30.0 -ROSE WIND LOADS ARE CALCULATED 1N ACCORDANCE WITIO. USING THE CRITERIA FOR 'BUILDINGS' IN TABLE 4 NiIf PRESSURE C[EFTICID(T OF 0.73 FRO4 TABLE 9. SCREEN WALLSH WIND LOAD ■ 21.6 PSF - SCREEN WALL WIND LOADS ARE CALCULATED IN, WITH 14 OF THE ASCE 7-88 WITH Cf • 1.5, AN(D! 0.4. 4. DEFLECTION CRITERIA FOR COLUMNS, BEAMS, AND ROOF PA . -L/80 FOR ROOF PROJECTIONS mom EXISTING STRUCTURE LESS THAN OR EUl)AI, Tt>i :; 2. - -- ._FEET WHEN.USEM- FOR- RESIDENTIALOCCUPANC7 -L/180 FOR Roo- PROJECTIONS FRO4 EXISTING STRLI"»TlIRE GREATER THAN 26 FEET Al ALL CD$4FRCIAL PROJECTS. 5. SCREEN FABRIC OPENINGS SHALL B£ 60% 7 THr GRCt51- AREA OR CREATES!`. 6. ALL ALUMINUM EXTRUSIONS SHALL BE 6063 -T6 ALLOY, UNLESS OTHERWISE NOTED. SHAPES OF ALLJ4INUN STRt1CTLRAi. N»(BEPS SIRALL PC AS SHOWN ON THIS DRAVIIN'€ VBTH WALL THICKNESSES AS SPECIFIED EXTRUSION THICKNESSES MAY NAVE A TOIFRA ;:' OF •0.0066', UN-ESS SPECIFIED AS 'A MINI U4, 7. ALL BOLTS AND SCREWS SHALL DE 8024 ALUNNYR A1J.DX, EL.ECTRO- GALVANIZED STEEL, HOT DIPPED GALVANIZED : ;S . TEEI„ OR' STAIN Es"'1. STOL. 8. ALL CONC.R£TE ANCHORS SHALL IrE SPECIFIED :Ot DRAWIM S.. EMBEDMENT LENGTHS NOTED ON DRAWING SMALL NOT INCLUDE srumd 0.R FINl H HATIRIAL. 9. CONCRETE TO DEVELOP A:HIN1NJM COMPRESSIVE STRI:MGTN# t7E 3000 PSI AFTER 28 DAYS. CONCRETE MIXTLORE AH» PILACFJENT TO COMPLY WITH THE PPaYISIONS or THE A.C.I. BUILDING COI E C1.RRDT;ED1TION. 10. REINFORCINGG SICELSMALL. BE A;TM A -615 GRAD£ 60. VEL3t0 Vint rABRIC SHALL COMPLY WITH AST* !l 1195 11. ADEOUACY or EXISTING STR%JtLPC: BE VERIFIED 8Y REGISTERED PROFESSIONAL ENGINEER PRIOR TO ATTACHMENT' Or NEW ; SCREEN ROOK STRUCTURE. 12. MINIMUM SOIL BEARING PRESSURE .SHALL,.BC P. 13 ALUMINUM MEMBERS IN CONTA:•T WI111 1190fORETCAAT room SHALL BE PROTECTED BY 'KOPPERS BITUMINOUS PAINT AC>' RDIING.TL1 S 0 B.C., SECTION 3004.4 (d) AND (e). WHEN IN CONTACT WITH PRESSURE ' TREATED VDQ8 TO BE IN ACCDRDN4CE WITH S.F.B.C.. SECTION 3004.4 (f >. I 4. Ti4I5; CANOPY CAN PNOT BE WILT AC AN ADDITION TD A PCBILE HOME. FP$ Mar PANG_ smcIFIC.ATID4t.N 1 PMEL.X y4.4 BE CikNPOSTTE SANCvICII PANELS COMPRISED OF ALUMINUM FACINGS WITH EXPOANLP ; PULYSTYRD E FOAM PLASTIC CORES. 2. PANEL. FACINGS SHA1,.1,, 0.030' V/0 PAINT ALUMINum ALLOY 3105 -H154. 3. PANEL GORC .:S HE ExpANNDED POL YS T YRENC WITH THE NOM I NNAL DENSITY 2.0 PCT. 4 . ADHES I VO ;SHALL X. Pr RAD 640 PRODUCED BY MORTON INTERNATIONAL SPECIALTY 031EMICALS OOP*, APPLIED TO BOTH SIDES OF THE CtRE MATERIAL. PANEL SPAN SCHEDULE ' V/ 1' -0' V/ 2' -0' OVERHANG OVERHANG 4' 6' L/8 0 11 - 3 11 - 8 13 - 6 1/180 9 - 10 L/8 0 11 - 7 10 -3 12- 0 13 - L /180 10 - 2 10 - 7 13 - 10 APH D 'EC MPtY • WITH T11: SOUTH; ftc.":J; EU LCI^IG CODE i 0 .j iC't U Z -647- VI V O - 0c n d m i N -I v, sg w z 010' Odt 10 I no .ww.;wwew.mr,,x tii ANC}CR ND& D4£0•E7/T CTYP) EXIGTTNG cCN . vALL STUCCO CP FINISH t AT At ttP. ALL16 COLUMN' a w . W_ a 3' PANS cps. RIDr PANEL / / / /// Y T OR D D • 1'-1• TO OVERHANG REQ D r•-0"I 1 I DEAN SPAN Cl 1 ?JEAN SPAN OR 1 DEAN VAN OR D RU COW* SPACING CQ SJIM SPACINGS C1Ll1M SPACING 1SEI SCNl:ILLD tSEE SO•EDULD ® TYPICAL SIDE BEAM TO COLUMN DETAILS =ALE 1 -7 /z. • J•-D• DOERICR PANELS vex ITV TAPCCN moan a 12' 4L V/ 1 -v4' Nix Demon D(TD CEPC ETE. FIR v_ CEN ECTIDJ 3/••• x Y LONG LAG SCREW t SC O.C. FIRST PVC. MACH =ID Vex ITV TAPCOI mom e r oL V/ ! -V4• Mix p48EDMpR DYTD C>rCRETL rOR v21CID CCHNECTIOI 3113", x S• LLNG LAG St3R£'1/S e r VALL NEARER 1B D4TDtEDR PM[LS v4•• T141U XX.T e 72• C.C. FIRST PAWL C£AOC SEGO Six v4'• THRU 3Q-T EQUALLY SPACED SIDE REAM 02 ®2D cR tl SIDE SCAN TO CO.uM Lltv+G r x e-v4• x .07E x BEAM DE)TI4 RE'CJ<IVD+G DC. v1T61 Tv0 ' 4 . 0 TMt1J LOUT CTTRU SIDE SCAR EACH imp AND TVD V4•• TOW MELTS Meet/ COLurt0 LENT. •CAM • ROOF' PLAN N.T.S. ANZHOR MM ExISTINC COc. VALL O PANEL TO WALL DETAIL SLALE, 1 -1re" ■ V-0' 5 !0 4' DR 6' PAWL ' . o , I WEAN SPAN DR 1 , T -0' COLIIM SPACING v4•• ITV TAPCOI A►JO- e 12. at v/ 1 -1/4' NUL EXISETAID4T MTV FIN vOCID CIZ cT� USE 3/8•• x S' LONG LAG Stvzvs t t0. at 0 A+QD • x 2' x 1Z3' AL. ANGLE. TTp L BOTT>?t DfT RICK PANELS 1/4'• TFRU KILT e6 a:. rot �• PANEL AND 5' ac. FIR 6' PANEL MST PANE. �o SIIID SIX v4•• T}RU )Q.TS rot 4• PANEL AND Elan. v4'• new LILTS Fot 6' emu. ruts/ PANEL EACy4 SIDE 3734011 X 4'•O USE r-r P V►E RE TVD vs•• mew XLTY V/ 1'0 x 0.031' CALM. STEEL vASNER AND 0.07' IJJAENE CASKET t Y oL FOt 3' PAN O. OR 8' DL ra 4' NO 6' PALLS TvD V4'• TTAU EQ.TS e 70' O.C. Y x 3' • i /B' COST. M- ANGLE. CTYP, )OEM SIDE: o' Bf/w PANEL TO BEAM DETAIL © SCALE, 1 -L2' ■ 1'-0' FRONT ELEVATION N.T.S. ® PANEL INTERLOCK DETAILS N.T.S. 2•x2'x vie ANGLEx: ON or WEAN tAcw 17DE;, :, V/ FIVE 114 .:T; TD COLOR( FDR.,J�EI11 OR SIX 114 9f1:: TD cce.Le N rot it* �J EPS RECIr P AN ca C) • rte sns ez .::.. ,►f1'i , �3ENt 43TCN 141,4. Aid:; rREIYIDE y . ' : : .k7X ; OLTAR PLATE BEAM TO COLUMN DETAIL = .x,.1-1.r ' ■ 1 in Par rAsTEN To DVDD{M De twat i/4• ►CR r yr xWx 3' STRAP a 4'-0. oz. v/ Ito sxs Eaa Dm z;:>:; ©IR ELITE MALE GUTTER 'E' GUTTER DR DRIP EDGE rAStu ( APPROVED AS COMPLYING v;TH THE cLU1H F' DpID' ELUDING CODE E DATF al 4 EY _____ PROD' ^: � \11 • C;S,O� BUILDING CX CCOMF'UANC E. OFFICE 4;CLr1A^ 9y "� TYPICAL COLUMN TO SLAB EDGE CONNECTION DETAIL SCALE i 1 -1/2• = 1' -D' 4' Tram =CRETE SLAB V/ V x 6', VL4 x VL4 VVM (TYR) TYPICAL CHAIR RAIL DETAIL SCALE' 1 -1/2' ■ 1' -0' caw. CZP(dKTt =TING V/ t '3 RUMS (TYn ,DACE. 3/4' • 1' -C' 20• TYPICAL SLAB EDGE DETAIL ®V/ 1/4'0 ITV RED HEAD SLEEVE AMC1[RS e 16' D.C. CTYP) NI TYPICAL COLUMN TO SLAB EDGE CONNECTION DETAIL SCALE( 1 -1/2' = 1' -0' / /// / /// // z L3 • un L4 - USE t TRI /. AREA • ( LL /t • O.M. X - CASE 3 TRII. AREA • ( L3 /2 • L4/2 Lan z t 1.5/2 H � TR p C A S E 1 *II. AREA • ( LI/2 • L2/2 ) x (L3/t ) TRIBUTARY WIDTH /AREA ,< 28 �< 48 ,< 64 ,< 72 COLUMN TO FOUNDATION ANGLE SIZE :EACHSIDE Or COLUMN) 2' x 2' x 1/4' x D' -1 3/4• 2' x 2' x 1/4' x D'-3' 2'x2'xV4'xD'-4' 2' x 2• x 3 /B' x C' -4' b) TVO 114 SMS a) TVO 3/8 b) THREE 114 SMS a) TV0 3/8'1 b) FOUR 114 SMS a) TV0 3/8 b) rDUR 1,4 Sr.S CCH BETE ANC HDR CEAC14 ANGLE) 1/2'1 ITV RED HEAD VEDGE ANCHOR V/ 2 -1/4' EMBEDMENT 5/8'1 ITV RED HEAD VEDGE ANCHOR V/ 2-3/4' EMBEDMENT 3/4 ITV RED HEAD VEDGE ANCHOR V/ 3 -1/ EMBEDMENT ) x ( L3/2 ) ) x (_4.6! *.L2 5 /B'1 ITV RED HEAD VEDGE ANCHOR V/ 2 -3/4' EMBEDMENT u GM ;,,. AFPROYCr: kS C9"„PLYINC WITH SOUTF FLO" BU:LD: C CODE 5 DAi L . 1 /40 LP 19 "[ /` EJIL DIN;. C'Y`. Oi '.,. -: ,GC' OFFICE ( 4 alassmilmi ......_! t i .....,,,,.:.. :die r e r ...._ l' ,•..•_.•• .; • . ••. r r A d 3/„ 1 n'nu ' 1/4:N � \_ all H1AL TYPICAL COLUMN TO SLAB EDGE CONNECTION DETAIL SCALE i 1 -1/2• = 1' -D' 4' Tram =CRETE SLAB V/ V x 6', VL4 x VL4 VVM (TYR) TYPICAL CHAIR RAIL DETAIL SCALE' 1 -1/2' ■ 1' -0' caw. CZP(dKTt =TING V/ t '3 RUMS (TYn ,DACE. 3/4' • 1' -C' 20• TYPICAL SLAB EDGE DETAIL ®V/ 1/4'0 ITV RED HEAD SLEEVE AMC1[RS e 16' D.C. CTYP) NI TYPICAL COLUMN TO SLAB EDGE CONNECTION DETAIL SCALE( 1 -1/2' = 1' -0' / /// / /// // z L3 • un L4 - USE t TRI /. AREA • ( LL /t • O.M. X - CASE 3 TRII. AREA • ( L3 /2 • L4/2 Lan z t 1.5/2 H � TR p C A S E 1 *II. AREA • ( LI/2 • L2/2 ) x (L3/t ) TRIBUTARY WIDTH /AREA ,< 28 �< 48 ,< 64 ,< 72 COLUMN TO FOUNDATION ANGLE SIZE :EACHSIDE Or COLUMN) 2' x 2' x 1/4' x D' -1 3/4• 2' x 2' x 1/4' x D'-3' 2'x2'xV4'xD'-4' 2' x 2• x 3 /B' x C' -4' b) TVO 114 SMS a) TVO 3/8 b) THREE 114 SMS a) TV0 3/8'1 b) FOUR 114 SMS a) TV0 3/8 b) rDUR 1,4 Sr.S CCH BETE ANC HDR CEAC14 ANGLE) 1/2'1 ITV RED HEAD VEDGE ANCHOR V/ 2 -1/4' EMBEDMENT 5/8'1 ITV RED HEAD VEDGE ANCHOR V/ 2-3/4' EMBEDMENT 3/4 ITV RED HEAD VEDGE ANCHOR V/ 3 -1/ EMBEDMENT ) x ( L3/2 ) ) x (_4.6! *.L2 5 /B'1 ITV RED HEAD VEDGE ANCHOR V/ 2 -3/4' EMBEDMENT u GM ;,,. AFPROYCr: kS C9"„PLYINC WITH SOUTF FLO" BU:LD: C CODE 5 DAi L . 1 /40 LP 19 "[ /` EJIL DIN;. C'Y`. Oi '.,. -: ,GC' OFFICE ( 4 alassmilmi e' C sTY tO5 .0G 4 ..4 : I '►2 1 t,i,2 5 J# f- '. 4'6) u c. s�'3 ; '.r,f r toil° � /.t ✓.st &1, cc..F4r1 1, ToP -cf (TV) t w 13. 6 X t\ tom r- i o 3 ° 0 p g U ' _ ♦ Q'u 6o wC. - f 144E fj G +) Or i h 17'o' 0 ' L.. c G4 I /4) .I1 *vw 1 ee=11 -e 1 ti •,ejVCCJ .t?:`1 ve4-T- kge ft. pi.414._ -- 4A 4 C. t 1 1 c0 �:f 1 ,u• 13 i » ouc.GA pi6AL 1 fe r.1G:. t-A $' v. jcI 61 - 'LOtir.)V/• 0514 W M(7Ik - f O • VA p (. e4 2�..tLIL y „ ..., �--- 2 401‘..C t4 4Te- Are(61 rLsa ivSl�C rt �•�N )1.001,C4 T$5 ei A at'MG op 1,00 F' F- 6povi.O Amt) -ri4 * C)ft)Qrrio) Ot»)o; C Q 1-11) Coin..: IN 24 DA" CO v t 3 poor: NG 5 -!. OgeiAA ti *- t F CaVv I12, (l jl✓ t• 410 = 624 0 -4 0. r , *„..-...-..... • ' . ' r ' --`-'17.--7-.: - 7.7 / 1 - ----- • -:-.--, ...I... .3 1 _ . .. .. , ._ ,..-_.. , --- ..--.- — ..,.. • - — , .-.....-........... . . - „ 1.3'U ' , • , r k tAfi: . , . -Pole-10.. cts?-tit- — F-:)-1-..-.y. 7 --:' ' 1 \3t . Qkl (3 ,.,- ,,_,,Lx (0. ei.sl',: .s.t"k i .1 ....rs. ' ',' - ,.. ___-.. 4=-0* c.c,. • .-,. E 3 4 1 lot ?) G AL . ' ' * -k.sts."'\ ?..•4 - 1 - :_ii,'''is 2 ,00.. ,)1' l''''.7.1fr)"*:• ,51 s-i r 'P > , -.- , -i ,,,..,( • ,, lb Alcr..u. - 4 - 1 -,. 4 -- lot : - ' - 1 • ‘ — \ _ q,.. L • . , , P_„....A 7 - . - ,...., 1 ii,.. -...._ 4._ . . ....- . . : .J.'''T••'' • •., r••• • •• t 1, ---. -----,,, .. ._ t A 1. C , Nk 4-°141416s1°1 r A-0c(3 611 AP('-‘4k1Ce-r 6t4 0L'fmrkt, 131-t?4 \ o kA\A\AI . / 4 4:4 444 )4SCtA � G 01 S`.. D. Ca /1; ,10/10 M.: s' yr Y U( G O b t T 111 )4•Qc`‘k 1161 o z A.ao B ( L, 5. ��H tJ FORD 1712 S. W. 1st Street Miami 35, Florida Telephones: 9-350$ 86 -4092 r rt 7 N 6 11 112 _!* ti. j Lvr D 7'.4 5 . 6 C of P 35.ie MI alkc »+�:� L6NIN c R =` 1 - C GU. F l, Niltl t_Or� :> rf3AC- < 5 13 -.a5- Fr S I E t- :> ► 0 Pr, 15 FT, GJ I_. U (: A T/ U// i *l /J/V-' IL .11. S. WAV. COrATiNUe9 7 r Qi 1 HEREBY CERTIFY that the attached sketch represents a survey made under my direction and is true and correct to the best zny knowledge and belieL ' . There are qcl a hmen � except as shown. f' - 4 .- 1(4t :_ T£RED LAND SURVEYOR 421 STATE OF FLORIDA r? C)P n, �3 Fso :STF2I ET. #- - - 5' SIOY1/\1_K q DRILL , 1-q 5• 11 Q I SQi cV r IN - Tci. GP 4A‘Al4 r-ca 1.1N1 Date A P r4. 1 t. 33, 4`_ - -- PcAeveR LINE s r'orris wiREJ- I�TI •% .i& DRILL 140! -a L . L, :. E y +* COL. ' WATER MAlri Iti 5 ,Or LoTiS. l.qT' T1t ,'. LESS Ylt w1~> -I' zort E r, ot'�. S�c�c;}c' MtAMt.'51 -ic?R s s e c , . ;2 According to the Plat thereof as recorded in Plat Book 10 , at Page 37 Public Records of Dade County, Florida: For 1viR. VI R. . G4 ltiLI t -a, ,tq t 560 r ...._ safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When w.. you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for • . HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © Iris the responsibility of the installertbuilder, building contractor, licensed contractor, erectoror erection contractor) to properly receive. unload. store. handle, install and brace metal plate connected wood Losses to protect life and Drooerfv. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate institute. . CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installation begins. Care should be exercised in banding re- moval to avoid shifting of individual trusses. I Ak WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate institute, inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be nolefzs than 2x4 grade marked lumber. All connections should be made with minimum of 2 -16d nails. All trusses assumed 2' on- center or less. All multi -pjy trusses should be connected together inaccor- dance with design drawings prior to installation. TRUSS STORAGE I A CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. Frame 1 DA, NGR_: DANGER designates a condition } here fa' ure t o'ollow instructions or heed warn- y,t r �.. jig will most l ikely result in serious personal =:r injury or death dr` damag ' e to structures. =WARNING: A»WARNING describes a condition where failure to follow instructions could result in severe persona! Injury or damage to structures. 1 14 4 k 1 CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. ,, . 1 ® DANGER: Do not store bundles uprigtit unless property braced. Do not break bands until bundles are placed in a stable horizontal position.` A DANGER: Walking on trusses which are lying fiat is extremely dangerous and should be strictly rohibited. , - . ® WARNING: Do not attach cables, chains, or hooks to the web members. • Tag Line or less Approximately 1 /2 truss length Toe in Spreader Bar To In a Approximately 1/2 truss length Truss spans less than 30'. Spreader Bar Approximately 1 /2 to 3'i truss length Less than or equal to 60' Approximately 1/2 to Y) truss length Less than or equal to 60' Toe In Tag Une Toe in CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible. GROUND BRACING:BUILDING INTERIOR Ground brace vertical (GBV) Tag Une MECHANICAL INSTALLATION Ufting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. 1 °' floor Tag Une GBD Top Cho d� LBT j � i C ✓2 2 Top Chord - --4 / GBV At or above t mid- height Frame 2 Tag Line Tag Une Strongback/ Spreader CAUTION: Ground bracing required for all installations. Greater than 60' A . WARNING: Do not lift single trusses with spans greater than 30' by the peak. Bar L1OLILM MEE Approximately to 3/4 truss length 10' 10' 10' __..eal ,.....1-----voLumen.._- I _ Approximately ,J Strongback/ SpreaderBar 2 /3 to Yi truss length Greater than 60' GROUND BRACING: BUILDING EXTERIOR Ground brace diagonals (GBD) Ground brace vertical (GBv) Strut Backup j • 1 ; (ST) ground stake Driven ground stakes - Typical horizontal tie member with multiple stakes (HT) A Typical vertical attachment • Blocking End WaII Sid Plan Ground Brace , J , Verticals GBV) a 1i truss of bra oup of trusae ce (EB) Top chords that are laterally braced can buckle together and ca use collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Up to 28' Over 28' - 42' Over 42' - 60' Over 60' MINIMUM PITCH DIFFERENCE 2.5 3.0 3.0 TOP CHORD LATERAL BRACE SPACING(LBs) 7' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (D8S) (# trusses] SP/DF 17 9 5 SPF /HF 12 6 3 See a registered professional engineer DF - Douglas Fir-Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required Attachment Required t 1 10' or Greater SP - Southern Pine SPF - Spruce- Pine -Fir 12 4 or greater All lateral braces lapped at least 2 trusses. Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH 4/12 4/12 4/12 TOP CHORD LATERAL BRACE SPACING(LBS) 8' 6 ' 5' TOP CHORD DIAGONAL BRACE SPACING (DBS) (# trusses] SP /DF 20 10 6 SPF /HF 15 7 4 See a registered professional engineer DF - Douglas Fir - Larch HF - Hem -Fir All lateral braces lapped at (east 2 trusses. 12 / )' sT V <9 • SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required PITCHED TRUSS A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. J Top chords that are laterally braced can buckle together and causecollapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH TOP CHORD :: LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (D8s) '' [# trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1.1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(In) 11200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/Z' 25.0' L(in) 1/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' • - DF - Douglas Fir -Larch HF • Hem -Fir Top chords that are laterally braced can buckle together and cause collapsed there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS A WARNING: Failure tofolrow these recommendations could result in severe personal injury or damage to trusses or buildings Maximum Misplacement Diagonal brace also required on end verticals. PLUMB SP - Southern Pine SPF • Spruce - Pine -Fir Truss Depth D(in) F Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. A WARNING: Do not cut trusses. INSTALLATION TOLERANCES 1 ±W' Frame 6 1 L(in) 12 — 13 or / greater Length L(in) a • All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required BOW Lesser of L/200 or 2" L(in) ......:::::..... ...... OUT -OF -PLANE INSTALLATION TOLERANCES. Lesser of L/200 or 2" A DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONALBFtACE SPACING (D8 [# trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir ,y . The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD, I Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1 1P• s 20'(08 Aigeo.> s '� � SPF /h' 2 � 0 •C, • _•1"./i.i?'•,"••• ...4*140, End diagonals are esse stability and must be dupl both ends of the truss system. End diagonals are stability and must be duplice both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 3` es) Continuous Top Chord Lateral Brace Required Continuous —� Top Chord Lateral Brace Required Attachment Required — 30" or greater rte. 10' or Greater N Trusses must have lum- ber oriented in tha hori- zontal direction to use this brace spacing. - _ = < <<<ACES -32 Ver.1.1G> >>> =_________[ Customer Project # CORNER 2 Span _ = B1d(6/3/19 FORCES - LOAD CASE #1 2-5= 120 1 -2= -1349 4 -5= 1306 2-4=-1345 2 -3= 0 5 -1= 1306 3 -4= -402 PROVIDE FOR 508 LBS UPLIFT AT JOINT 1 (1.01) PROVIDE FOR 698 LBS UPLIFT AT JOINT 4 (0.86) PROVIDE 1 9 2 G L B S HORIZ. REACTION AT JOINT 1 (S 3X4 1 Truss ID Quantity . 4 -11 -6 4 -11 -6 � T � -7 �; e ra D d �_ _ , , A- I r--4 n, c REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 000790 CJ7 1 REACTIONS - SIZE 1 = -505 8.00 4= -812 2.50 J fiT. 5 a- ce 3X4 2 1X4 1 <<< <MITEK > > >> Wed Jun 1010001:25 1998 : Family # Top Pitch : 2.828/12 9 -10 -12 4-11-6 1X4 X4 4 -11 -6 9 -10 -12 4-11-6 4 -11 -6 1 RISE:2 -7 -13 RIGHT IHEIGHT :2 -7 -13 L. HL TO PK:10 -2 pp•N :9 -10 -12 LEFT HEIGHT:0- 3 -14_ _____ MAX STRESSES LOADING L(PSFD TOP 2 -3 =0.897 15 BOTT 4 -5 =0.455 TOP 30 BOTT 0 10 LL.DEFL. @5 =0.05 < L/360 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No,3N191S SP SP WEBS SPACING • 24.0 in. o. c. NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING LUMBER PLATE TYPE 1- 2= 59 2- 3= 166 4- 5= 37 5- 1= 13 1 1.33 1.33 UNIFORM RIGHT END VERTICAL IS NOT EXPOSED. A TRUSS CHECKED OR 49,20 WIND, ACLU. F . MEAAPS A 446 GRD A GALVANIZED SEEEXCPTT ATL( AS SSH SHOWN) SPECS, FR PLATES ARE MITEK M20-249,200 MANUFACTURED PLATE MUST T MI BE INSTALLALLED D ON N EA. . FACE OF E OF JOINT,SYMMETRICALLY(EXCEPT AS S1i0WN)DESIGN CONFORMS THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG JUN 1 0 1998 BOCA AR OCEANLINE(ASCE -93 6205 STATE OF : STEtttD s MII� MiTek' June 15, 1998 Best Truss 7040 S.W. 44 Street Miami, FL 33155 Re: Project #Comer, Truss ID:CJ7 (Process #898130224) Dear Sir: In reference to the above drawing sealed on June 10, 1998, the Duration Load Factor of 1.33 has been used in the calculation of connection to Hip Girder in accordance to Section 7.3.2 of ANSUAF &PA NITS -1997. The typical application of 4, 16d common wire nails, on a structurally sound 2 x 4, placed in a staggered row should not split the lumber. A minimum edge and end distance of 1" is required. Please call if I could be of further assistance. Sincerely, MiTek Industries, Inc. Junaidie Budiman, P.E. MiTek Industries Inc 7821 NW 67 STREET MIAMI FL 33166 USA FAX (305) 477 6594 TELEPHONE 1305) 594 3670 SUPPORT TRUSSES VALLEY TRUSSES 11 MINIMUM GRADE OF LUMBER T.C. 2x4 No. 2ND 19 SP B.C. 2X4 No. 2ND 19 SP Webs 2X4 No. 3 19 SP LOADING L (PSI) TOP 30 45 BOTTOM 0 10 \S In O.C. STANDARD ROOF VALLEY DETAIL 1 I 1 PARTIAL ROUE LAYOUT Supporting Truss 11 1 TPI -92 Crit. ssBC -91 Revised: 7/7/94 STR. INCR.: 33% DRAWN BY: P.G. CHECKED BY: J.A.I. RE ?. STRESS:YES VAU_.L'Y AREA 12 pitch 4 to 7 Volley trusses at 2' -0" o.c. max. 6" wedge nailed to truss w /2 -8d toe nails or bevel cut bottom chord of valley truss. 2x3 (typ) Strop ® 48" o.c. see note (c) below 3 NOTES: (a) Provide continuous bracing on verticols over 6' -3 ". Connect bracing to verticals w /2 -8d nails and bracing must be tied to a fixed point at each end. (b) Max. spacing for verticol studs .= 8' -0" On trusses with spans over 24'--O" the vertical should be spaced at 6' -0" o.c. me (c) Conn. for wind uplift w/ min. 1 1/4 ", 16 ga. twist strap at 4' -0" intervals w /4, 10d nails each side of strap. Max 120 mph wind speed, 20' -0" mox woll height. 0 0 3x6 spi. (typ) Supporting trusses at 2' —O" o.c. max 1 MiTek Industries Inc. JAN 1 See note 5x6 spi. (typ) _PREPARED EY 111. C 4x4" Note: Ply wood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. Approved for MiTek Industries In = == ««ACES -32 Ver. 1.1 »» [ 038703 ] Hand cut »» : 17.73 Hand jig »» : 23.56 Com cut • 7.81 Customer : GEMA.CONT. Project #: 8G55 Span : 19 -6 Quantity : 2 _ = 81d(7/11/1997),v1.1 1-2 = -6998 2- 3 = -8628 3-4 =-8239 4-5 =-7976 5-6 =-8226 6-7= -10100 4x5 7 - 8 = L. HL TO PK:7 -2 -9 LEFT HEIGHT:O -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.00 1.33 8-9= 6315 9 -10= 6656 10 -11= 9798 11-12= 7976 12 -13= 8371 13 -14= 7085 PROVIDE FOR 1408 LBS UPLIFT AT JOINT 1 (0.59) PROVIDE FOR 1434 LBS UPLIFT AT JOINT 8 (0.60) PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT, Y = TOP) :[j10= 3,2],[j13= 3,2],(SYMMETRIC PLATING TURNED ON) 5 -2 5 -2 5 -7 5 -2 5 -2 REPETITIVE STRESSES NOT USED FORCES - LOAD CASE #1 14 -1= 6721 2-14= -2171 2 -13= 2413 3 -13= 576 3 -12= -741 4 -12= 1467 5 -12= 0 6- 7- 1- 0-1 0 5x6 4x5 , 4x5 • 3 4 2 13 12 14 4x9 5x6 5x6 6- 7- 1- 0- 0 INTERNAL RISE:0 -4 R. HL TO PK :7 -2 -9 SPAN:19 -6 RISE:2 -3 RIGHT HEIGHT:0 -6 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 4 -5 =0.620 TOP CHORD:2X6 No.2 19 SP BOTT 14 -1 =0.911 BOT CHORD:2X4 No.2ND 19 SP LL.DEFL. @11 =0.23 < L/360 WEBS :2X4 No.3 19 SP LOADING PANEL(PLF) / JOINTS(LBS) TYPE Truss ID : H7T 5 -11= 1304 6 -11= -1862 6-10= 627 7 -10= 3811 7 -9= -2050 5x12 5 11 4x5 « «BEST.TRUSS.CO. » » Hand assembly» » : 14.14 Comp asssembly : 0.00 Fri Aug 14 15:12:51 1998 Family # : special Top Pitch : 3/12 Bot pitch : 4/12 REACTIONS - SIZE 1= -2406 7.25 8 = -2406 7.25 12 -6 15 -10 16 1G -6 5 -6 3 -4 1 -0 2 -8 4x5 4x5 7 9 5x6 5x6 3 -A 12 -6 1 15 -10 16 1 19-6 5 -6 3 -4 1 -0 2 -8 SPACING : 24.0 in. o. c. NO. OF MEMBERS = 2 3x6 e UNIFORM 1- 4= 90 4- 5= 203 5- 8= 90 8 -11= 20 11 -12= 45 12- 1= 20 ,. CONCENTRATED 11= 787 12= 787 CHORD: 10 -11; 11 -12; 12 -13 TO BE 2X4 No.1D 19 SP PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. 2 MEMBERS NAILED TOG. W/1 ROW(S) OF 16d NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF 16d NAILS 12 in. o.c(BOTT. CHS.) For Webs use 1 ROW of 16d NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 -88). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRO A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 TH1C nrctr.N 1C Ff1R TRIICC FARRTCATTnN f1NI Y.FnR PFRMANFNT Awn TFMPnRARY RRACING(WHIr.H 1C AIWAYC RFOnlrflNCIII T Rim; ARCHITFCT f1R FNr:INFFR_ c 1 2 = = =« «ACES -32 Ver. 1.1 »» Hand cut» » : 11.10 Hand Com cut : 3.86 Customer : GEMA.CONT. Project #: 8G55 Span : 19 -6 _ = Bld(7/11/1997),v1.1 1 -2= -2788 2- 3 = -3286 3-4 =-2464 4 -5= -2389 5-6= -2464 6 -7 =-4273 PROVIDE FOR 811 LBS UPLIFT AT JOINT 1 (0.65) PROVIDE FOR 811 LBS UPLIFT AT JOINT 8 (0.65) PROVIDE FOR 34 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT, Y = TOP) :(j10= 3,2],[j13= 3,2],(SYMMETRIC PLATING TURNED ON) 3x4 7-8 =-2916 1 L. HL TO PK:9 -3 -5 LEFT HEIGHT:O -6 ! LOADING (PSF) TOP 30 15 BOTT 0 10 8-9= 2768 9-10= 2918 10-11= 4145 11 -12= 2389 12 -13= 3188 13 -14= 2823 1 1 -10 1 5 -2 6 -g 1 9 -0 19 -6 5 -2 1- 2 -10 1 -6 5 -2 5 -2 R -2 FORCES - GRAVITY LOADS 14-1= 2678 2 -14 =-830 2 -13= 746 3 -13= 395 3 -12= -882 4 -12= 408 5 -12= 0 5x6 { 6 -2 1 9 - 1 -b 2 0 -10 [ 038704 jig »» : 16. 31 Truss ID : H9T Quantity : 1 5 -11= 293 6- 11 = -1771 6 -10= 382 7 -10= 1506 7- 9 = -880 5x6 5x12 4 5 12 11 3x8 3x4 5 -4 SPAN:19 -6 RISE:2 -9 15 -10 « « BEST.TRUSS.CO. » » Hand assembly» »: 6.99 Comp asssembly : 0.00 Fri Aug 14 15:12:54 1998 Family # : special Top Pitch : 3/12 Bot pitch : 4/12 REACTIONS - SIZE 1 = -1241 7.25 8 = -1241 7.25 16r10 1 19 -6 1 -b 2 -8 1 3-11 19 -6 15 -10 16r10 1 19 -6 1 1 -6 5 -4 1 -0 2 -8 3x4 INTERNAL RISE:0 -4 R. HL TO PK :9 -3 -5 RIGHT HEIGHT:0 -6 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 6 -7 =0.469 TOP CHORD:2X6 No.2 19 SP BOTT 10 -11 =0.816 BOT CHORD:2X4 No.2ND 19 SP LL.DEFL. @10 =0.18 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 10 -11; 11 -12; 12 -13 TO BE 2X4 No.1D 19 SP WEB 6-11 BRACED at 1/2 POINTS AS SHOWN ABOVE PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. Note:Use 1x4 or 2x3 Cont.Bracing conn.w /2-8d nails,or T -brace of same size and grade as web corm. to narrow face w /10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASjE7-88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /T 1-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT) R ENGINEER. = == ««ACES -32 Ver. 1.1 »» [ 038706 ] Hand cut »» : 48.94 Hand jig »» : 49.33 Com cut • 24.86 Customer : GEMA.CONT. Project #: 8G55 Truss ID : T1 Span : 19 -6 Quantity : 8 _ = B1d(7/11/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= -2690 5 -6= 2585 2 -7 =-369 2- 3 = -2397 6 -7= 1888 3 -7= 583 3-4= -2397 7 -1= 2585 3-6= 583 4 -5 =-2690 4-6= -369 PROVIDE FOR 816 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 816 LBS UPLIFT AT JOINT 5 (0.66) PROVIDE FOR 36 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6 -7 =3x4; 1-10 LOADING (PSF) TOP 15 L D BOTT 30 10 5 -4 -13 5 -4 -13 6 -10 -4 6 -10 -4 1 L. HL TO PK:10 -0 -10 LEFT HEIGHT:0 -6 SPAN:19 -6 9 -9 1 14 -1 -3 4 -4 -3 4 -4 -3 2x4 2x4 2 �Z:- 4 3x4 - da �. 7 3x4 STR.INC.: LUMB = 1.00 PLATE = 1.33 REACTIONS - SIZE 1 = -1241 7.25 5 = -1241 7.25 5x6 3 12 -7 -12 5 -9 -9 MAX STRESSES TOP 1 -2 =0.337 BOTT 7 -1 =0.874 LL.DEFL. @7 =0.11 < L/360 6 3x4 { « «BEST.TRUSS.CO. » » Hand assembly» » : 44.99 Comp asssembly : 0.00 Fri Aug 14 15:13:00 1998 Top Pitch : 3/12 1 19 -6 19 -6 5 -4 -13 6 -10 -4 R. HL TO PK :10 -0 -10 RISE:2 -11 -4 RIGHT HEIGHT:0 -6 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -32 Ver. 1.1>>» [ 038708 ] Hand cut »» : 25.45 Hand jig »» : 29.19 Comp cut • 11.21 Customer : GEMA.CONT. Project #: 8G55 Span : 19 -6 Quantity : 3 _ = Bld(7/11/1997),v1.1 1-10 3 -6 3 -6 LOADING L (PSF) D TOP 30 15 BOTT 0 10 REACTIONS - SIZE 1 =-1241 7.25 6 =-1241 7.25 4- 1- Truss ID : T2T PROVIDE FOR 816 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 816 LBS UPLIFT AT JOINT 6 (0.66) PROVIDE FOR 36 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT, Y = TOP ):[j9= 3,21,[j10= 3,2],(SYMMETRIC PLATING TURNED ON) 9 -9 5 -3 5x5 4 14 -7 -8 4 -10 -8 3x4 L. HL TO PK:10 -0 -10 LEFT HEIGHT:0 -6 3x4 3x4 3 2 M, ' ; I'L t � .'P 8 5x6 5x6 ' 5x6 4-R 1 3 -6 9 -6 10-6 15 -0 3 -6 5 -0 1 - 4 -6 4 -� INTERNAL RISE:0 -4 SPAN:19 -6 RISE:2 -11 -4 « « BEST.TRUSS.CO. » » Hand assembly» » : 20.29 Comp asssembly : 0.00 Fr Aug # 14 15:13:04 1998 Top Pitch : 3/12 Bot pitch : 4/12 2x4 5 1(1-0 19 -6 4 -10 -8 19 -6 4 -6 R. HL TO PK :10 -0 -10 RIGHT HEIGHT:0 -6 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 3 -4 =0.512 TOP CHORD:2X6 No.2 19 SP BOTT 7 -8 =0.753 BOT CHORD:2X4 No.1D 19 SP LL.DEFL. @7 =0.25 < L/360 WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 STR.INC.: LUMB = 1.00 PLATE = 1.33 REPETITIVE STRESSES USED CHORD: 8-9; 10 -11; 11 -1 TO BE 2X4 No.2ND 19 SP PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 PLATES ARE M1TEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,NDS,ANSI /TPI THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 3x4 6 = = =« «ACES -32 Ver. 1.1 »» [ 038707 ] Hand cut »» : 20.31 Hand jig »» : 23.29 Com cut • 8.95 Customer : GEMA.CONT. Project #: 8G55 Span : 19 -6 Quantity : 3 _ = B[d(7/11/1997),v1.1 FORCES - GRAVITY LOADS 1-2 =-2690 5-6= 2585 2 -7 =-369 2-3 =-2397 6 -7= 1888 3-7= 583 3-4 =-2397 7 -1= 2585 3-6= 583 4 -5 =-2690 4 -6 =-369 PROVIDE FOR 816 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 558 LBS UPLIFT AT JOINT 5 (0.54) PROVIDE FOR 36 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6 -7 =3x4; 1-10 LOADING L (PSF) D TOP 30 15 BOTT 0 10 5 -4 -13 5 -4 -13 6 -10 -4 6 -10 -4 { L. HL TO PK:10 -0 -10 LEFT HEIGHT:0 -6 SPAN:19 -6 STR.INC.: LUMB = 1.00 PLATE = 1.33 Truss ID : T1A 9 -9 4 -4 -3 3x4 MAX STRESSES TOP 1 -2 =0.337 BOTT 7 -1 =0.874 LL.DEFL.@7 =0.11 < L/360 REACTIONS - SIZE 1= -1241 7.25 5 = -1039 7.25 5x6 12 -7 -12 5 -9 -9 « «BEST. TRUSS. CO. » » Hand assembly» » : 16.19 Comp asssembly : 0.00 Fri. Aug #14 15:13:01 1998 Top Pitch : 3/12 14 -1 -3 4 -4 -3 3x4 { 19 -6 19 -6 5 -4 -13 6 -10 -4 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP 1 R. HL TO PK :10 -0 -10 RISE:2 -11 -4 RIGHT HEIGHT:0 -6 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -32 Ver. 1.1 »» Hand cut» » : 5.91 Hand Com cut • 2.06 Customer : GEMA.CONT. Project #: 8G55 Span : 9 -8 -12 _ = Bld(7/11/1997),v1.1 FORCES - LOAD CASE #1 1-2 =-1647 5-6= 2214 2 -7 =-501 2-3 =-2249 6-7= 1695 2-6= 683 3-4= 0 7 -1= 1608 3-6= 320 4 -5= -388 3-5 =-2242 PROVIDE FOR 819 LBS UPLIFT AT JOINT 1 (1.08) PROVIDE FOR 689 LBS UPLIFT AT JOINT 5 (0.84) PROVIDE FOR 150 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFTY= TOP):(j6= 3,2],(SYMMETRIC PLATING TURNED ON) 1 2 -7 -2 L. HL TO PK:9 -10 -9 LEFT HEIGHT:0 -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 1 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LUMBER PLATE 1 1.00 1.33 [ 038709 ] « «BEST.TRUSS.CO. » » jig »» : 8.69 Hand assembly »» : 3.72 Comp asssembly : 0.00 Fri Aug 14 15:13:06 1998 Truss ID : CJ7T Family # : special Quantity : 1 Top Pitch : 2.121/12 Bot pitch : 4.011/12 4 -2 -4 4 -2 -4 4 -2 -4 4 -2 -4 REACTIONS - SIZE 1 =-759 7.25 5 =-818 2.50 5-2 -4 5x6 R-8-10 5 -0 -4 1 3x4 INTERNAL RISE:0 -4 SPAN:9 -3 -12 RISE:2 -3 9 -8 -12 19 -2 4 -6 -8 9 -8 -12 4 -6 -8 LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1- 2= 51 2- 3= 105 3- 4= 167 5- 6= 37 6- 7= 23 7- 1= 11 2x4 1 3x4 RIGHT HEIGHT:1 -10 -10 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 3 -4 =0.432 TOP CHORD:2X6 No.2 19 SP BOTT 5 -6 =0.782 BOT CHORD:2X4 No.2ND 19 SP LL.DEFL.@6 =0.09 < L/360 WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 I0 -4 RIGHT END VERTICAL IS NOT EXPOSED. PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI/ 1-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITEC OR ENGINEER. FROM OCEANLINE(ASCE7-88). 6).11):4) = = =« «ACES -32 Ver. 1.1 »» Hand cut» » : 5.43 Hand Comp cut • 1.89 Customer : GEMA.CONT. Project #: 8G55 Span : 9 -8 -12 _ = B1d(7/11/1997),v1.1 FORCES - LOAD CASE #1 1- 2 = -1647 5-6= 2214 2 -7= -501 2 -3 =-2249 6-7= 1695 2-6= 683 3 -4= 0 7-1= 1608 3-6= 320 4-5 =-388 3-5 =-2242 PROVIDE FOR 819 LBS UPLIFT AT JOINT 1 (1.08) PROVIDE FOR 689 LBS UPLIFT AT JOINT 5 (0.84) PROVIDE FOR 150 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT,Y= TOP):(j6= 3,2),(SYMMETRIC PLATING TURNED ON) L. HL TO PK:9 -10 -9 LEFT HEIGHT:O -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.00 1.33 1 2 - 7 - 2 LOADING TYPE UNIFORM [ 038710 ] « «BEST.TRUSS.CO. » » jig »» : 7.98 Hand assembly »» : 3.42 Comp asssembly : 0.00 Fri Aug 14 15:13:07 1998 Truss ID : CJ7TA Family # : special Quantity : 1 Top Pitch : 2.121/12 Bot pitch : 4.011/12 4 -2 -4 4 -2 -4 5 - 2 - 4 4 -2 -4 4 -2 -4 REACTIONS - SIZE 1 =-759 7.25 5 =-818 2.50 MAX STRESSES TOP 3 -4 =0.432 BOTT 5 -6 =0.782 LL.DEFL. @6 =0.09 < L/360 REPETITIVE STRESSES NOT USED PANEL(PLF) / JOINTS(LBS) 1- 2= 51 2- 3= 105 3- 4= 167 1 -2 -4 INTERNAL RISE:0 -4 SPAN:9 -8 -12 RISE:2 -3 9 -8 -12 4 -6 -8 9 -8 -12 4 -6 -8 5- 6= 37 6- 7= 23 7- 1= 11 1 9 -2 !x4 3x4 { 1 0-4 RIGHT HEIGHT:1 -10 -10 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' 0.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE x-88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT ENGINEER. 1 = = =« «ACES - 32 Ver. 1.1»» [ 038712 1 Hand cut »» : 5.15 Hand jig »» : 6.84 Comp cut • 2.27 Customer : GEMA.CONT. Project #: 8G55 Span : 4 -10 _ = Bld(7/11/1997),v FORCES - GRAVITY 4 -5= 0 5-6= 364 6 -1= 345 1-2= -364 2-3 =-223 3-4 =-251 PROVIDE FOR 382 LBS UPLIFT AT JOINT 1 (0.86) PROVIDE FOR 178 LBS UPLIFT AT JOINT 4 (0.68) PROVIDE FOR 106 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFTY =TOP):(j5 =3,2],(SYMMETRIC PLATING TURNED ON) L. HL TO PK:4 -11 -13 LEFT HEIGHT:0 - 6 LOADING (PSF) TOP 30 15 BOTT 0 10 LOADS 2.6 =-80 2-5 =-141 3 -5= 290 1 -10 Truss ID : J5T Quantity : 2 REACTIONS - SIZE 1 =-445 7.25 4 =-262 2.50 2 -8 2 -8 - � 2 -8 2 -8 « «BEST.TRUSS.CO. » » Hand assemblyy» » : 04.1 Comp asssembly Fri Aug 14 15:13:11 1998 ecial Top Pitch : 3/12 Bot pitch : 4/12 { 3x4 INTERNAL RISE:0 -4 SPAN:4 -10 RISE:1 -9 4 -10 2 -2 1 3 -8 { 4 -10 1 -0 1 -2 {9 -2 4x5 4 3x4 0 -4 RIGHT HEIGHT:1 - 4 - 8 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 6 -=0.119 BO CHORD:2X4 No.2ND BOTT 6-1=0.119 SP LL.DEFL. @6 =0.00 < L/360 WEBS :2X4 No.3 19 SP SPACING • 24.0 in. o. c. NO. OF MEMBERS = 1 REPETITIVE LUMB PLATE = 1.33 RIGHT END VERTICAL IS NOT EXPOSED. PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' 0.C. OVER BOTTOM +C) ARES CEILING TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I, RXD PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -32 Ver. 1.1 »» Hand cut » » : 13.35 Hand Comp cut • 5.88 Customer : GEMA.CONT. Project #: 8G55 Span : 6 -10 = = Bld(7/11/1997),v1.1 FORCES - GRAVITY LOADS 5 -6= 817 6 -7= 717 7 -1= 680 1- 2 = -717 2-3 = -842 3-4= 0 4.5 =-156 PROVIDE FOR 439 LBS UPLIFT AT JOINT 1 (0.79) PROVIDE FOR 246 LBS UPLIFT AT JOINT 5 (0.66) PROVIDE FOR 148 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT,Y= TOP):(j6= 3,2],(SYMMETRIC PLATING TURNED ON) LOADING (PSF) TOP 15 L D BOTT 30 10 L. HL TO PK:7 -0 -8 LEFT HEIGHT:0 -6 1 -10 2- 7 = -191 2-6= 150 3 -6= 209 3-5 = 1 [ 038711 ] jig » »: 14.19 Truss ID : J7T Quantity : 4 2 -8 2 -8 3 - R 2 -8 2 -8 REACTIONS - SIZE 1 = -555 7.25 5 = -372 2.50 1 3-8 { 1 -0 { 8 1 -0 INTERNAL RISE:0 -4 SPAN:6 -10 RISE:2 -3 « « BEST.TRUSS.CO.» » Hand assembly» » : 10.64 Comp asssembly : 0.00 Fri Aug 14 15:13:09 1998 Family # : special Top Pitch : 3/12 Bot pitch : 4/12 3x4 6 -10 14 -2 3 -2 6 -10 3 -2 2x4 { 3x4 RIGHT HEIGHT:1 -10 -8 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 2 -3 =0.124 TOP CHORD:2X6 No.2 19 SP BOTT 5 -6 =0.252 BOT CHORD:2X4 No.2ND 19 SP LL.DEFL.@6 =0.02 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 0 -4 RIGHT END VERTICAL IS NOT EXPOSED. PROVIDE 2 *4 CONTINUOUS BRACING AT BOTTOM CHORD NOT EXCEEDING 4' O.C. OVER DROPPED BOTTOM CHORD AREAS WHERE CEILING IS NOT APPLIED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NOS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. 1 6)314 = = =« «ACES -32 Ver. 1.1 »» [ 038713 ] Hand cut »» : 3.43 Hand jig »» : 4.56 Com cut • 1.51 Customer : GEMA.CONT. Project #: 8G55 Span : 5 -0 _ = B1d(7/11/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= 0 3-1= 0 2 -3= 0 PROVIDE FOR 386 LBS UPLIFT AT JOINT 1 (0.85) PROVIDE FOR 207 LBS UPLIFT AT JOINT 2 (0.92) PROVIDE FOR 110 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:5 -1 -14 LEFT HEIGHT:0 -6 LOADING (PSF) TOP 30 15 BOTT 0 10 { 1 -10 { Truss ID : J5 Quantity : 2 REACTIONS - SIZE 1 = -454 7.25 3 = -46 2.50 2 = -225 1.50 5 -0 5 -0 SPAN:5 -0 MAX STRESSES TOP 1 -2 =0.270 BOTT 3-1=0.137 LL.DEFL. < L/360 5 -0 5 -0 « «BEST. TRUSS. CO. » » Hand assembly» » : 2.74 Comp asssembly : 0.00 Fri Aug # 14 15:13:12 1998 Top Pitch : 3/12 1Y 3 RISE:1 -9 -8 RIGHT HEIGHT:1 -9 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 REPETITIVE STRESSES USED N0. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 -88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NOS DESIGN SPECS, SSBC,ANSI /7PI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. SPACING : 24.0 in. o. c. = = =« «ACES -32 Ver. 1.1 »» Hand cut » » : 4.96 Hand Com cut • 2.18 Customer : GEMA.CONT. Project #: 8G55 Span : 3 -0 _ =B1d(7/11/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= 0 3-1= 0 2 -3= 0 PROVIDE FOR 328 LBS UPLIFT AT JOINT 1 (0.95) PROVIDE FOR 129 LBS UPLIFT AT JOINT 2 (0.96) PROVIDE FOR 68 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:3 -1 -2 LEFT HEIGHT:0 -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:3 -0 MAX STRESSES TOP 1 -2 =0.088 BOTT 3 -1 =0.045 LL.DEFL. < L/360 STR.INC.: LUMB = 1.00 PLATE = 1.33 [ 038714 ] « «BEST.TRUSS.CO. » » jig »» : 5.27 Hand assembly »» : 3.95 Comp asssembly : 0.00 Fri Aug #14.15:13 :13 1998 Top Pitch : 3/12 Truss ID : J3 Quantity : 4 REACTIONS - SIZE 1 = -344 7.25 3 =-26 2.50 2 = -135 1.50 3 -0 3 -0 3 -0 3 -0 1 9-2 3 RISE:1 -3 -8 RIGHT HEIGHT:1 -3 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /11 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WH1CH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = == ««ACES -32 Ver. 1.1 »» [ 038715 ] Hand cut »» : 3.05 Hand jig »» : 3.24 Com cut • 1.34 Customer : GEMA.CONT. Project #: 8G55 Span : 1 -0 _ = Bld(7/11/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= 0 3-1= 0 2 -3= 0 PROVIDE FOR 269 LBS UPLIFT AT JOINT 1 (1.15) PROVIDE FOR 53 LBS UPLIFT AT JOINT 2 (1.17) PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:1 -0 -6 LEFT HEIGHT:0 -6 LOADING (PSF) TOP 30 15 BOTT 0 10 SPAN :1 -0 Truss ID : J1 Quantity : 4 2x4 MAX STRESSES TOP 1 -2 =0.006 BOTT 3 -1 =0.003 LL.DEFL. < L/360 REACTIONS - SIZE 1 = -234 7.25 3 = -6 2.50 2 =-45 1.50 1 -0 9-2 1 -0 « « BEST.TRUSS.CO. » » Hand assembly» » : 2.43 Comp asssembly : 0.00 Fri Aug # 14 : 15 : 1 3 : 13 1998 Top Pitch : 3/12 3 RISE:0 -9 -8 RIGHT HEIGHT:0 -9 MINIMUM GRADE OF LUMBER TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 -88). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. -__« «ACES -32 Ver. 1.1>>>> « «BEST.TRUSS.00. » » [ 038716 1 yy Hand cut : 3.50 Hand jig »» : 5.14 Hand assembly llyy »> : 02 0 02 Cum Customer 1.22 Fri A51 Project 1998 Pro : 8GMA.CONT. TruSsD : V1 1 Top Pitch : 3/12 Span #: 80-5 -4 Quantity Span 10 -5 i P = = Bld(7/11/1997) v1.1 NOTES: 1 -Gable studs s aced at 72 inches o.c. 2 - Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end of gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:4 - 5 =3x4; 3 -10 -8 3 -10 -8 5X6 3x4 . 1 3 -10 -8 3 -10 -8 10 -5 -4 6 -6 -12 10 -5 -4 6 -6 -12 1 4X5 4 31x4 L. HL TO PK:3 -11 -15 LEFT HEIGHT:0-0 SPAN:10 -5 -4 RISE:0 -11 -10 RIGHT HEIGHT:0 -11 -10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X6 No.2 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0 =0.00 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING • 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT, BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. __« «ACES -32 Ver. 1.1» >> ( 038717 ] « «BEST.TRUSS.CO. » » Hand cut » » : 4.10 Hand jig » » : 6.03 Hand assembly» » : 2.58 Comp cut : 1.43 Comp asssembly : 0.00 Customer : GEMA.CONT. Fri Aug 14 15:13:15 1998 Project #: 8G55 3 Truss,ID Family V2 Top Pitch # : 313 Span : 12 -5 -4 Quantity : 1 P = = Bld(7/11/1997) v1.1 NOTES: 1 -Gable studs spaced at 72 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end of gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:4 :3x4; 3x4 4 -10 -8 4 -10 -8 4 -10 -8 4 -10 -8 5X6 12 -5 -4 7 -6 -12 12 -5 -4 7 -6 -12 4X5 3 4 rifx4 L. HL TO PK:5 -0 - 5 LEFT HEIGHT:0-0 SpAN;12 -5 -4 RISE:1 -2 -10 RIGHT HEIGHT:1 -2 - 10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X6 No.2 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. @0 =0.0 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING • 24.0 in. o c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI /TPI THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. [ 038718 ] « «BEST.TRUSS.CO.» » ===«« A Ver. 1.1 » > Hand i » » : 7.63 and assemblyy» » 0 3 0 27 C o m p cut » » : 1.81 9 Comp asssembly o cut _ Fri Aug 14 15:13;16 1998 Customer : 8GMA.CONT. Truss ID : V3 Family # : special Span n 14 --5 5 -4 Spa #: 8G55 Quantity : 1 Top Pitch : 3/12 _ = Bld(7/11/1997) v1.1 NOTES: 1 -Gable studs spaced at 72 inches o.c. qq 2 -Brace vertical studs ovided rdanCeewithestandardch end detail 3 -Continuous bearing p r 4 -Provide 1X4 plates ide 1X4 plates at each end ot gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6-7 =3x 1 1 5 -4 -4 5 -4 -4 5 -4 -4 5 -4 -4 5-10 5X6 5X6 2 3 14 -5 -4 8 -7 -4 4x5 5 9 -10 -12 14 -5 -4 44 4 -6 -8 1 4 -6 -8 L. HL TO PK:5 -6 -4 LEFT HEIGHT:0-0 SPAN;14 -5 -4 RISE:1-4 -1 RIGHT HEIGHT:1 - 2 -10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X6 No.2 19 SP BOT CHORD:2X4 No.2N1 19 SP BOTT 0 10 TOP 30 15 LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP ACING 24.0 in. o c. STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING MEMBERS i 1 REPETITIVE STRESSES USED NO. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL 0.00 MI FROM OCEANLINE(ASCE PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PL M B IS I FOR A TRUSS FABRICATION ONLY. FOR AND E TEMPORARY S BRACING (WH1CH ALWAYS N RE D)CONSULTEBLDGS T ARCHITECT OR ENGINEER. THIS DESIGN 1 = = =« «ACES -32 Ver. 1.1»» [ 038719 ] « «BEST.TRUSS.CO. » » Hand cut » » : 5.73 Hand jig » » : 8.42 Hand assembly» » : 3.61 Comp cut • 2.00 Comp asssembly : 0.00 Customer : GEMA.CONT. Fri Aug 14 15:13:17 1998 Project #: 8G55 Truss ID : V4 Family # : special Span : 16 -5 -4 Quantity : 1 Top Pitch : 3/12 _ = B1d(7/11/1997) v1.1 NOTES: 1 -Gable studs spaced at 72 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end of gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6-7 =3x4; 7 -4 -4 7 -4 -4 3 -8 -2 3 -8 -2 7 -4 -4 3 -8 -2 L. HL TO PK:7 -6 -15 LEFT HEIGHT:0 -0 SPAN:16 -5 -4 9 -10 2 -5 -12 5X6 2 9 -10 2-5-12 5X6 13 -1 -10 3 -3 -10 16 -5 -4 6 -7 -4 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X6 No.2 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP 4x5 5 16 -5 -4 34 3 -3 -10 RISE:1 -10 -1 RIGHT HEIGHT:1 -2 -10 STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE M1TEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ___« «ACES -32 Ver. 1.1>>» [ 038720 ] « « BEST.TRUSS.CO. » » Hand cut» » : 6.52 Hand jig » » : 9.58 Hand assembly» » : 4.10 Com cut • 2.27 Comp asssembly : 0.00 Customer : GEMA.CONT. Fri Aug 14 15:13:19 1998 Project #: 8G55 Truss ID : V5 Family # : special Span : 18 -5 -4 Quantity : 1 Top Pitch : 3/12 _ = Bld(7/11/1997) vl.1 NOTES: 1 - studs spaced at 72 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end of gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6-7= 3x4;7 :3x4; 4 -8 -2 4 -8 -2 L. HL TO PK:9 -7 -11 LEFT HEIGHT:0 -0 9 -4 -4 9 -4 -4 9 -4 -4 4 -8 -2 5X6 2 13 -10 1 18 -5 -4 4 -5 -12 4 -7 -4 13 -10 1 4 -5 -12 5X6 4x5 5 18 -5 -4 314 4 -7 -4 SPAN:18 -5 -4 RISE:2 -4 -1 RIGHT HEIGHT:1 -2 -10 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X6 No.2 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.00 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5t5) PSF DL,0.00 MI FROM OCEANLINE(ASCE7-88). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. c? . A y I . REA.(2 non s \ UPLIFTS 1414;TiOhb c. 1 IK1F J3 TIT, ■•■■■%Xl:-: i7I t I T r rt 1 LL_ T 2 T 1 4 -6 1— IT 1 HAL_ HA tz TSmss...7 - t -ST 19-6 SPAN 1-6 ■ SS- 1 3 - 8 X" -.-.` - - J5T OVERFRIMI NG BY 8LOR. --)\ 00 a 1— • cu if TRUSSES OYER 40 utstALLATKal9ufeRvIsE0 IIT WON. iNSPEc100 FIEOU1K0 • I 0/1 AAUITECT tSirli C. 305 I) • if GIRDER IN SYSTEM REFER TO ATTACHED ENGINEERING DWG. TRUSS PI FICEM 3/18" = 1 -0" TRUSSES ARE MANUFACTURED !N ACCORDANCE WI TH S.F.B.C. CODE: uto EsS OTHERWISE SPEC IF !ED. PLEASE REFER TO INDIvIUAL ENGD SHEETS FOR NUMBER OF PLIES AND NAILING/BOLT PATTERN REOUIRED FOR IRDERS TRUSSES, HIP CIROERS,ETC. LAN FOR TIE DOWN OF COMMON TRUSSES UP TO SO' 0 SPAN USE A BASCH ANCHOR OR SIMILAR STRAP AT EACH ENO. FASTEN WITH (3) - 16d NAILS STRAP TO ISE BENT AND NAILED ON FAR SIOS WITH ONE (1) 16d NAIL 1450 LBS. WORKING LOAD UPLIFT EACH. SUPPLIED BY BUILDER REFER TO ARCHITECT OR ENGINEER FOR COMPLETE TIE DOWN PROVISIONS FOR TIE BEAM, WALL ANO FOUNDATIONS CONOMONS. :!! IMPORTANT NOTE ,!, ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BE PERFORMED BY ExPERIENCE0 PROFESSIONALS. BEST TRUSS CO. EXPECTS THE TRUSS ERECTION PERSON to THOROUGHLY PREP THESE TRUSSES 'BEFORE ERECTING THEM. NO CONSIDERAIION wILL BE MADE BY TRUSS CO. FOR LOSS OF TIME OR ADDITIONAL CRANE uSAGE. BEST TRUSS WILL BE RESPONSIBLE ONLY FOR REPLACING OR REPAIRING DAMAGED TRUSS OR THOSE WITH mANuFAcTuRING DEFECTS OR DO NOT CONFORM TO APPROVED LAYOUT. IL LO ING T - 1 - 1 - N O D E S I • iImPORTANC WIND LOAD ROOF fRU5SE5 [fWtRo LIVE: 30 FI CHORD DEAD: 15 rEfoT I1 CHORO CA 0 : 10 TOT4ELOAD STRESS INCREASE: 1.33 CATEGORY: CATEGORY: GN VELOCI E FACTOR: DURATION UPLIFT CONNECTIONS TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY GP THE ENGINEER, ARCHITECT OR G.C., NOT THE TRUSS MANUFACTURER 00 NOT CUT OR ALTER TRUSSES EFORE NOTIFYING THE TRUSS MANUFACTURER. TRUSS LOADING CONDITIONS -- TOPCHORD N/P] TOP CHORD. DEAD: N/A BOTTOM CHORO DEAD: TOTAL LOAD (PSF): N/Il STRESS INCREASE: TY: 110 MPH 1.05 ■ ^ FACTOR: .33 NOTE: ALL TRUSSES ARE SPACED AT 24" 0.c. UNLESS NOTED UPLIFT CONNECTIONS TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY OF THE ENG.,ARCHT. OR G.C. , NOT THE TRUSS MANUFACTURER PECIAL HANGERS BY G.C. I a * U REVISION OF TI-115 SHOP DRAWING SY PROFESSIONAL ENGINEER IS IN COMPLIANCE OF POLICY NO. 5 METRO DADE COUNTY BUILDING AND ZONING DEPARTMENT EXCEPT FOR ALL BUILDING COMPONENTS NOT FABRICATED BY BEST TRUSS CO. REFER TO ARCHITECT OR ENGINEER FOR COMPLETE CORRELATION OF THE INFORMATION PROVIDED IN THIS SHOP DRAWING WITH ALL OTHER TRADES, STRUCTURAL SEAMS, WALLS AND FOUNDATION REQUIREMENTS OF THE S.F.B.0 21 --- (1) (13 STMEMENT: In my professional judgoment acd to ttw best of my knowledge and belief these plans and specifications comply with the applicable building codes. - The A/E of Records **ATTENTION BUILDER** ALL DIMENSIONS OVERHANGS, PITCH, ETC. TO in CHECKED BEFORE ORDERING TRUSSES IT IS YOUR RESPONSIBILITY TO CHECK OUR TRUSS PLAN LiJ LIJ • 0 X TYP OH OF TA 3 1 2 „-- At 4,-- , „ iiEMBERTO CONTRERAS, P.E. Consulting Engineer Civil/Structural 7035 S.W. 44 St. • Miami, FL 33155 hone: (3051E67 • (Florida PE-21522' DRAM GGG CHECKED FRC DATE 5/4/98 ac'E AS SHOWN ,J08 NO. 071,98 SIFT NO. oR SHEETS PREFABRICATED WOOD TRUSSES 0 24' O.C. (SUBMI ENGINEERED SHOP DWGS.) 2'X4' SCAB -ON BY TRUSS MFR. WHERE SHWON GYPSUM BOARD ON IX3 FURRING STRIPS AT 16' O.C. CONT. IX4 P.T. WD. FIRESTO CONC. TIE BEAM (SEE BEAM SCHEDULE) DROP OVER OPENING EXTENDING 4" ONTO EACH SIDE PREFABRICATED WOOD TRUSSES 0 24' O.C. (SUBMIT ENGINEERED SHOP DWGS.) R -19 (MIN.) INSULATION � 2 • /8" GYPSUM BOARD ON IX3 FURRING STRIPS - AT 16' O.C. CONT. IX4 P.T. WD. FIRESTOP CONC. TIE BEAM (SEE BEAM SCHEDULE) DROP OVER OPENING EXTENDING 4" ONTO EACH SIDE J /8 " GYP. BD. ON IX2 P.T. FURRING W/ R -3 (MIN.) INSULATION BET. FURRING 6-5. (NStx AliON TWt tuZIN6. CONT. 1X2 P.T. BACKING WOOD BASEBOARD COMPACTED SANDFILL 8' MAX. DEPTH TYPICAL PERIMETER CONC. MONOLITHIC FOOTING (REFER TO FOUNDATION PLAN) 4' CONCRETE SLAB W/ 6'X6' 1110 /10 W.W.M. ON 6 MIL. VISQUEEN VAPOR BARRIER ON CLEAN, WELL COMPACTED,TERMITE TREATED FILL WSEC -406 12 12 ROOF CONSTRUCTION SEE SECTION 2 BELOW MATCH EXISTG OVERHANG PARTIAL WALL SECTION W/ DROPPED BOT. CHORD SCALE 3/4" - I' -0" TYPICAL WALL SECTION ADDITION E ALTERATIONS: I. AREA OF ADDITION EXCEEDES 25% OP THE EXISTING RESIDENCE. PURSUANT TO 5.F.B.C. SECTION 104.2, THESE DRAWINGS SPECIFY RETROFIT WORK ON THE EXISTNG RESIDENCE, REQUIRED TO ENSURE THE ADEQUACY OP THE STRUCTURE N REGARDS TO ITS RESISTANCE TO HIGH WINS AN MNIMUM LIFE SAFETY STANDARDS. THE ARCHITECT WILL PERFORM FURTHER SITE OSERVATION DURING DEMOLITION TO VERIFY ANO CONFIRM COMPLIANCE THEREOF. 2. ALTERATIONS TO THE EXISTING RESIDENCE DO NOT EXCEED 50% OF THE REPLACEMENT VALUE OF THE EXISTING BUILDING. PURSUANT TO S.F.B.C. SECTION 104.3, NEW WORK WITHIN EXISTNG RESIDENCE IS INTENDED TO COMPLY WITH CURRENT CODE REQUIREMENTS, WITHOUT THE NEED TO UPGRADE THE ENTIRE RESIDENCE. GALV. MTL. TRUSS STRAP AT EA. TRUSS PER SNEDULE ON ROOF PLAN GALV. MTL. DRIP EDGE NAILED 0 4° O.C. OVER IX2 P.T. WD. SPACER a 4' X 16' SCREENED VENTS 0 8' -0" 0.C. ROOF CONSTRUCTION FLAT CONC. ROOF TILE ON MORTAR SET OVER 90# MIN. SURFACED ROLL POT- MOPPED OVER 30 * ASTM D226 TYPE I I FELTS TINTAGGED W/ 12 GA. NAILS AT 12' CENTERS TO 5/8" CDX PLYWOOD SHEATHING NAILED Wit& D NAILS AS PER ROOF PLAN NOTES oict• i i TOW 4 MO INI - _ 1 _ _ R MN MN _ _ NO MI IN _ ji LEI 24' MATCH EXISTG. OVERHANG SCALE 3/4" - I' -0" GALV. MTL. TRUSS STRAP AT EA. TRUSS PER SHEDULE ON ROOF PLAN GALV. MTL. DRIP EDGE NAILED 0 4' 0.C. OVER IX2 P.T. WD. SPACER 'lit, W0 4' X 16" SCREENED VENTS 0 8' -0' O.C. *ie T4 G Pct urw o TEXTURED STUCCO FINISH (SAMPLE TO BE APPROVED PRIOR TO APPLICATION) SMOOTH STUCCO TRIM SHALL BE FLOAT FINISH REINFORCED MASONRY W/ 8' STD. CONC. BLOCK AND 9 GA. LADDER TYPE HOR. REINF. AT 16' 0.0. VERT. (SEE STRUCTURAL NOTES) I #5 TIE DNOWN IN FILLED CELL FINISHED GRADE SLOPE AWAY FROM NOUSE AND IN FROM PROPERTY LINES FOOTING EXCAVATION (4' MIN. INTO COMP. PAD) COMPACTED FILL PAD (SEE FOOTING DETAILS) 0 FASCIA 4$ PITCH STUCCO RETURN- SLOPE OUTWARD SQUARE CUT IX3 PT WD BUCK 'T' NAILED TO CONC. 0 12" 0.C. DOUBLE STRENGT GLAZING ALUM. DADE CTY. APP'D. WINDOW DOUBLE STRENGTH GLAZING PER SCHEDULE REMOVABLE FIBERGLASS SCR CONT. SILICONE SEALANT BEAD 3-COAT STUCCO FINISH PRECAST CONC. SILL NOTE: SILICONE CAULK ENTIRE PERIMETER ONDZK F mimes A -I SITE PLAN / GENERAL NOTES / WALL SECTIONS A -2 FLOOR PLAN / ELEVATIONS/ WINDOW NOTES A -3 FOUNDATION / ROOF FRAMING/ DETAILS P -I SANITARY COLLECTION PLAN ISOMETRIC P -2 WATER DISTRIBUTION PLAN E ISOMETRIC M -I AIR CONDITIONING PLAN E DETAILS E -I ELECTRICAL PLAN/ RISER, PANEL SCHEDULE N.E. 92ND STREET N.E. 93RD STREET LOCATION SKETCH N.T.S. CD WINDOW HEAD ON MASONRY .IAMB SIMILAR SCALE 3'- r-o' � WINDOW SILL ON MASONRY W-08402 NrS W -08402 NT.& IX4 PT WD. NAILER AT ENTIRE PERIM. CAULK ENTIRE PERIM. GYPBOARD RETURN SILICONE CAULK ENTIRE PERIM. 1/4' X 2 1/2' ST. STL.. MASONRY SCREWS IN DRILLED HOLES 0 16" O.C.(JAMBS) AND 6' FROM EA. END WINDOW PER SCHEDULE GYP.BD. RETURN LOCK MECHANISM PER DADE COUNT( BURGLARY PREV. ORDINANCE MARBLE SILL I'X4' P.T. WOOD NAILER AROUND OPENING 1/2' GYP. BOARD ON IX2 P.T. FURRING -fixise INSULATION BETWEEN FURRING AREA TABULATION EXISTING A/C FLOOR AREA GARAGE & COVERED TERRACE PORCH / TERRACE ADDITION TOTAL A/C FLOOR AREA TOTAL COMBINED UNDER ROOF 954 S.F. 325 S.F. 270 S.F. 849 S.F. 1803 S.F. 2 128 S.F. FORCED ENTRY HARDWARE NOTES SOUTH FLORIDA BUILDING CODE, DADS EDITION 1994 I. FRONT ENTRY 000R LOCK: PROVIDE COMBINATION DEAD LATCH –DEAD BOLT OPERABLE WITH SINGLE MOTION N EXIT FROM INSIDE, WITHOUT USE OP KEY. 2. EXTERIOR PATIO DOOR LOCKS: PROVIDE LOCKSET AND AUXILIARY DOUBLE DEAD BOLT ON ACTIVE LEAF; 5J8" FLUSH BOLTS TOP ANO BOTTOM WITH METAL SLEEV S ON INACTIVE LEAP. 3. GARAGE TO LAUNDRY DOOR LOCK: PROVIDE PRIVACY LOCKSET AND AUXILIARY DEAD BOLT. 4. ROLLING WINDOW LOCKS: PROVIDE POSITIVE LOCKING WITH STRIKE AT JAMBS, CAPABLE OP RESISTING A MINIMUM OF 150 WS OP FORCE IN ANY MOVABLE DIRECTION, AND ENSURE THAT PANELS CAN NOT BE LIFTED FROM THEIR TRACK FROM THE EXTERIOR. 5. GENERAL REQUIREMENTS: 5.1 DEAD BOLTS SHALL Be PROVIDED WITH A MINIMUM OP ONE INCH (I ") THROW, WITH HARDENED CONSTRUCTION. PROVIDE CYLINDER GUARD ON EXTERIOR FACE, WITHOUT EXPOSED MOUNTNG SCREWS. METAL STRIKE SHALL COMPLY WITH THE REQUIREMENTS OF 5.7 BELOW. 5.2 ALL EXTERIOR LOCKS SHALL BE FITTED WITH CYLINDERS PROVIDING A MNIMUM OP 6000 KEYING COMBINATIONS. 5.3 ALL. EXTERIOR LOCKS SHALL BE CAPABLE OP RESISTING A FORCE OP 300 LBS APPLIED N ANY MOVABLE DIRECTION. 5.4 HINGES ON ALL EXTERIOR OUT –SWING DOORS SHALL HAVE NON – REMOVABLE PINS, BE PROVIDED WITH AN NTERLOCKING STUD, ANO NOT HAVE EXPOSED EXTERIOR SCREWS. 5.5 W000 BUCKS ANO JAMBS SHALL. BE ANCHORED TO WOOD, MASONRY, OR CONCRETE SUBSTRATE AS INDICATED ON DETAILS. 5.6 W000 JAMBS ON EXTERIOR AND GARAGE DOORS SHALL Be TWO INCH (2 ") NOMINAL DIMENSION, AND BE RABBETTED SOLID PIECE. 5.7 WOOD JAMBS N ALL EXTERIOR FRAMES SHALL BE PROVIDE-0 WITH RENFORCNG METAL STRIKES, ANCHORED WITH SCREWS OP SUFFICIENT LENGTH TO PENETRATE ONE INCH NTO BUCK THROUGH JAMB. 5.8 EXTERIOR HOLLOW METAL DOOR FRAMES SHALL BE PROVIDED WITH A MINIMUM OP THREE BOLTS ON EACH JAMB, TWO AT THE HEAD, AND SHALL BE FILLED SOLID WITH GROUT. 5.9 GLAZING N EXTERIOR DOORS AND WITHIN 40' 0P 000R LOCKS SHALL BE SAFETY TEMPERED. GENERAL NOTES: I. IT IS THE INTENT OP THE ARCHITECT THAT THE WORK DESCRIBED N THESE ORAWNGS BE N CONFORMANCE WITH ALL REQUIREMENTS OF THE SOUTH FLORIDA BULDNG CODE, LATEST DADE EDITION, AND OTHER APPLICABLE BULDNG REGULATIONS. THE CONTRACTOR SHALL PERFORM THE WORK N COMPLIANCE WITH THESE DOCUMENTS, THE REQUIREMENTS SET FORTH N CHAPTER 10 OF THE METROPOUTAN DADE COUNTY CODE, AND ALL APPLICABLE CODES AND REGULATIONS. 2. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS, ALL EXISTING CONDITIONS, FIGURED DIMENSIONS AND SITE CONDITIONS, AND SHALL REPORT TO ARCHITECT ANY DISCREPANCIES PRIOR TO COMMENCING WORK. 3. THE CONTRACTOR SHALL SUPPLY, LOCATE AND BULD INTO THE WORK ALL INSERTS, ANCHORS, SLEEVES, OPENINGS, DEPRESSIONS AND PITCHES AS REQUIRED TO ACCOMMODATE OTHER WORK. 4. ALL SECTIONS AND PETALS SHOWN ON THE DRAWNGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SPILAR CONDITION, UNLESS SPECIFICALLY NOTED OTHERWISE. 5. THESE DRAWNGS, AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT, AND MAY NOT BE USED, DISTRIBUTED OR REPRODUCED WITHOUT EXPRESS WRITTEN CONSENT. 6. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR SPECIFIC ARRANGEMENTS DURING DEMOLITION AND CONSTRUCTION, TO ALLOW FOR PARTIAI. OCCUPANCY OF THE RESIDENCE. 7. ALL HARDWARE, BATHROOM AND LIGHTING FIXTURES, CASEWORK AND FINISH MATERIALS OMITTED ON THESE DRAWNGS, ARE SUBJECT TO THE OWNER'S SELECTION, AS N?ICATED ON THE INVITATION TO BIDDERS. CONTRACTOR SHALL MAKE AND HIGI -! HT THE PROPER ALLOWANCES, AND COORDINATE WITH OWNER FOR PURCHASING AND DELIVERY. 8. NEW 1N1S, MATERIALS AND SYSTEMS CONFORMING THE STRUCTURE AND EXTERIOR ENVELOPE OF THE RESIDENCE, SHALL HAVE CURRENT PRODUCT CONTROL APPROVAL FROM DADE COUNTY. CONTRACTOR SHALL COMPILE AND SUBMIT ALL APPLICABLE ACCEPTANCE NOTICES 10 ARCHITECT FOR REVIEW PRIOR TO PURCHASING. 9. NEW EXTERIOR OPENINGS SHALL BE PROVIDED WITH DADE COUNTY APPROVED HURRICANE PROTECTION DEVICES, UNLESS SPECIFICALLY TESTED AND ACCEPTED FOR INSTALLATION WITHOUT THEM. CONTRACTOR SHALL SUBMIT PRODUCT CONTR01. NOTICE OF ACCEPTANCE FOR REVIEW. 10. ALL WINDOWS SHALL BE ALUMINUM, CLEAR SINGLE CLAIM , ESP FINISH AS SELECTED BY OWNER. • I • 0 10' NEW COND ON Pr 6" ;"'",/?70 ffr A 0 5 ted01 1,40 J ,/c, 0 0 PROPERTY LI 80.00' • o 7 EXISTING ALUMINUM • COVERED TERRACE � - EXISTING FLAT CONC. TILE EXISTING I -STORY CBS RESIDENCE FIN. KR. EL +/– 0' -0" - \ LANDSCAPING EXISTING WALKWAY t NEW 3/4" EXISTING CONCRETE DRIVEWAY. EXIST. 3 P WATER Lhe EX TING FLA RO RELOCATED ELECT. METER IRRIGATION WELL FPL APPROVED HRS DADE COUNTY PUBLIC HEALTH EXISTING 60 "H. CBS WALL 10' 10 0 cvo\c" EXIST. AERIAL F.P.L. SERVICE TO Be REMOVED & RELOCATED UNDERGROUND ALONG WEST PROPERTY LINE 00' 5' SIDEWALK OWNERS ANTHONY PAIGE RIVERON 560 N.E. 93RD STREET MIAMI SNORES, FL. PH (305) 759 -5388 INVER OF DAAINFIE EL DATUM (NOT?) I NS SING ES OF SAND UNDER THE 9 NI D OTTOM O F 15' ALLEY (EXISTING LINE OF DRAII'�FIEID WILL NOT B 10' PAVEMENT (EXISTING) LOWER THAN 4. - ` ' .... ABOVE M.S.L. NEW 1" WATER METER 1 1 NEW 1050 G�1L. I SEPTIC I TANK 1 L_ 1 y y y y ABANDQN y , EXISTING 3/4" SVIC `y \WATR 1' 1 1 - cs° EXISTING GATE 1 - ..k.. — +i.- — �i.. -. —,�-- , W . . 1 Y W y NV/ 57,5 5.F- ABSORPTION IELD Nk '1 4 SITE PLAN SCALE I/8' • I'-0" ARCHITECTURAL ELEVATION + / -0' -0" EQUALS EL. +10.30' NGOV SEE: TANK O S O GAL. (MIN) DRAINFIF • � SQ. FT. MN) I" C.W. * * y W UNC'S5TR'JCTED' '`' - GREENP AREA = 1140 SF w N W W W 4, I 1 4, W W J y 4 y y 4 4, J y y y 4 4 J4 4 4/ 4 4 . . . . W W EXISTING SEPTIC .TANK* * TO B I °MOV D, FILLED W 'ANO COMPACTED': ' \ J. 5'-0" MIN- * y 4 ,,, J N.E. 93RD STREET y W y y , 4 4, PROPERTY LINE • y y y W 4 4 4 ' '4. NY 1.k W LANDS6API NG y W W y sfr 4 4 4 4 4 4, 4 4 4 10' -0" MIN ., • y y WATER L'NE 4, W y y y W EXISTING CHAIN LINK FENCE 10' -0" 1 i 1 1 1 1 1 1 1 1 REMOVE EXISTING A/C CONO. AND CONC. PAO LEGAL DESCRIPTION LOTS 2 AND 3, LESS THE 20 FEET OF LOT 3, IN BLOCK 57 OF MIAMI SNORES SECTION NO.2. ACCORDING TO PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 37 OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA FPL { REVISIONS 5/20/98 HRS – SEPTIC rte. peloil FRC FfLe./ Lel c •f), — N Q ON W ' w ^ 0 (n Q � O Pi LL N N . 0 o tt on � �0 � tL W V Z W cc N W >- 1 E2 LL Z O W Q DRAWN GGG ammo FRC DATE 5/4/98 °cum AS SHOWN ,Joe Na 071.98 NEU Na A 2 oR SHEETS SMOOTH TEXTURED STUCCO TO MATCH EXISTING + 45 PSF - 91 PSF ZONE 4t + ,(/.0 PSF - (!1• 1 PSF ZONE r) • : • yJIN0 ' c,J „ C 1 -eS vv4 P &Nit/ + 4a•° PSF PSF WEST SIDE ELEVATION ZONE it 1 /0' 1' -0' SOUTH (REAR) ELEVATION �• o PSF 1 .0 PSF ZONE et EAST (SIDE) ELEVATION 1/S' a 1' -0' REPLACEMENT WINDOWS REPLACEMENT WINDOW EXISTING EXISTING SCREENED PORCH 1 /8'=i' -0' .•;••• •• ADDITION NORTH (FRONT) ELEVATION NE ii ■■ + 40•q PSF - PSF ZONE 4- EXISTING • +¢Z•' PSF — 45.* PSF ZONE4- EXISTING + 44. PSF - 4 .1.0 PSF ZONE 4 - ADDITION + 4.o PSF - 0,1 PSF ZO 4•' • PSF - 41.0 PSF ZONE 4 - ADDITION CONC. FLAT TILE (MATCH EXISTING) wool” FASCIA (MATCH EXISTING SMOOTH TEXTURED STUCCO TO MATCH EXISTING CONC. FLAT TILE (MATCH EXISTING) WOOD FASCIA (MATCH EXISTING) WOOD FASCIA REPLACEMENT WINDOWS TIE BM. FIN. FLR. 1 EL+ O' -O' )ceMOVE EXISTINa PARTITION \ W.I. CL HER' 10' -5' STUDIO1 EDROOM 4'-I0' \ \ \ \ \ \ W ,I: \ 11\ —Lg EXSTG REPLCMT. \ \ \ \ \ \ \ \ COVERED TERRACE \ FAM&\ROOf4 DOOR AND WINDOW NOTES: 1. ALL EXTERIOR DOORS, WINDOWS AND GLASS BLOCK PANELS REQUIRE DADE COUNTY PRODUCT CONTROL ACCEPTANCE NOTICE, INDICATING THEIR CAPACITY TO RESIST HIGH WIND PRESSURES INDICATED ON THE " PLANS. 2. UNLESS SUCH ACCEPTANCE INCLUDES THE CAPACITY TO RESIST THE IMPACT OF FLYING DEBRIS, EACH DOOR, WINDOW OR GLASS BLOCK PANEL SHALL BE PROVIDED WITH APPROVED PROTECTIVE HURRICANE '� SHUTTERS. 3. SELECTED EXTERIOR DOOR, WINDOW, GLASS BLOCK PANEL AND HURRICANE SHUTTER ACCEPTANCE NOTICE PACKAGES SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW, AND SUBSEQUENTLY, TO MIAMI SHORES BUILDING DEPARTMENT FOR REQUIRED INSTALLATION V PERMITS. 4. CONTRACTOR (OR OWNER - BUILDER) SHALL. ENSURE THAT SELECTED EXTERIOR DOORS, WINDOWS, GLASS BLOCKS AND HURRICANE SHUTTERS COMPLY FULLY WITH THE NOTED REQUIREMENTS PRIOR TO PURCHASE. 5. WOOD ROUGH BUCKS FOR ALL EXTERIOR DOORS AND WINDOWS SHALL BE SQUARE EDGE PRESSURE TREATED I X 3 MINIMUM, OR AS WIDE AS THE ALUMINUM FRAME BEING INSTALLED. 6. ROUGH BUCKS MAY BE TEMPORARILY FASTENED TO MASONRY WITH I I/2" 'T' NAILS ONLY WHEN DOOR OR WINDOW WILL BE FASTENED / THROUGH THE BUCK WITH SELF - TAPPING SONRY SCREWS PENETRATING -+%INTO MASONRY. ('14 t 7. IF DOOR OR WINDOW FRAME 5 TO BE FASTS ED TO THE BUCK, PER NOTICE OF ACCEPTANCE, THEN THE BUCK SHALL BE FASTENED TO THE MASONRY WITH 1/4" X 1 3/4" LONG SELF-TA PI SCREWS, SPACED 16" O.C. MAX. ( W¢r6-ps-coN (e/teig � CWNTER GRANGE VWNOOD EXISTING CONC. SLAB FIN. FLR. EL+ O' -O' TIE BM. EL +B' -6. TIE BM. EL +8 -6' FIN. FLR. EL+ O'-0"7 SMOOTH TEXTURED STUCCO TO MATCH EXISTING TIE BM EL +B' -6• FIN. FLR. REMOVE EXI &LING WINDOW, BLOCK -OFF PORTION SNOUXL FINISI-I To MATCH EXISTING 19' -6' \ \ \ \ \ EDROOM \ \ \ \ \ \ \ \ \ \ EXSTG EXSTG REPLCMT. REPLCMT. EXSTG REPLCMT. coMPL y Ail 04 40' -6' EXSTG REPLCMT. 5e /O4 • 'L (c) OF S.F, B. C, AT 6 -r Sriw : . n,; 6 /1' /qY c� G4RGE EXSTG 5X16 NO LAUNDR FLOOR PLAN 1/4" = r -o E L J REVISIONS Wco •r D Q LL Z 0 CC W - __ - - -- - t - 1 • •.. • 1 .. . . f • :• i SMOOTH TEXTURED STUCCO TO MATCH EXISTING + 45 PSF - 91 PSF ZONE 4t + ,(/.0 PSF - (!1• 1 PSF ZONE r) • : • yJIN0 ' c,J „ C 1 -eS vv4 P &Nit/ + 4a•° PSF PSF WEST SIDE ELEVATION ZONE it 1 /0' 1' -0' SOUTH (REAR) ELEVATION �• o PSF 1 .0 PSF ZONE et EAST (SIDE) ELEVATION 1/S' a 1' -0' REPLACEMENT WINDOWS REPLACEMENT WINDOW EXISTING EXISTING SCREENED PORCH 1 /8'=i' -0' .•;••• •• ADDITION NORTH (FRONT) ELEVATION NE ii ■■ + 40•q PSF - PSF ZONE 4- EXISTING • +¢Z•' PSF — 45.* PSF ZONE4- EXISTING + 44. PSF - 4 .1.0 PSF ZONE 4 - ADDITION + 4.o PSF - 0,1 PSF ZO 4•' • PSF - 41.0 PSF ZONE 4 - ADDITION CONC. FLAT TILE (MATCH EXISTING) wool” FASCIA (MATCH EXISTING SMOOTH TEXTURED STUCCO TO MATCH EXISTING CONC. FLAT TILE (MATCH EXISTING) WOOD FASCIA (MATCH EXISTING) WOOD FASCIA REPLACEMENT WINDOWS TIE BM. FIN. FLR. 1 EL+ O' -O' )ceMOVE EXISTINa PARTITION \ W.I. CL HER' 10' -5' STUDIO1 EDROOM 4'-I0' \ \ \ \ \ \ W ,I: \ 11\ —Lg EXSTG REPLCMT. \ \ \ \ \ \ \ \ COVERED TERRACE \ FAM&\ROOf4 DOOR AND WINDOW NOTES: 1. ALL EXTERIOR DOORS, WINDOWS AND GLASS BLOCK PANELS REQUIRE DADE COUNTY PRODUCT CONTROL ACCEPTANCE NOTICE, INDICATING THEIR CAPACITY TO RESIST HIGH WIND PRESSURES INDICATED ON THE " PLANS. 2. UNLESS SUCH ACCEPTANCE INCLUDES THE CAPACITY TO RESIST THE IMPACT OF FLYING DEBRIS, EACH DOOR, WINDOW OR GLASS BLOCK PANEL SHALL BE PROVIDED WITH APPROVED PROTECTIVE HURRICANE '� SHUTTERS. 3. SELECTED EXTERIOR DOOR, WINDOW, GLASS BLOCK PANEL AND HURRICANE SHUTTER ACCEPTANCE NOTICE PACKAGES SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW, AND SUBSEQUENTLY, TO MIAMI SHORES BUILDING DEPARTMENT FOR REQUIRED INSTALLATION V PERMITS. 4. CONTRACTOR (OR OWNER - BUILDER) SHALL. ENSURE THAT SELECTED EXTERIOR DOORS, WINDOWS, GLASS BLOCKS AND HURRICANE SHUTTERS COMPLY FULLY WITH THE NOTED REQUIREMENTS PRIOR TO PURCHASE. 5. WOOD ROUGH BUCKS FOR ALL EXTERIOR DOORS AND WINDOWS SHALL BE SQUARE EDGE PRESSURE TREATED I X 3 MINIMUM, OR AS WIDE AS THE ALUMINUM FRAME BEING INSTALLED. 6. ROUGH BUCKS MAY BE TEMPORARILY FASTENED TO MASONRY WITH I I/2" 'T' NAILS ONLY WHEN DOOR OR WINDOW WILL BE FASTENED / THROUGH THE BUCK WITH SELF - TAPPING SONRY SCREWS PENETRATING -+%INTO MASONRY. ('14 t 7. IF DOOR OR WINDOW FRAME 5 TO BE FASTS ED TO THE BUCK, PER NOTICE OF ACCEPTANCE, THEN THE BUCK SHALL BE FASTENED TO THE MASONRY WITH 1/4" X 1 3/4" LONG SELF-TA PI SCREWS, SPACED 16" O.C. MAX. ( W¢r6-ps-coN (e/teig � CWNTER GRANGE VWNOOD EXISTING CONC. SLAB FIN. FLR. EL+ O' -O' TIE BM. EL +B' -6. TIE BM. EL +8 -6' FIN. FLR. EL+ O'-0"7 SMOOTH TEXTURED STUCCO TO MATCH EXISTING TIE BM EL +B' -6• FIN. FLR. REMOVE EXI &LING WINDOW, BLOCK -OFF PORTION SNOUXL FINISI-I To MATCH EXISTING 19' -6' \ \ \ \ \ EDROOM \ \ \ \ \ \ \ \ \ \ EXSTG EXSTG REPLCMT. REPLCMT. EXSTG REPLCMT. coMPL y Ail 04 40' -6' EXSTG REPLCMT. 5e /O4 • 'L (c) OF S.F, B. C, AT 6 -r Sriw : . n,; 6 /1' /qY c� G4RGE EXSTG 5X16 NO LAUNDR FLOOR PLAN 1/4" = r -o E L J REVISIONS Wco •r D Q LL Z 0 CC W • DAMN GGG CHEMED FRC DAM 5/1/98 Erma AS SHOWN JOEI NO. 071.98 SHEET Na D i ll 57" 2' J IL aivIR eve (64 FA O WATER DISTRIBUTION D IAGRAM • �s � o • . �y�o s , / / � moo 42" GRAVEL BED \ I 2V � cg`-' INSTANT ELEC. WATER HEATER N.T.S. • S�\ 14 8. EXISTING 3" SANITARY ` WASTE TO SEPTIC TANK TO BE RE- ROUTED SANITARY COLLECTION DIAGRAM N.T.S. EXISTING SYSTEM FIXTURE UNITS = 22 ADDITION FIXTURE UNITS = 11 TOTAL F.U. = 33 .) EXISTING 3" WAS TO IG TANK AMILY 1 1/2" G IO'-5 STUDIO M. BEDROOM I /2 "CW 2 "VTR EXISTING GW NEW 3/4" GW NEW 3/4" GW COVERED TERRACE EXISTING EXISTING 3/4" WATER SERVICE H.B. 4 IS" D X 24 DRY WELL 1 IFIN 17 -6' TO NEW SEPTIC TANK (SEE SITE PLAN) 0 40'-6' r PLUMBING PLAN 1 L J REVISIONS 5/20/x8 HR5 REVIEW 104 0_ (f) N Q 0 (V to co V/ v Qa 1- 0 ° �Of , U)J g : A o 10 ci) FRG rd Nil z O 0 0 Q W W (f) / 0 L_JL z 0 \o 1 DRAWN GGG FRC 5/1/98 SCALE AS SHOWN [ 4111EaCIED DATE JOEI NO. 059.96 M E E T NO. A 3 OF eHEErs 6 1001m11111miiimr G4BprA0& ■ I, v t v _ k 1 194 1 ,14*. 63 WI tyli v 1 1 1 I14 ir • 0) N 1- 4\ ► , \ \ /- O klaL \ r.,. �� __ _ ■__� 12 3 'MATCH EXISTING — = lDotF R = 110P4 DTC 10 -I TB -I VALLEY TRUSSES RI GE Of. 1,200 (- (ADO # G. \4 _L ass VIA-P114 V Ikc , ZO ITU , 0 - v 4 6 " ) ) MATCH EXISTING ROOFSLOPE 1 FOOTING NOTES I. (MF -16) DENOTES 16 X 12 MONOLITHIC CONC. FOOTING W/ 2 #5 CONT. 2. MAINTAIN 3" CONCRETE COVERAGE ON ALL FOUNDATION STEEL REINFORCING. 3. DOWEL INTO EXISTING FOOTINGS AS SHOWN ON DETAILS. / 24 "/ = �� •� psF ) 2 awq e3 � - Nut oN MOS 6 pin W )rip, N9Gt . 5 fl � A� + tu vl i 13Fw05 Kr �ol� I (b e 4"494, f'0.0, ON Ft�. 19' -6' ROOF FRAMING PLAN (v TIE COLUMN NOTES 1. (TC) DENOTES 8 X 12 CONC. COLUMN W/ 4 #5 VERT. AND #3 #® 8" 0.C. 2.- (FC) DENOTES I #5 BAR IN GROUTED CELL, ANCHORED INTO FOOTING AND TIE BM. ABOVE . 4r / 24'/ SOILS STATEMENT! EXISTING SOIL CONDITION HAS BEEN OBSERVED IN SHALLOW PIT. NO SOIL BORING TESTS ARE AVAILABLE. FOUNDATIONS ARE DESIGNED FOR AN ASSUMED SAFE SOIL BEARING CAPACITY OF 2,000 PSF, BASED ON OBSERVED SAND AND FRAGMENTED ROCK SUBSOIL. SHOULD ACTUAL CONDITIONS BE FOUND TO DIFFER, CONTRACTOR SHALL NOTIFYARCHITECT PRIOR TO PROCEEDING WITH COMPACTION. BOTTOM CHORDS RAISED 4' AT COFFERED AREAS VinAftedA $1 Fatu t0E 04 $e-rux-co �jtwSs�S AT TWA. eNO NAZI, C2) 13 opts. Mcd- — HATCHED AREA DENOTES 4' SCAB UNDER BOTTOM CHORD (SEE WALL SECTION) 4' SCAB UND BOTTOM CHORD (SEE WALL ST(ON) TE BM. EL +8' —.4" (MATCH EXIST ING-TYP) INSTALL ANCHOR STRAP THROUGH SHEATHING AND FASTEN TO [EXISTING JOIST AT EA. END. TIE BEAM NOTES! I. (TB -I) DENOTES 8 X 12 CONC. BEAM VV/ 2 #5 TOP, 2 #5 BOTT. AND 133 #® 48" 0.C. (DROP 3" AT OPENINGS, EXTEND 8" EA SIDE 2.- (4) 133 TIES AT 12" 0/0 AT ALL CORNERS AND BENDS 3.- PROVIDE 2 #5 X5' -O" LAP BARS BENT 30" EA. WAY AT ALL CORNERS AND BENDS 8' BLOCK WALL WITH LADDER TYPE HORIZ EINI=. AT EVERY OTHER COURSE. I •5 IN FILLED CELL i EINF., ANCHORED INTO BLAB AND TIE BEAM ABOVE. (BEE DETAIL) El 0 I i1 FC • FC • FC FC ■ tc TYP MF•16 REINFORCED MASONRY WALLS: MASONRY WALLS SHALL BE REINFORCED WITH # 5 BARS IN GROUTED CELLS SPACED ® 48 INCHES CENTER TO CENTER, LAPPED 48 BARS DIA. MASONRY UNITS SHALL BE TWO CELLS HOLLOW UNITS CONFORMING TO ASTM C -90 WITH A COMPRESIVE STRENGTH OP 1500 PSI ON THE NET CROSS SECTIONAL AREA. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MINIMUM CLEAR DIMENSION OF 3 INCHES AND CLEAR AREA OF 10 SO. IN. GROUTING SHALL BE DONE IN A CONTINUOUS OPERATION IN LIFT NOT EXCCEDING FOUR (4) FT. WITH A MAXIMUM TOTAL POUR OP TEN (10) FT. IN HEIGHT. GROUT SHALL BE CONSO— LIDATED BETWEEN LIFTS BY PUDDLING, RODDING, OR MECHANICAL VIBRATION. GROUTED CELLS SHALL BE PROVIDED AT EACH SIDE OP ALL MASONRY OPENINGS IN EXCESS OF 3 FT. WIDTH, AND AT ALL CORNERS. SEE FOUNDATION PLAN. PROVIDE q GAUGE LADDER TYPE DUR -A -WALL HORIZONTAL JOINT REINFOR- CING SPACED I6' O.C. VERTICALLY. PROVIDE INSPECTION KNOCK -OUT AT BASE OF WALL. AT EACH FILLED CELL. EXISTING FIN. FLR., ELEV. +/- 0 - 1 4' CONC. SLAB RE INF. W/ 6X6 10/10 W11,M. OVER 6 MIL. VISQUEEN VAPOR BARRIER ON CLEAN, WELL COMPACTED TERMITE TREATED FILL 18' -2" ELEV. +/ -0' -0' gib EXISTING FOUNDATION PLAN FC FC 1 ■ • i 1 11 FC FC 8" � FC FC • Fc 3 8'EXISTINCs CONC. SLAB ON FILL 9000, Le RESit ?e c t* T RE$ v TzAto . Qc- irT - eC • 0 W 0 Z 0 Lu iu O � CCz »QF- - i' :: H:i aQ ez co z 0 CC z > O OC LO DOWEI. -SET 6x6 - W1.4xW14 WWF N EPDXY a x 1 d ° 4 � — II — I I— I III 11 — 1 I 11 1 I - 1 III = 11 T 1 —III- — I i j4xr 0' L G DOWEL if ® 7 -0 O.C. — III I I I EXISTNG — 1 V FOOTNG EXPANSION JONT ::: FLL O MASONRY EXPANSION WALL JONT MATERIAL 6x6 - W1.4xW1.4 WWF a ', X�--- 111 1 111 1 1 I I I 1,111 III;III, EXPANSION JOINTS F ILE 1 I /2 " -I' -0" NUMBER 1 c) SLAB RECESS 8' AT PERIMETER 6" M DOORWAY CONC. SLAB ON FLL 1 - d d X (i L. II II -III; I�1= = MONOUToc COMPACTED _ 11 III IT1 I I — III, A ° . ° =III= — ii — -1 I ill I -1 lll lii =1I I I -1 =1II =ITI= i t -1 iii lll ill—iii 1il I I —I 11 =lil =1 11 lii =1 I III 11 I II — I II III I T I FOOING ELL 2 SLAB RECESS FILE NUMBER 11/2 " -1' -0" 1FND3000 8' X 12" STARTER COLUMN DRILL 5/8 6.5' DEEP TWO #5 DOWELS 24" LONG SET IN EPDXY NEW CONC. FOOTING v 1 .. DOWELS -- #5 16" LONG MN. SET IN EPDXY 41 48' OC VERT. EXISTING WALL EXISTING DIA. I. 4 MIN. a. 4a FOOTING N i 1 I -1 I tN 1- —I 1 1 -1 1 —III III 11 1 —III I T s 1 =ITI _ ITI =1 11 I 11--1 I I— =1 I i I III —I I I I —ITI — ITI 11 I —III I I— II T - 1 111- -1 1 1 — ITI - 1 111=11 M - I I -1 I -1 =111 -1 . . , III 6' MIN. EPDXY APPRVD. USE HILT' C -100 OR ARCH. SUBSITUTE -IN CLEAN EXIST CONCRETE FACE 18' LAP -- .. FOOTING TIE 0 STARTER COL. 1 I /2 " -1' -0" 410 FILE NUMBER 1FND3100 NEW CONC. TIE M. DRILL 5/8 DIA. 6.5" DEEP 2 BEAM TWO 24" D ► v D #5 DOWELS LONG MIN. ° ° 4 a c EXISTNG SET N EPDXY 8' X 12' STARTER COLUMN EXISTING WALL. • #5 DOWELS 16" LONG MN. SET IN EPDXY ® 48' OC VERT USE HIL1I C -I00 EPDXY OR ARCH. APPRVD. SUBSITUTE _ 4 BEAM TIE-IN 0 STARTER COL. 1 1/2s---1"—Os 6 1001m11111miiimr G4BprA0& ■ I, v t v _ k 1 194 1 ,14*. 63 WI tyli v 1 1 1 I14 ir • 0) N 1- 4\ ► , \ \ /- O klaL \ r.,. �� __ _ ■__� 12 3 'MATCH EXISTING — = lDotF R = 110P4 DTC 10 -I TB -I VALLEY TRUSSES RI GE Of. 1,200 (- (ADO # G. \4 _L ass VIA-P114 V Ikc , ZO ITU , 0 - v 4 6 " ) ) MATCH EXISTING ROOFSLOPE 1 FOOTING NOTES I. (MF -16) DENOTES 16 X 12 MONOLITHIC CONC. FOOTING W/ 2 #5 CONT. 2. MAINTAIN 3" CONCRETE COVERAGE ON ALL FOUNDATION STEEL REINFORCING. 3. DOWEL INTO EXISTING FOOTINGS AS SHOWN ON DETAILS. / 24 "/ = �� •� psF ) 2 awq e3 � - Nut oN MOS 6 pin W )rip, N9Gt . 5 fl � A� + tu vl i 13Fw05 Kr �ol� I (b e 4"494, f'0.0, ON Ft�. 19' -6' ROOF FRAMING PLAN (v TIE COLUMN NOTES 1. (TC) DENOTES 8 X 12 CONC. COLUMN W/ 4 #5 VERT. AND #3 #® 8" 0.C. 2.- (FC) DENOTES I #5 BAR IN GROUTED CELL, ANCHORED INTO FOOTING AND TIE BM. ABOVE . 4r / 24'/ SOILS STATEMENT! EXISTING SOIL CONDITION HAS BEEN OBSERVED IN SHALLOW PIT. NO SOIL BORING TESTS ARE AVAILABLE. FOUNDATIONS ARE DESIGNED FOR AN ASSUMED SAFE SOIL BEARING CAPACITY OF 2,000 PSF, BASED ON OBSERVED SAND AND FRAGMENTED ROCK SUBSOIL. SHOULD ACTUAL CONDITIONS BE FOUND TO DIFFER, CONTRACTOR SHALL NOTIFYARCHITECT PRIOR TO PROCEEDING WITH COMPACTION. BOTTOM CHORDS RAISED 4' AT COFFERED AREAS VinAftedA $1 Fatu t0E 04 $e-rux-co �jtwSs�S AT TWA. eNO NAZI, C2) 13 opts. Mcd- — HATCHED AREA DENOTES 4' SCAB UNDER BOTTOM CHORD (SEE WALL SECTION) 4' SCAB UND BOTTOM CHORD (SEE WALL ST(ON) TE BM. EL +8' —.4" (MATCH EXIST ING-TYP) INSTALL ANCHOR STRAP THROUGH SHEATHING AND FASTEN TO [EXISTING JOIST AT EA. END. TIE BEAM NOTES! I. (TB -I) DENOTES 8 X 12 CONC. BEAM VV/ 2 #5 TOP, 2 #5 BOTT. AND 133 #® 48" 0.C. (DROP 3" AT OPENINGS, EXTEND 8" EA SIDE 2.- (4) 133 TIES AT 12" 0/0 AT ALL CORNERS AND BENDS 3.- PROVIDE 2 #5 X5' -O" LAP BARS BENT 30" EA. WAY AT ALL CORNERS AND BENDS 8' BLOCK WALL WITH LADDER TYPE HORIZ EINI=. AT EVERY OTHER COURSE. I •5 IN FILLED CELL i EINF., ANCHORED INTO BLAB AND TIE BEAM ABOVE. (BEE DETAIL) El 0 I i1 FC • FC • FC FC ■ tc TYP MF•16 REINFORCED MASONRY WALLS: MASONRY WALLS SHALL BE REINFORCED WITH # 5 BARS IN GROUTED CELLS SPACED ® 48 INCHES CENTER TO CENTER, LAPPED 48 BARS DIA. MASONRY UNITS SHALL BE TWO CELLS HOLLOW UNITS CONFORMING TO ASTM C -90 WITH A COMPRESIVE STRENGTH OP 1500 PSI ON THE NET CROSS SECTIONAL AREA. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MINIMUM CLEAR DIMENSION OF 3 INCHES AND CLEAR AREA OF 10 SO. IN. GROUTING SHALL BE DONE IN A CONTINUOUS OPERATION IN LIFT NOT EXCCEDING FOUR (4) FT. WITH A MAXIMUM TOTAL POUR OP TEN (10) FT. IN HEIGHT. GROUT SHALL BE CONSO— LIDATED BETWEEN LIFTS BY PUDDLING, RODDING, OR MECHANICAL VIBRATION. GROUTED CELLS SHALL BE PROVIDED AT EACH SIDE OP ALL MASONRY OPENINGS IN EXCESS OF 3 FT. WIDTH, AND AT ALL CORNERS. SEE FOUNDATION PLAN. PROVIDE q GAUGE LADDER TYPE DUR -A -WALL HORIZONTAL JOINT REINFOR- CING SPACED I6' O.C. VERTICALLY. PROVIDE INSPECTION KNOCK -OUT AT BASE OF WALL. AT EACH FILLED CELL. EXISTING FIN. FLR., ELEV. +/- 0 - 1 4' CONC. SLAB RE INF. W/ 6X6 10/10 W11,M. OVER 6 MIL. VISQUEEN VAPOR BARRIER ON CLEAN, WELL COMPACTED TERMITE TREATED FILL 18' -2" ELEV. +/ -0' -0' gib EXISTING FOUNDATION PLAN FC FC 1 ■ • i 1 11 FC FC 8" � FC FC • Fc 3 8'EXISTINCs CONC. SLAB ON FILL 9000, Le RESit ?e c t* T RE$ v TzAto . Qc- irT - eC • 0 W 0 Z 0 Lu iu O � CCz »QF- - i' :: H:i aQ ez co z 0 CC z > O OC LO SPLIT A/C SYSTEM SCI-- 1EDULE AIR HANDLING UNIT UNIT NUMBER AHU -1 ,JOB NO. 071.98 MANUFACTURER RHEEM MODEL NUMBER R8HA24J05SFB TOTAL C.F.M. 1,989 ® .40 SP 0/A C.F.M. 0 ENT. AIR TEMP. (F) 80/67 SENSIBLE COOLING (BTUH) 38,033 TOTAL COOLING (BTUH) 55,000 BLOWER MOTOR H.P. 1/2 VOTAGE 230 -1 -60 UNIT WEIGHT (LBS.) 130 UNIT WIDTH (IN) 24 UNIT DEPTH (IN) 22 UNIT HEIGHT (IN) 35 MATCHING CONDENSING UNIT CU -1 FILTER SIZE (IN) 23 1/4 X 21 ELECTRIC HEATER _ KW 5.0 BTUH 19,150 STAGE 1 VOLTAGE 230 -1 - 60 MCA/ MCP 29.3/ 30 UNIT NUMBER CU -1 MANUFACTURER RHEEM MODEL NUMBER RAMAO6OJAZ NOMINAL TONS 5.0 NUMBER OF COMPRESSORS 1 R.L.A. EACH 28.9/28.9 L. RA. EACH 169 NUMBER OF CONDENSER FANS 1 DEI F.L.A. EACH 2.0 VOLTAGE 230 -1 -60 MAX. BREAKER SIZE 60/60 UNIT WEIGHT 309 SYSTEM E.E.R. / S.E.E.R. 10.8/11.4 LIQUID LINE (IN) 3/8 (25 FT MAX) SUCTION LINE (IN) 1 AREA SERVED ALL • DRAWN GGG *ECM) FRC DAIS 5/25/98 ecu.E AS SHOWN ,JOB NO. 071.98 eET cP NO. V %ETI 6" MIN. FASTEN C.U. W/ 1 1/2 X 1 1/2 GALV MTL ANGLE, ANCHORED TO CONC. W/ .016 DX HILTI PIN (TYP. FOUR SIDES) 6" MIN. CONCRETE BASE SEAL ENTRANCE OF REFRIGERANT LINES INTO P.V.C. PIPE W/ IMPERMEABLE, RESILIENT MATERIAL CONDENSING UNIT MOUNTING DE TAIL NTS JOIN FLEXIBLE DUCT TO FITTING IN ACCORDANCE W/ MANUFACTURERS INSTALLATION INSTRUCTION.USE DUCT SEALER AND BANDING DEVICE POWER & CONTROL CONNECTIONS 6" MIN. CLEVAFLEX SPI -IN DAMPER/ EXTRACTOR MODEL # FDESC CONDENSING UNIT 4" MIN LIQUID LINE W/0 INSULATON DUCT AIR FLOW FLEXIBLE DUCT CONNECTION DE TAIL NTS SUCTION LINE W/1 -1/2" ARMAFLEX INSULATION & VAPOR BARRIER 1I11I11111 STUDIO BEDROOM n2 W.I.C. 50 CFM 1111 I I I 1 I I 1 IE.1 150 1 CFM 111111111 kI „......5,____.„, s N k I */* /--- --\ft. BATH 1 CFM) i VI O \ ®I • ■ ` s ii.iiiiiiiiiii iiiiiii iii ii ii \- = 6X10 ■111 1111 2 D CTSFER 10' -5' 4' = EXISTG FIN. FLR. ELEV. +a-0° COVERED TERRACE FAMILY ROOM EXISTING SYSTEM TO BE REMOVED K I TCNEN GARAGE o 4 4 "D 19'-6' 7" D BEDROOM ttl 15 ‘ CFM AIR CONDITIONING PLAN r EXISTING SYSTEM TO BE REMOVED L 1 J REYIS'ION8 J too 0 Nei, 4 I-0 W4 o 0 i o � ei J O) f tom g —v N 00 Z �� tl roN 0 W 0 z (r) 120/240 V. 10 3 W. PANEL A 150 A M C B (EX STING) SURFACE MOUNTED CKT SERVES C.B. P K.V.A. WIRE -COND CKT SERVES C.B. P K.V.A. WIRE -COND 1 PANEL B 60 2 10 3 #6 - 1" 2 A/C 50 2 5.8 #8 - 3/4" 4 3 4 3 5 GEN. LIGHTS 15 1 (1.5) #14 - 1/2" 6 5a SM. APPLCE 20 1 1.5 #12 - 1/2" 6a SM. APPLCE. 20 1 1.5 #12 - 1/2" 5b DRYER 30 2 5.0 ' #8 - 3/4 "' } :6b A/C COMP. 40 2 N/C #6 - 3/4" 7a 8a . 7b SPRINKLER PUMP ,• 15 2 -. 1.5 #12 - 1/2" 8b GARAGE .. 15 2 2.0 #12 - 1/2" 9a 10a CONNECTED LOAD = 12 KVA 9b DISHWASHER 20 1 1.2 #12. - 1/2 10b LAUNDRY. 15 1 1.5 #14 - 1/2" 11a GEN. LIGHTS 15 1 (1.5) #14 - 1/2" 12a GEN. LTG. 15 1 (1.5) #14 - 1/2" 11 b WATER HEATER 12b (1.5) 13a 14a (1.5) 13b RANGE 14b (1.5) 15a 16a • • • (1.5) • 15b REFRIGERATOR 15 1 1.2 #12 - 1/2" 16b SPACE CONNECTED LOAD = 43.7 + 5.2 = 48.9 KVA r 120/240 V. 10 3 W. ■ PANEL B 60 A M LO (NEW) SURFACE MOUNTED CKT SERVES C.B. P K.V.A. WIRE -COND CKT SERVES C.B. P K.V.A. WIRE -COND 1 INSTANT WATER HEATER 30 2 4.5 #8 - 3/4" 2 GEN. LIGHTS 15 1 (1.5) #14 - 1/2" 4 3 5 GEN. LIGHTS 15 1 (1.5) #14 - 1/2" 6 • • • • • 7 1 1 1 1 1 8 SPACE CONNECTED LOAD = 12 KVA DRAwN GGG CHECKED FRC DAM 5/1/98 scup AS SHOWN J09 NO. 071.98 AST Na I 1 i ll I I OP efffte EXISTING METER NEW FPL UNDERGROUND 1/ 1 FEEDER: 3 #1 THWN CWP #6 THWN PANEL 'A' PANEL "B' EXISTING (EXPANSION) r #6 GROUND y�- y' `� J e war Sr i. /EXISTING (2) 5/8" COPPER RODS BURIED 10' INTO GROUND ELECTRICAL RISER N.T.S. LOAD CALCULATION FIRST 10KVA © 100 = 10.0 A/C © 100% = 5.8 REM 33.1 © 40% = 13.24 = 29.04 GENERAL LIGHTING 1 720 SF. © 3 W /SF = 5.2 KVA (INCLUDES ALL LOADS IN PARENTHESIS) 29.04 KVA @ 240V = 121 AMP FEEDER: (REPL■CE EXISTING) 3 #1 THWN 1 #6 THW GROUND OUTDOOR DI NEMA 3A BOX NAMEPLATE 0 6CONNECTS - ELSE PER MFR'S A1b,9a A6b,8a 1[71 I on 0 r I # }Irt i \ Al ice M. BEDRO • M (1 AI4b GFI Al2b T1� LIVING ROOM FAMILY ROOM EXISTING A/C TO BE REMOVED 412 5 Ala ELECTRICAL LEGEND I4 120V. DUPLEX RECEPTACLE 120V QUAD RECEPTACLE 14!) 120V. HALF - SWITCH DUPLEX ® 120V. FLOOR MOUNTED RECEPT. 1:O 120V. DUPLEX ON G.F.I. CIRCUIT • 240V. SPECIAL PURPOSE dQ JUNCTION BOX I'e 240V. RECEPTACLE Ia4 SWITCH 16+ DIMMER SWITCH '+ 3 3 WAY SWITCH • TELEPHONE OUTLET F Q T.V. OUTLET Q SMOKE DETECTOR so °1 DISCONNECT SWITCH ELECTRIC PANEL O RECESSED DOWN LIGHT 0 RECESSED PIN -HOLE SPOT O RECESSED WALL WASHER PENDANT LT. W/ STUD Hl)- WALL MOUNTED LT. FIXTURE oQ SPOT /FLOOD LIGHT - - SURFACE MTD. CEILING LT. FLUORESCENT LIGHT 0 EXHAUST PAN I A/C THERMOSTAT d- . EMERGENCY BATTERY LIGHT O EXIT LIGHT 0:1 ELECTRIC METER DINING 4I2b 413b PAN ELA 11 PANEL B All )3a GARAGE Al2a WASHER DRYER BEDROOM u2 E AI 5 di) AI4b AI4b I'-2' 19'-6 A14b 5 ,AI4b s so AI1a 40' -6' ELECTRICAL PLAN r L 1 J Ow W 0 z W W Z 0 GENERAL NOTES: I. IT IS THE NTENT OF THE ARCHITECT THAT TINE WORK DESCRIBED N THESE DRAWINGS BE N CONFORMANCE WITH ALL REQUIREMENTS OF THE SOUTH FLORIDA BELONG CODE, LATEST DADE EDITION, AND OTHER APPLICABLE BUILDING REGULATIONS. THE CONTRACTOR SHALL PERFORM THE WORK N COMPLIANCE WITH THESE DOCUMENTS, THE REQUIREMENTS SET FORTH N CHAPTER 10 OP THE METROPOLITAN OADS COUNTY CODE, AND ALL APPLICABLE CODES AND REGULATIONS. 2. THE CONTRACTOR SHALL REVIEW THESE DRAWINGS, ALL EXISTING CONDITIONS, FIGURED DIMENSIONS AND SITE CONDITIONS, AND SHALL REPORT TO ARCHITECT ANY DISCREPANCIES PRIOR TO COMMENCING WORK. 3. THE CONTRACTOR SHALL SUPPLY, LOCATE AND BULD INTO THE WORK ALL INSERTS, ANCHORS, SLEEVES, OPENINGS, DEPRESSIONS AND PITCHES A5 REQUIRED TO ACCOMMODATE OTHER WORK. 4. ALL SECTIONS AND PETALS SHOWN ON THE DRAWINGS ARE INTENDED 10 BE TYPICAL AND SHALL BE CONSTRUE° TO APPLY TO ANY SIMILAR CONDITION, UNLESS SPECIFICALLY NOTED OTHERWISE. 5. THESE DRAWINGS, AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT, AND MAY NOT BE USED, DISTRIBUTED OR REPRODUCED WITHOUT EXPRESS WRITTEN CONSENT. 6. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR SPECIFIC ARRANGEMENTS DURING DEMOLITION AND CONSTRUCTION, TO ALLOW FOR PARTIAL OCCUPANCY OF THE RESIDENCE. 7. ALL HAROWARE, BATHROOM ANO LIGHTING FIXTURES, CASEWORK AND FNSH MATERIALS OMITTED ON THESE DRAWINGS, ARE SUBJECT TO THE OWNER'S SELECTION, A5 INDICATED ON THE INVITATION TO BIDDERS. CONTRACTOR SHALL MAKE AND HIGHLIGHT THE PROPER ALLOWANCES, AND COORDINATE WITH OWNER FOR PURCHASING AND ORNERY. 8. NEW UNITS, MATERIALS AND SYSTEMS CONFORMING THE STRUCTURE AND EXTERIOR ENVELOPE OF THE RESIDENCE, SHALL HAVE CURRENT PRODUCT CONTROL APPROVAL. FROM DADS COUNTY. CONTRACTOR SHALL COMPILE AND SUBMIT ALL APPLICABLE ACCEPTANCE NOTICES TO ARCHTECT FOR REVIEW PRIOR TO PURCHASNG. q. NEW EXTERIOR OPENINGS SHALL BE PROVIDED WITH (JADE COUNTY APPROVED HURRICANE PROTECTION DEVICES, UNLESS SPECIFICALLY TESTED AND ACCEPTED FOR INSTALLATION WITHOUT THEM. CONTRACTOR SHALL SUBMIT PRODUCT CONTROL NOTICE OF ACCEPTANCE FOR REVIEW. 10. ALL WINDOWS SHALL BE ALUMINUM, CLEAR SINGLE GLAZNG , ESP FINISH A3 SELECTED BY OWNER. FORCED ENTRY I4AAROWARE NOTES SOUTH FLORIDA BUILDING CODE, DADE EDITION 1894 L FRONT ENTRY DOOR LOCK: PROVIDE COMBNATION DEAD LATCH —DEAD BOLT OPERABLE WITH SINGLE MOTION N EXIT FROM NSIDE, WITHOUT USE OF KEY. 2. EXTERIOR PATIO DOOR LOCKS: PROVIDE LOCKSET AND AUXILIARY DOUBLE DEAD BOLT ON ACTIVE LEAF; 5/8" FLUSH BOLTS TOP AND BOTTOM WITH METAL SLEEVES ON INACTIVE LEAF. 3. GARAGE TO LAUNDRY DOOR LOCK: PROVIDE PRIVACY LOCKSET AND AUXLIARY DEAD BOLT. 4. ROLLING WINDOW LOCKS: PROVIDE POSITIVE LOCKING WITH STRKE AT JAMBS, CAPABLE OF RESISTNG A MN1MUM OF 150 LBS OF FORCE IN ANY MOVABLE DIRECTION, AND ENSURE THAT PANELS CAN NOT BE LIFTED FROM THEIR TRACK FROM THE EXTERIOR. 5. GENERAL REQUIREMENTS: 5.1 DEAD BOLTS SHALL BE PROVIDED WITH A MINIMUM OF ONE INCH (I ") THROW, WITH HARDENED CONSTRUCTION. PROVIDE CYLINDER GUARD ON EXTERIOR FACE, WITHOUT EXPOSED MOUNTING SCREWS. METAL STRIKE SHALL COMPLY WITH THE REQUIREMENTS OF 5.7 BELOW. 5.2 ALL EXTERIOR LOCKS SHALL BE PITIED WITH CYLNOERS PROVIDING A MINIMUM OF 6000 KEYING COMBINATIONS. 5.3 ALL EXTERIOR LOCKS SHALL BE CAPABLE OF RESISTING A FORCE OF 300 LBS APPLIED N ANY MOVABLE DIRECTION. 5.4 HINGES ON ALL EXTERIOR OUT —SWING DOORS SHALL HAVE NON— REMOVABLE PINS, BE PROVIDED WITH AN INTERLOCKING STUD, AND NOT HAVE EXPOSED EXTERIOR SCREWS. 5.5 WOOD BUCKS AND JAMBS SHALL BE ANCHORED 10 WOOD, MASONRY, OR CONCRETE SUBSTRATE A3 INDICATED ON DETAILS. 5.6 WOOD JAMBS ON EXTERIOR AND GARAGE DOORS SHALL BE TWO INCH (2 ") NOMINAL DIMENSION, AND BE RABBETTED SOLID PIECE. 5.7 W000 JAMBS N ALL. EXTERIOR FRAMES SHALL BE PROVIDED WITH REINFORCING METAL STRIKES, ANCHORED WITH SCREWS OF SUFFICIENT LENGTH TO PENETRATE ONE NCH N10 BUCK THROUGH JAMB. 5.8 EXTERIOR HOLLOW METAL DOOR FRAMES SHALL BE PROVIDED WITH A MINIMUM OF THREE BOLTS ON EACH JAMB, TWO AT THE HEAD, AND SHALL BE FILLED SOLID WITH GROUT. 5.9 GLAZING N EXTERIOR DOORS AND WITHIN 40' OF DOOR LOCKS SHALL BE SAFETY TEMPERED. DOOR AND WINDOW NOTES: I. NEW EX1ERIOR DOORS, WINDOWS AND GLASS BLOCK PANELS REQUIRE DADS COUNTY PRODUCT CONTROL ACCEPTANCE NOTICE, INDICATING THEIR CAPACITY TO RESIST HIGH WIND PRESSURES NDICATED ON THE PLANS. 2. UNLESS SUCH ACCEPTANCE INCLUDES THE CAPACITY TO RESIST THE IMPACT OF FLYING DEBRIS, EACH DOOR, WINDOW OR GLASS BLOCK PANEL SHALL BE PROVIDED WITH APPROVED PROTECTIVE HURRICANE SHUTTERS. 3. SELECTED EXTERIOR DOOR, WINDOW, GLASS BLOCK PANEL AND HURRICANE SHUTTER ACCEPTANCE NOTICE PACKAGES SHALL Be SUBMITTED TO THE ARCHITECT FOR REVIEW, AND SUBSEQUENTLY, TO MIAMI SHORES BUILDING DEPARTMENT FOR REQUIRED INSTALLATION PERMITS. 4. CONTRACTOR (OR OWNER— BUILDER) SHALL ENSURE THAT SELECTED EXTERIOR DOORS, WINDOWS, GLASS BLOCKS AND HURRICANE SHUTTERS COMPLY FULLY WITH THE NOTED REQUIREMENTS PRIOR TO PURCHASE. 5. WOOD ROUGH BUCKS FOR ALL EXTERIOR DOORS AND WINDOWS SHALL BE SQUARE EDGE PRESSURE TREATED 1 X 3 MINIMUM, OR AS WIDE AS THE ALUMINUM FRAME BEING INSTALLED. 6. ROUGH BUCKS MAY Be TEMPORARILY FASTENED TO MASONRY WITH 1 1/2" t' NAILS ONLY WHEN DOOR OR WINDOW WILL BE FASTENED THROUGH THE BUCK WITH SELF — TAPPING MASONRY SCREWS PENETRATING I" INTO MASONRY. 7. IP DOOR OR WINDOW FRAME IS TO BE FASTENED TO THE BUCK, PER NOTICE OP ACCEPTANCE, THEN THE BUCK SHALL BE FASTENED TO THE MASONRY WITH 1/4' X 1 3/4" LONG SELF — TAPPING MASONRY SCREWS, SPACED 16" O.C. MAX. PITCH STUCCO RETURN - SLOPE OUTWARD SQUARE CUT 1X3 PT WD BUCK 'T' NAILED TO CONC. a 12' O.C. DOUBLE STR GLAZING ALUM. DADE CTY. APP'D. WINDOW DOUBLE STRENGTH GLAZING PER SCF+'EOULNd FIBR ASS SC CONT. SILICONE SEALANT BEAD 3-COAT STUCCO S PRECAST CONC. NOTE: SILICONE CAULK ENTIRE PERIMETE L0-08402 1X4 PT WD. NAILER AT ENTIRE PEIRIM. CAULK ENTIRE PERIM.. G RETUURN C WINDOW HEAD ON MASONRY JAMB SIMILAR SILICONE CAULK ENTIRE PERIM. 1/4' X 2 1/2' ST. STL. MASONRY SCREWS IN DRILLED 1 -10LES e 16' 0.C1JAM1136) AND 6' FROM EA. END SCALE 11/2'• I' -0' WINDOUJ GYPBD. RETURN LOLOCK ECHANISMI M ORDINANCE v.: MARBLE BILL 1'X4'' UJOOD OPEN 1/2' GYP. BOARD FURRI N G T R -30 INSULATION BETWEEN FURRING WINDOW SILL ON MASONRY SCALE 1 1/2' ■ I' -0' INDEX OF DRAWINGS A -1 SITE PLAN / GENERAL NOTES / DETAIL WINDOW 1-1 -5 A -2 FLOOR PLAN / PARTIALS FOUNDATION AND ROOF PLAN A -3 ELEVATIONS / INTERIOR ELEVATION / DETAIL BEAM LEGAL DESCRIPTION LOTS 2 AND 3, LESS TI-1E 20 FEET OF LOT 3, IN BLOCK 51 OF MIAMI SNORES SECTION NO.2, ACCORDING TO PLAT T1- 4EREOF, AS RECORDED IN PLAT BOOK 10, PAGE 31 OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA 1, Jar] © I ' 1 KITCHEN REMODELING 560 NE 93 STREET, MIAMI SHORES, FLORIDA 10'-6' EXISTING ErISTING A/C Q 11 11 11 11 11 11 11 11 11 li ii „ u 11 11 Z LANDSCAPING EXISTING 5' SIDEWALK 27 PARKWAY OWNERS ANTWONY 4 PALGE RIVERON 560 NE 93 rd STREET MIAMI SNORES, FLORIDA (305) 159 -5388 15' ALLEY 11 11 11 EXISTING CONCRETE WALK TO REMAN PROPERTY LINE 80.00' 80 EXIST. CONC. SLAB. EXISTING ONE STORY C.B.S. RESIDENCE SITE PLAN LANDSCAPING EXISTING ASPHALT APPROACH f N.E. 93RD STREET NEW CONCRETE WALK EXISTING UNDERGROUND ELECTRIC SERVICE EXIST. CONC. WALK. SCALE 1/8' - 1' 1' -6' CONC. ADDITION W /8" TURNED' EI? w/►9* (ARCI- 1ITECTURAL ELEVATION 0' -0' EQUALS ELEv. + I030' N.G.V.D.) 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 REVISIONS 1 : 1 : : a N dl VJ Q 1 U1_4 dl CO di j C� rnA �r �{ r Z e f Y HI ;'( EXISTING / 3E RINAI PARTITION 1 7 7 1 POS T C.1 PO d -1 FOYER T7 j 4-9' 4 7 -9. f r / • FAMILY LIVING EXISTING 16' 'FOOT1NA.s. RETROFIT I.U6 X 2 1 1 1 1 1 EX�STI�1G � II- StORM 1 REIDNC� i 16'-7 I I V I 5 1 -3 . T — I 1 "T 1 — I - "T DINING EXISTING ALUM. ROOF //'— 1 C .G. JOISTS 161 0.C.1 HANGER TYP 1 I 1 HU4NES �IH 1 1 1 AND RETRTI SLAB 24' CONC. FOOTING w/ 3 "5 EA. UJAY. 6T C -2 1 I 1 STL. I C I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 KITCHEN BREAKFAST �, 7 -3' GARAGE ROOF PARTIAL PLAN � SCALE 1/4' a 1' COLUMNS 1 1 C -1: (4) 2'X "' WOOD $TUGS NAILED 4 STRAPPED TOGETHER, PRESSURE FIT IN p XISTING PARTITION. FASTEN TOP 4 BOTTOM W/ HUGHES HURRICANE CLIP.' C -2: 3' X 3' X I /4' STL COL. W/ BASE PLATE ti X 2' X 5/8' 4 4 -5/8' 0 A.B. WELD TO BEAM. FOUNDATION PARTIAL PLAN SCALE 1/4' • 1' EXISTING A/C COMP. r W.I. CL. PIS W.I. CL. W. I.C. 1 M. BATH LEXISTING — STUDIO EXISTING BEDROOM a2 EXISTING 3 -0/3 -0 HR AC -1 BEDROOM #I EXISTING EXISTING M. BEDROOM EXISTING iN BATH W.I.C. 0 21 BATH 3 -0/3 -0 NR 3- /3 -0 HIR , �r- _ 31-9 7-9' a 5' EXISTING 1 -STORM FAMILY LIVING RESIDENCE EXISTG FIN. PLR. ELEV. +0' -0" PO_ RAISE REMOVE EXISTING WALL AND HEADER AOVE. SEE FRAMING NOTES PRIOR TO REMOVAL. DECORATIVE CAST STONE COLUMN FOYER EXISTING nnnlnopTEwal OF! ) D FAN T C- I L IGTN INC: 1 11 1` 4 2" HIGH WALL W/ WOOD CAP (3)26 -6S ALUM/GLASS DINING 9 -0/5 -0 HR /PW /HR EXISTG FIN. PLR. ELEV. -0' -7" EXISTING ALUM. ROOF COVERED TERRACE EXISTING FIN. FLR. ELEV. - 5'-II' C STL. POST C -2 E =F REMOVE EXIST. PARTITION & CLOSET REF. /\ ECORAIIVE BE AM ABOVE GF NEW CONCRETEWALK (3126 -68 AL M /GLA BR &KFAST 8' -I0' PANTRY ABINET — -E- — — RANGE W/H90 ITCNEN 1 SINK EXISTING SCREEN ENCLOSURE E O 13b,1 b E 00 /GFI 4 -0/3 -0 HR PLANTING CAST STONE DECORATIVE COLUMNS. EXIST. ELEC. METER ELECTRICAL NOTE : EXISTING 200 AMP. SERVICE PANEL 15 LOADED TO 115 AMPS ACCORDING TO ORIGINAL SCHEDULE. ALL EXISTING KITCHEN OUTLETS ARE CURRENTLY G.F.J. EXISTING OUTLETS SHALL BE RELOCATED AS SHOWN. NO ADDITIONAL LOADS ARE CONTEMPLATED UNDER THIS PERMIT. FEED RELOCATED OUTLETS UJITH ft4 - THN COPPER WIRE f� /2- EXISTING FPL SERVICE UNDERARM!) EXIST. LAUNDRY 30-68 GARAGE As EXISTG FIN. PLR. ELEV. -0' -7" ectu DOOR Frr•• Rated IN SOLID RABETTED FRAME, IU/ CLOSER BLOCK OFF EXIST. OPENING W /8" CMU FLOOR PLAN SCALE 1/4' = 1' 1 () All window 1 dear replaee oseNf$ ¢a 1 tn544lied w %l'houf enlarJe,ne,4 exist. ateniNls. Q IN rQlu fired Appre va /s /a be s 4 4m/ ;><ed prior ID 11/ inspedi'm • 04101 / 0: o \c.,0°°0 R' Cqp 0 oo 00 � 13340 000 Ci I O f � � PRC �i \ � /II I ii 0 it (4/0/ c=ri M, raN 0 DRAWN AMR C EcKED FRC DATE SCALE AS 5I -4OUJN JOB NO. 011.98 *ET N0. /A\°2 OP elEET8 DRAVN AMR ei-Eciam FRC DATE ecALe AS SHOWN JOB NQ. 011 98 emeriti ° o a= affl8 7 ° o % 00 (SEE FRAMING))L BEAM EXISTING CMU WALL SECTION AT SUPPORT 1' =1' -0' r 0 1 ° 0 0 0 1 0 0 0 KITCI --BEN ELEVATION 3/8' = 1 KITC1-IEN ELEVATION 3/8' = l'-0' KITCHEN ELEVATION 3/8' = 1' -0' 4' BEARING 1, /\ 0 N V 0 0 0 / 0 0 / I 0 I 1 4'X6'X4' STEEL 'L' WELDED TO BEAM et W/(2) 3/4' KWIKBOLT 4' INTO CONC. BEAM 0 0 0 A EXISTING ROOF 0 0 1 0 I 0 / DETAIL 2' z 1' -0' 2' X 6' BLOCKING STRA SECTION' AT SUPPORT 1' = 1' - 0' + 45.0 PSF - 47.0 PSF ZONE 4 + 45.0 PSF - 61.5 PSF ZONE 5 Regg'fil§ 2' X 6' BLOCKING RETROFIT STEEL BEAM STRAP + 41.0 PSF - 43.0 PSF ZONE 4 (4)2'X4 STRAP ii (TYP. OF THREE) • DETAIL 2' . 1' -0' • • + 41.0 PSF - 43.0 PSF ZONE 4 + 40.9 PSF - 43.6 PSF ZONE 4 EXIST. WOOD CLNG. JOISTS U14-26 I- GANGER BY I-4UGES AT EACH WOOD CEILING JOIST 3' X 3' X 1/4' STL. COL. UJ/ BASE PLATE 12' X 12' X 5/8' 4 4 -5/8' 0 A.B. CAP PLATE 10' x 6' x 5/8' WELDED TO STL. BEAM. CONC. FOOT 24'X24'X12' EXISTING G. + 45.0 PSF - 47.0 PSF ZONE4 0 • • EXISTING WOOD ROOF RAFTERS el- IORING BEFORE STARTING WORK IS RQRD. NEW W6 X 20 STEEL BEAM W/ 2 X 8 PT. WOOD NAILED W/ 5/8' 0 tlRU BOLTS g 16' O.C. 4 HANGER U1-1-26 BY -UGES. SECONDARY POUR EXIST. CONC. SLAB 5/8' 0 ANCHOR BOLTS. 3 .5 EA. WAY BOTTOM. (/__ E R4ISED E3E4 i RETROFIT 1' = ii-0. TIE M. EL +B' -6' FIN. FLR. /EL+ 0' -0 8018 -4 (REAR) ELEVATION 1/4' =I' -0' TIE8M. � EL +8' -6' FIN. FLR.h EL+ 0' -0' o , o zjo� 0 0 00 � o AR 13340 0 NORTH (FRONT) ELEVATION 7 $oo,; l 0 ` � 1-. AI _ FRED NRD; / / d� D id / 1/4' = 1 �/ OF F40 4 ! . _000000,'F//, \ ` l l�000 R: C"�0% N C REVISIONS of 3 alviaLY NESOBEHICE KITCHEN REMODELING -- t - •$rtift,r, aj i s e tivjS 5''P 'deter to114w.w. Set i6 vN c,tE vN A��r »da Gave e 004 w! 4 cuA T I IaJ- --- 7 IN in.. a w iemo ea rem 1 5c Tc) P ,4.4.`=o - (TYRE N x' v 4.1 -4pk Gory r P��ociG t� ¢Fy t,oJ 21 5th Vek.r. 4 ! o 3 ° , P_) 1 7' - ,0 0. :!1 e t[;, / 601G. L :C:, 1.-E 4;4 1.— PT w • 1 p p. 5f4 i t w c, E5t,vGIG• g mc • , 610E ef Lfreki. { =30 14N• t S1...v pi 8 . 4 E*G0u CA w12-1 (, }.l 1 1 rs - ---r( t c ,n L g�T'L° C4 IA_ k 12 x v/2 5- CJ: i t +1J• e /ot t, C<W riOt)9re..tt'r.( ( it t) tWS,pecToN )triolc4 dt,t )Id/ -6c 6* A21 MG op 2v , 9 , ) P(.f. 4�cov-o A wci -rA6 z rovor-; r ,)!1/4J >3>✓ fay o; NO1 > r co I vo rU 6TQ-u . 1.4 L. N a Ts M tN Cv,,c_. 300() P te ' ' +, I 28 DAU co v f _ FOo -rt r✓6'- 3 ", 0g.,)/-4 co... v �5 t/'L " - ft t~ i r f• 4T V E t.: 6 0 yT r-t - (a 5 .4' 3 LA, kit ( 0 -0 (01./0 U/,; .k4OSO ow WEc.C. comp/3(.1 a Fit,V--.. r 4 t- t s r'1 40 to • ) 15 A Lt..g. & G A 1, s l t 2 ca 10 15 EXISTING' 8E RING PARTITION / / T T L J. woop POST C -I P ,1 1 F•YER 1 1 1 1 1 1 1 1 $11.1 I I I 1 RETIR FIT ilk X 1 0 I I I CO ' 1 1 1 1 l I I I I I 1 1 1 1 I I I I I I I I 1 1 1 11 1 1 1 I 1 1 I I I I I 1 11 I I 1 1 I I I 1 11 1 I I 11 I I 1 I -1- —; -- H---1 -I- -+ — I— +- -1— i i 1 1 —1 -1 1 T T — I — T - T EXISTING 16' 'FOOTING. � EX�STIIl1G I I I 1 I - StOOM 1 I I I REIDNC I 1 1 1 1 1 1 I I I I i I I 1 I 1 I I I IVI 1 - 72171 _1 _1_L _1 _I_L T 16'-2' 7 FAMILY LIVING 1 ,_�. 7 -9 5' -3 / / DINING EXISTING ALUM. ROOF 1 S EXIST. CIA JcISTS 1610.C.1 NUc NES h1N - 1-1 ER 1 1 1 1 AND RETRRO 24'X24'X12 CONC. FOOTING W/ 3 "5 EA. WAY. POST C -2 iv t — 1 — 1 fi I 1 I 1 Ar7 /4" 1 1 1 1 1 1 1 1 1-• • • II BREAKFAST 8' -10' 7 -3' R bdF PARTIAL PLAN 1 SCALE 1/4' • 1' FOUNDATIO T GARAGE COLUMNS : I C -1: (4) 2'X 6' WOOD TUC NAILED T 4 STRAPPED TOG ETHER, PRESSURE FIT IN pXISTING PARTITION. FASTEN TOP 4 BOTTOM W/ HUGHES HURRICANE CLIP. - 2: 3' X 3' X 1/4' STL COL. W/ BASE PLATE 1 ' X 12' X 5/8' 4 4 -5/8' 0 A.B. WELD TO 13E4M. t� 1 L N PARTIAL PLAN SCALE 1/4' _ 1' z c� z (.5 P EXISTING A/C COMP. X C5 3 -0/3 -0 HR STUDIO EXISTING BEDROOM 112 EXISTING O BATH 0 � BATH BEDROOM #I EXISTING EXISTING I -STORM FAMILY LIVING RESIDENCE BEAM REMOVE EXISTING WALL AND HEADER AOVE. SEE FRAMING NOTES PRIOR TO REMOVAL. DECORATIVE CAST STONE 2" HIGH WALL COLUMN W/ WOOD CAP DINING ST L. P051 5' -II' �i E E 94' BR KFAST 8 7 -3' PANTRY ABINET RANGE W /Hq0 ITCNEN 1 EXISTING ALUM. ROOF COVERED TERRACE ELEV. — O' -7" (3126 -68 ALUM/GLA M. BEDROOM EXISTING i CAST STONE DECORATIVE COLUMNS. EXISTING SCREEN ENCLOSURE EXISTING FPl. SERVICE LIND E RGROIND EXIST. ELEC. METER PANEL ,4 ExisT. LAUNDRY 30-6S SW GARAGE EXISTG FIN. PLR. ELEV. —0' -7" SCW POOR- Fire «a fed. IN SOLID RAi3ETTED FRAME, LW CLOSER BLOCK OFF EXIST. OPENING W /8" CMU 3 -0/3 -0 HR EXISTING 3 - 0/3 - 0 HR EXISTING ('nr.IrDFTEWAI v EXISTG FIN. PLR. ELEV. — - ci -0/5 -0 HR /PW /HR ECORATIVE BEAM ABOVE NEW CONCRETBWALK FLOOR PLAN SCALE 1/4" = 1' ELECTRICAL NOTE : EXISTING 200 AMP. SERVICE PANEL IS LOADED TO 161.5 AMPS ACCORDING TO ORIGINAL SCHEDULE. ALL EXISTING KITCHEN OUTLETS ARE CURRENTLY G.F.I. EXISTING OUTLETS SHALL BE RELOCATED AS SHOWN. NO ADDITIONAL LOADS ARE CONTEMPLATED UNDER THIS PERMIT. FEED RELOCATED OUTLETS WIN *t4'THN COPPER UJIRE �z 0 a All window 4 door- replaee - naehf 7 be +ri eierldf exist. open/kiis. c ll O9-u fired 4pp /.$ /o bd s 4bm /Wed 1prror lP ,Js/ inspedi'm 3 ,/ / � , _ l' o 0 ° oo�R/ -- ■ * ors (4 *\ 0 R 13340 o o: o o I� <2> 0000000000\��11 P--FRED k% / / t v iii 0 (0 0/ REVISIONS J mi. 0 0 a F- J oQ 12 0 1 ' m4 A to di � v 'n -I- It 1- r 3A 'cla z— io r of L [e DRAWN AMR CHECKED FRC DATE ecALE AS SHOWN JOB Na 011.98 BEEN Nay A OF SHEETS / SECTION' AT SUFFORT 1' = 1.-0. 0 C 00 0 0 / 0 0 0 1 0 0 0 / / 1 KITCHEN ELEVATION / / 0 0 (SEE FRAMING)L BEAM EXISTING CMU WALL 0 0 0 3/8' = 1' -0' 3/8' = 1 3/8' = KITCHEN ELEVATION KITCHEN ELEVATION 4" BEARING 4 / / N 4'X6'X4'STEE UJELDED TO BE UJ/(2) 3/4' KUJIKBO 4' INTO CONC. BE /. 7 / /. EXISTING R•OF T M DETAIL 2' = 1' -0' 2' X 6' BLOCKING STRA raFLAfflitSARNIRAN) SECTION AT SUPPOIRT 2' X 6' BLOCKING RETROFIT STEEL BEAM ZONE 5 STRAP + 41.0 PSF - 43.0 PSF ZONE 4 STRAP '/ THREE) (4)2'X4' DETAIL 2' = 1' -0' NJ + 41.0 PSF - 43.0 PSF ZONE 4 EXIST. WOOD CLNG. JOISTS U14-26 HANGER BY HUGES AT EACH UJOOD CEILING JOIST 3' /4'STL. COL. W/ BASE PLATE 12' X12' X 5/8' 4 4 -5/8' � A.B. CAP PLATE 10' X 6' X 5/8' WELDED TO STL. BEAM. 4 a. CONC. FOOTING 24'X24'X12' EXISTING / c a d EXISTING UJOOD ROOF RAFTERS SNORING BEFORE STARTING WORK 15 WAD. NEW W6 X 20 STEEL BEAM W/ 2 X 8 PT. WOOD NAILED W/ 5/8' 0 TNRU BOLTS a 16' O.C. 4 HANGER UH -26 BY HUGES. SECONDARY POUR EXIST. CONC. SLAB 5/8' 0 ANCHOR BOLTS. 3 .5 EA. WAY g BOTTOM. RAISED ISE4� RETROFIT h + 45.0 PSF - 47.0 PSF ZONE 4 + 45.0 PSF - 61.5 PSF + 40.9 PSF - 43.6 PSF + 45.0 PSF - 47.0 PSF ZONE4 1' = 1' -0' TIE M. EL *B' -6 FIN. FLR. /EL* 0' -0 50u1"1-4 (REAR) ELEVATION 1/4' = 1' -0' TI BM. EL +B' -6' FIN. FLR.00 EL+ 0' -0' NORTH (FRONT) ELEVATION 1/4' = 1' -0' REVISIONS 1 1, [ a 1 - 1 7ii0CIADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Elite Aluminum Corporation 1801 N.W. 64 Street Fort Lauderdale FL 33309 Acceptance No.:9.1- 0901.04 (Revises No.: 93- 0314.9 (92)) Expires:01 /11/96 CONDITIONS BUILDING CODE COMMITTEE Approved:05 /18/95 -l- METROPOLITAN DADE COUNTY, FLORIDA METRO•DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130.1563 (305) 375 -2901 FAX (305) 375.2908 PRODUCT CONTROL SECTION (305) 375.2902 FAX (305) 372 -6339 Your application for Product Approval of: A lumiu ruse Sandwich Pane! Structures under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by Applicant has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any amrnendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Raul ltod Iguez Product Control Supervisor TIIIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. s 'anger, Director Building Code Compliance Dept. Metropolitan Dade County 'Fait Alumin lln Corp. APPROVED EXPIRES NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1.0 DESCRIPTION. PROPERTIES AND /OR PRODUCT CHARACTERISTICS: This approval refers to an aluminum roofed structure. The roof consists of the E.P.S. Roof Panel. This panel consists of a sandwich made of two exterior facings of 0.030 in. aluminum alloy 3105 -11154 with a expanded polystyrene foam plastic core. The core shall have a nominal density of 2.0 lbs /ft'. The panels are manufactured in 3 in., 4 in. and 6 in. thickness. The supporting frame is made of aluminum beams and columns. 1.1 PRODUCT AS SHOWN ON DRAWING it 94 -190 Sheets 1, 2 and 3. 2. INSTALLATION; The panels may be used on canopies, with or without screened walls, attached to a structure at ground level adequate to provide support to the design vertical and horizontal loads imposed on the canopies. 3. LIMITATIONS; These structures may be used as open canopies in connection with Group I occupancy when deflection is limited to span/SO and the span is limited to 12 It as detailed in Subsection 2303.3(g) of the South Florida Building Code. Panels limited to a deflection, of span/1SO may be used on roofs of open structures (utility sheds are not open structures) detailed in Subsection 2303.3(0 of the South Florida Building Code. These structures can be attached to the masonry wall but not toile fascia or eave of the roof. A registered engineer or architect proficient in structural design shall certify that the existing structure is adequate to carry the superimposed loads. 4. IDENTIFICATION & MARKINGS; These structures shall be identified with a permanent attached metallic label stating the manufacturer's name, city, state and "Dade County Product Control Approved ". The label shall be placed at the bottom of the chair rails at each panel of screened rooms and at each beam of carport and patio structures. Each roof panel shall be stamped with the same information. O ; \P R O I)CN7 UN O.\ R OO F I N G \R M 090 t 0 J -2- ACCEPTANCE No.: 9-1-0901.0 KAI 1 8 1995 'Ise .E. )s Examiner Product Control Division JAN 1 1 1996 Elite Aluminum Corp, ACCEPTANCE No.: 94- 0901.04 APPROVED : h ' f 1 8 1995 EXPIRES : JAN 1 1 1996 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 5. CONDITIONS OF USE The design of the structural elements shall be based on the schedules detailed in the approved drawings. Aluminum extruders shall certify the raw aluminum used in these structures complies with 6063 -T6 specifications. 6. SPECIAL CONDITIONS; Applications for building permits shall be accompanied by duplicate prints of the following: a) Product approval drawings N94 -190 Sheets 1, 2 and 3. b) Site adaptation drawing showing actual field conditions: Type of beam and columns Type of roof panel c) Detailed Plot Plan d) Copy of this Notice of Acceptance Note: Drawing b) listed above shall be signed, dated and sealed by a Florida registered engineer or architect proficient in structural design. 8. FV[DL•NS'E SUUBM[TFED• TFSTS Laboratory Construction Testing Corporation Number 94 -010 Type PA 202 -94 and 24 flour Live Load Test on 6 in. sandwich panel Signature C. G. Tyson, P.E. Date • 11/9, 10 and 16/94 and 1/11/95 u :1rnonc.N n.woA'sttooFINGUir'\91010101 -2a- -lair c Eisen, .E. Plat s Examiner Product Control Division Elite Aluminum Corp. ACCEPTANCE No.: 94- 0901.04 MAY 1 8 1995 TESTS Laboratory Number Type Signature Date Laboratory Number Type Signature Date Laboratory Number Type Signature Date Laboratory Number Type Signature Date Laboratory Number Type Signature Date NOTICE OF ACCEPTANCE; SPECIFIC CONDITIONS DM' RODCNTI .INOVSlROOFING11tP1910 9 0 1 0 1 Construction Testing Corporation 94 -010 S PA 202 -94 and 24 Hour Live Load Test on 6 in. sandwich panel C. G. Tyson, P.E. 3/15/95 Construction Testing Corporation 94 -012 PA 202 -94 and 24 flour Live Load Test on 3 in. sandwich panel C. G. Tyson, P.E. 11/18/94 Construction Testing Corporation 94 -013 PA 202 -94 and 24 Hour Live Load Test on 4 in. sandwich panel C. G. Tyson, P.E. 11/16/94 Construction Testing Corporation 94 -012 S PA 202 -94 and 24 Hour Live Load Test on 4 in. sandwich panel C. G. Tyson, P.E. 3/16/95 QC Metallurgical, Inc. 4LM -3150 Aluminum Tensile Frank Grate, P.E. 1/4/95 -2b- APPROVED EXPIRES : JAN 1 1 1996 e Eisen, P.E. Plans Examiner Product Control Division METROPOLITAN OADE COUNTY. FLORIDA METAO.OAOE FLAGLER BUILDING 8UILOING COOS COMPLIANCE DEPARTMENT SUITE 1603 METRO.0.t0E FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLOR10A 33130.1533 (305) 375.2901 FAX (305) 3T S.29013 NOT f CE OF ACCEPTANCE: STANDARD CONDITIONS I. Extension of Acceptance may be considered after a new application has been filed and the supporting data, test report no older than ten (10) years, have been re-evaluated. AM reports of retesting shall bear the seal, signature and date of an engineer registered in the State of Florida. Any revision or change in the materials, use, or manufacture oldie product or process shall automatically be cause for termination, unless prior approval is granted for revisions or change. ). Anv unsatisfactory performance of this product or process or a change in Code provisions shall be :;rounds for re•evaluation. 4. This acceptance shall not be used as an endorsement orally product for sales or advertising purposes. The Notice ol'Aceeptanee number preceded oy the %%oafs I)ade County, Florida, and tOItow ed by the expiration date may be disp!a� ed in ad�erti , in• , � li ;er, (llfe. II ;111' portion JI the Notice of Acceptaltee Is displayed. theft it shall be dude in Iti entirety. 6. .A copy of this approval as well as approved drawitt:`s alto other docLltten(s. ∎% Itere it applies. shall be provided to the ,applicant by die manufacturer or his distributors and shall be available fur inspection at the job sit: a t all tinge. The prints need not be re-seared by the engineer. 7. Failure to comply with Standard Conditions shall be cause tier termination of; \pprota IZaul Roth it:ttei Product Control Supervisor Elite Aluminum Corp, DRAWINGS Title SCREEN ROOM/CANOPY Number 94 -190 Sheets 1, 2 and 3. Signature V. 1. Knezevich, P.E. Date 4/6/95 Revision Date 4/26/95 CALCULATIONS Title E.P.S. Roof System Signature V. J. Knezevich., P.E. . Date 4/13/95 Q:\P R011cNT LW O.V S\ROOFING \ R 1'194090101 ACCEPTANCE No.: 94- Q901.04 APPROVED : MAY 1 8 1995 EXPIRES : . JAN 1 1 1996 ECIFIC CONDITIONS .2c- Eisen, P.E. Plans Examiner Product Control Division