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27203Application is hereby made for the approval of the detailed statement of the pans and specifications herewith submitted for the bnilding or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Owner's Name and Address Registered Architect and/or Engineer Name and address of licensed contractor Street and Number where work is to be done New Building STATE OF FLORIDA COUNTY OF DADE. Permit No. 1 I Disapproved (Signed) . SS. 444 -332.. MIAMI SHORES VILLAGE -& ' �► BUILDING INSPECTION DEPARTMENT APPLICATION FOR BUILDING PERMIT 5A0.1a.LI UNhvea -c Location leg - .:ption of lot to be built on: Lot � � Block Subdivision 3 ra State work to be done and purpose of building (by floors), state exterior colors (submit samples) 4 . sc1Lvac_ %up( Remarks (Signed) Remodeling Addition Repairs 3 • o AL/ E. Date Zik Date Date Read, Sworn to and Subscrbed before me. 7' xi 19 " 1 No. Street i c'1' 1 EC Lr MIcrib o ^ 17 9 ° ICS // J/4 d ® oDgo 01.r10A.I o 1,14 and for no other purpose. No. of Stories Notary Public, State of Florida 7 C- SA*"M To be constructed of Kind of foundation �j ✓ Roof Covering ' v v Estimated Total cost of improvements $ 3 G 00 ii Amount of Permit $ ) 1 5 o Zone cubage required Plan Cubage Distance to next nearest building Size of Building Lot Maximum live load to be borne by each floor I hereby submit all plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligatons as an employer of Labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this permit, as are licensed by Miami Shores Village. 16-„fifie/,,t? Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally appeared to me well known. and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the f.. .ing pplication, and that he did sign the same, and that all facts therein by him stated are true. Building Inspector My Commission Expires PLANNING BOARD DATE Chairman Member Member Member Member Member Council Approved Date Disapproved Date NOTE: A charge of $25.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning Board. A re- inspection fee of $25.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or workmanship. FRAGA AND FEITO architects • planners 3663 S.W. 8th Street, Suite 200 Miami, Florida 33135 Telephone 305 /444 -6248 ADDRESS: CITY: 1%. TO ADDRESS: QUICK SILVER COURIER P O. BOX 610283 NORTH MIAMI, FLORIDA 33161 DADE: 893 -3510 BROWARD: 764 -8445 SHIPPER Cm: SHIPPER AGREES TO ACCEPT CONSIGNEE'S CHECK FOR C.O.O. PAYMENT UNLESS. INDICATED OTHERWISE. , CASH ONLY SHIPPING. INSTRUCTIONS TOTAL ACCOUNT NO. DESCRIPTION' -;; EXPRESS CHARGE SHIPPER EXPRESS PAID DRIVER EXPRESS COLLECT CONSIGNEE CHG. THE ABOVE SHIPMENT IS VALUED AT NOT OVER $ OUR LIABILITY MAY NOT EXCEED $50 PER SHIPMENT UNLESS EXCESS VALUATION IS DECLARED. DRIVER DATE TIME RECEIVED ABOVE PREPAID PRO NUMBER DATE EXPRESS EXCESS VALUE ADVANCED CHARGES OTHER 0.D AMT FEE WEIGHT CK COLLECT DATE TIME AM PM CONSIGNEE BY THE TENDER OF THIS SHIPMENT SHIPPER AND CONSIGNEE AGREE TO BE BOUND BY THE TERMS AND CONDITIONS OF THIS WAYBILL AND ALL RULES. REGULATIONS AND TARIFFS ON FILE WITH THE FLORIDA PUBLIC SERVICE COMMISSION • RODRIGUEZ ASSOCIATES CORAL GABLES, FL. 33146 STATISTICS : PROJECT NAME: BARRY UNIVERSITY-CLASSROOMSj PERMITTING OFFICE: 14\1040)1 T J _ ADDRESS: CITY, ZIP CODE: MIAMI, OWNER : BARRY UNIVERSITY BUILDING CLASSIFICATION : ZE1 BUILDING VALUE $ UNIT NUMBER TYPE EER CBS WALL WALL WALL ROOF AIR CONDITIONING RAISED FLOOR INTERIOR WALL GLASS FORM 800C-86 FLORIDA ENERGY fok ICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD U 10.4 TOTAL CONDITIONED FLOOR APEA = 7660 S.F. LIGHTING : TOTAL [VI = 16.8 SECTION 8 BUDGET = 38 BUILDING MBTU/SF = 32.4 NON - RESIDENTIAL BUILDING SYSTEMS CONSULTING ENGINEERS 04-16-1987 JURISDICTION NO: A:5000 PERMIT NO. Wirg,43 ZONE: 8 HEATING TONS UNIT NUMBER TYPE COP BUTH 25.0 E 1.0 96,000 ENVELOPE COMPLIANCE NET AREA 2,407 0.29 O 0.00 O 0.00 7,660 0.10 O 0.00 O 0.00 734 1.10 In accordance with etton F.S., I hereby certify that the plans and specificatior s cov ed this ca ulation are in compliance with the Florida Energy OWNER/AGENT: DATE : '5 Review of the plans and specifications covered by this calculation indicate compliance with the Florida Energy Code. Before construction is completed, this building will be inspected for compliance in accordance with Section 553.908 F.S.: BUILDING OFFICIAL DATE : AZUNOFORM COPYRIGHT 1986 - 2- BARRY UNIVERSITY-CLASSROOMS FORM 800C-86 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD ENERGY CONSUMING ELEMENTS CBS WALL WINTER SPRING & FALL U X AREA X MTR = MBTU U X AREA X MTR = MBTU 0.29 2407 -1.60 -1117 0.29 2407 4.40 3071 ROOF LIGHT WGHT CONC, 0.10 7660 -1.30 -996 0.10 7660 10.30 7890 GLASS SOLAR OVERHANG OR. SC AREA C:WM SC AREA CSM N 1.00 90 5.80 522 1.00 90 14.20 1278 E 1.00 358 19.60 7017 1.00 358 47.20 16898 S 1.00 90 32.30 2907 1.00 90 40.90 3681 W 1.00 196 11.90 2332 1.00 196 26.60 5214 = GLASS CONDUCTION 1.10 734 -1.00 -807 1.10 734 4.00 3230 OUTSIDE AIR 1000.0 -1.10 -1100 1000.0 29.80 29800 PEOPLE HEAT 7660.0 6.80 52088 7660.0 11.40 87324 LIGHTING HEAT 16800.0 1.74 29232 16800.0 2.90 48720 WINTER SUBTOTAL = 90078 SPRING & FALL = 207105 AZUNOPORM COPYRIGHT 1986 - 3- „ BAA, UNIVERSITY-CLASSROOMS FORM 800C-86 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD ENERGY CONSUMING SUMMER ELEMENTS U X AREA X MTR = MBTU CBS WALL OUTSIDE AIR LIGHTING HEAT 16800.0 0.29 2407 0.90 628 ROOF LIGHT WGHT CONC. 0.10 7660 2.10 1609 OVERHANG OR. SC AREA CSM N 1.00 90 4.00 360 E 1.00 358 10.60 3795 • 1.00 90 5.50 495 W 1.00 196 6.40 1254 GLASS CONDUCTION 1.10 734 0.80 646 1000.0 5.90 5900 PEOPLE HEAT 7660.0 2.30 17618 38976 SUMMER SUBTOTAL = 71281 GLASS SOLAR Azumoropm COPYRIGHT 1986 - 4- BARRY UNIVERSITY-CLASSROOMS FORM 800C-86 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD WINTER SUBT.= 90078 SPRING - FALL SUBT.= 207105 SUMMER SUBT. 71281 START-UP HEAT 7660.0 0.50 3830 SUBTOTALS 3830 90078 207105 71281 X X X X X HEAT/COOL MTR 1.00 0.34 0.34 0.34 = = = = = SEASON SUBTOTALS 3830 30627 70416 24236 ENERGY SUMMARY HEATING 3830 COOLING 125278 TOTAL 129108 LIGHTING RAW ENERGY 6.57 X 16800.00 = 110376 WATER HEATING 1.10 X 7660.00 = 8426 HVAC MOTOR RAW ENERGY COOLING TOWER 3460.00 X PUMPS 5770.00 X 0.00 = 0 ANUS VAV 5770.00 X AHUS - CV 3460.00 X HEAT COOL HEAT COOL COOL OTHERS 3460.00 X 0.00 = 0 TOTAL TOTAL MBTU 247910 TOTAL MBTU FLOOR AREA = DESIGN ENERGY 247910 7660 32.4 0.00 = 0 0.00 = 0 0.00 = 0 0 0 ALLOWABLE ENERGY BUDGET 38 The fol[owing pages were originally attached to plans with the followin 37(W)31 MP, permit BRACINS WOOD TRUSSES: - ' COMMENTARY AND RECOMMENDATIONS ®TR USS PLATE INSTITUTE, INC„ 1976 INTRODUCTION In recognition of the inherent safety of a properly braced roof intern, the apparent lack of knowledge of how, when, and where to install degwte bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these reaeam- mendatMm. Substantial concentrated study and deliberative review by the TPI Tadmial Advisory Committee (comprising a membership of,the Brief structural engineers of member plate manufacturing companies, repro• gent/tins of the academic community, and Independent consulting engineers) hue been devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing.prectial field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on -site handling and erection procedures is one direct result of the consultations. It is planned to study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither 'should these recommenda- dons be interpreted as superior to or • standard that would necessarily be preferred in lieu of an arehltect's or engineer's design for bracing for a particular roof system. Thew recommendations for bracing wood *runes alginate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities invoked, be presented only a a guide for the use of a qualified building designer, builder. w erection contractor. Thus. the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use, applica- tion, or reliance on the recommendations and information contained herein by building designers or by erection contracto• 1 Finn 11a) Figure 1(b) 11 4 5 Sgenntri Cane.ntwn nom, bear and sow buckling ♦— CePltillools1M 5,0.09 0sa, n t(.oq. 501 gonna, enteral buckmq of an nob mongers er On ea 0101 50009 ea aura It is recommended that diagonal bracing (minimum 2•inch thick nominal lumber) be insulted at approximately • 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member requiring lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exact 20 het, w twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or root shingles tending to tip the trusses over. All nailing of bracing should be done to that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommender to nail scabs to the end of the building to brad the first trust. These scabs an break off or pull out, thus allowing a total collapse. As trusses we set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a sefepondition until the permanent bracing, decking. and/or sheathing an be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as aactial for handling. The use of dart spacer pieces of lumber between adjacent trusses Is not recommended, unless used temporarily in preparation for Immediate letalletion of longer continuous bracing (8-feet minimum length). Temporary bracing lumber should be nailed with two double heeded tlkt naMawMry Intersection with the braced member. Pre•assambly of groups of trusses, on the ground, into structurally braced units which we then lifted into place a assemblies is an acceptable alternate to the oneat•a•ttme method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing es sheathing is applied. This act of "adjusting spacing" can cause truma to topple if a key connection is removed as the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane w vertical plane perpendicutar to trusses, end 3. bottom decd (cling) plane. 1. Top C Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are weapttble to lataral buckling before they are bread or sheathed. It is However carefully wood trusses are designed and IsMiated, all this is at stake in the final erection and bracing of a roof or flow system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored. the consequences may result M a collapse of the structure. which at best is a substantial loss of time and materials, and which at worst could result in a Ion of life. The Truss Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses es structural components only. Lateral bracing. as may be required by design to reduce buckling length of individual true members, H a part of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently enchored or restrained by diagonal bracing to prevent its movement. Special design requirement,, such as wind bracing, portal bracing. seismic bracing, diaphragms, shear walls, nr other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, end method of connections for diagonal bracing es needed to met these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members. as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as pan of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He mutt amore that the wood busses are not structurally damaged during erection end that they are maintained in alignment before, during,.and after installation. Temporary or erection bracing may follow. but not necessarily be limited o, the building designers framing plan. It is recommended that erection bracing ba applied as each dull is placed in position. Figure 1(c) Finn 1(d) NOT! Lag ,ern nann 01 15 mune glom epgeag Figure 3(a) tag morn bows oat w non con gam 2 5 Ce tong Canemwnweb-0apr09 et wnul Canmuws Wye, bang Dagoor beat* one to moos. came of ,rag prevent. btwr mo*wmnt and ,hate b nwau0 n W nonnnOnv 20 tort mown STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick -up points. where required, is necessary to prevent damage during handling. tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss. thus the recommended that continuous lateral bracing be installed within 8 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 leer to 14 feet. Diagonals, located between the lateral bracing and set et approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses. If possible. the continuous lateral bracing for the top chord should be placed on the underside of the top chord to that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to Urinal! bracing in the plane of the top chord for flat roof or flow trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 31b). 2. Web Mamba Plane. 11 ls also necessary to install temporary bracing in the plane of the web members. This bracing it usually gar,/* number ms It n/2 own thsk,n*l g /� Pas d0 0 mongol ulna 13 meet 111stM„1 _ Lamer entun a ange* 01 rage Nog �� u gg d gnatrr +' _ ��'.�, � lg1 20 ewe m.ww, 11P;;;; — *401' 2 -150 doing ream err ram' 1 p& ( I 'Trost' 1 yrost' n0k09 TRUSS PLATE INSTITUTI 583 D'Onofrio Drive, Suite 200 Madison, WI 53719 The design of wood trusses in accordance with TPI deign wit assumes: 1. True members era initially straight, uniform in own net and uniform M design properties. 2. Trusses are plane structural components, installed vMia braced to prevent lateral movement, and parallel to loch o at the desert spacing. 3. Truss members are pinned et joints for determination of a forces only. 4. There is continuity of chord members at pints for *term Lion of moment stresses. S. Compression mambrs we laterally restrained at specific k tions or intervals. 8. Superimposed dad or live Toads act vertically, wind loads applied normal to the plane of the top chord, and arucentn bads are applied at a point. 7. In addition to the lateral bracing specified by the truss chip the building designer will specify sufficient bracing at h angles to the plane of the true to hold every truss mamba the position assumed for it in design. 8. The building designer (not the truss designer) will spa sufficient bracing and connections to withstend lateral Ioac of the entire structure. The theory of bracing is to apply sufficient support at right are to the plane of the truss to hold every true member in the posit assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Deeignn individual tr members are Necked for buckling, and lateral bracing a speclflsc required for each true member. The building designer must spa how this lateral bracing it to be anchored or restrained to prof lateral movement should all true members, n braced, tend to buc together as theme in Figure 11b). This may be accomplished by: 1. Anchorage to solid end walls IFugure l(c)). 2. Diagonal bracing in the plane of web members (Figure 1(d)). 3. Other means as determined by the building designer. Figure 21b) 3 bracing system depends to a great extent on how nail the lint true braced. One satisfactory method is for the first truss top chord to be brat to a stake driven into the ground and securely anchored. The grow brace itself should be supported as shown in Figure 2 or it it apt buckle. Additional ground braces, in the opposite direction, inside 1 building are also recommended. 6 installed et the soma locations sped id on the architectural plan permanent bracing, and may become part of the permanent bracing is recommended that diagonal bracing be added at peh web meml requiring continuous lateral bracing. 11 none is specified, it recommended that it be placed at no grater thin 18 feet intery along the truss length for roof trusses and 8 feet intervals for flc tranas. It is not generally necessery for diagonal bracing to run contir Dusty for the full length of the building but it is recommended that t spacing between see of diagonal bracing not exceed 20 feet, or lw the horizontal run of the diagonal bracing. Rows of 2x8 stronpbac may also be used to brace floor trusses when diagonal bracing impractical. Figure 41a) illustrates diagonal bracing in the plane of t web members; Figure 4(b) illustrates the lateral movement that m occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plena. In order to Aoki proper spacing on t bottom chord, temporary bracing is recommended in the plane of t bottom chord. Continuous lateral bracing at no greeter than 8 feet 10 feet on centers along the trust length is recommended full length the building, railed to the top of the bottom chord. Diagonal brad Ir,_lL_Ir_iral►_l:_ IIiIIitiUILiiIIfi Iliii11111.1111111111111112 Ila I/1I//I1Ell� IfiI mom .iI.1 II1 IVii! IS1I_ - Ia_I/at_ Ir_I�t_Ir Figure Nal Figure 4(b) pneear1 tame - .VM M ap eamrd, 20 fen ri.W. r Map el 5Odng Added duped barer the WIMP of the n.b rwn5Ml, pane Ides, nym McMf1 10 onommin inimmumai Ir I% I/ I% IrRI4 Figure 8(b) Tye Figure Alf) 13 IA A I AnorOUa,MM, Ill of troll With soeur 121.1,1e teu on center "1 blIdadne for node. Saco. alen an cone area WW1" M Moon bones lookup • witu /out mers1 tromp monotone Dams, lot permb «von, to maw hubby between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not requited throughout the length of the building. but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is Installed at the locations specified on the architectural plan for permanent Mating, and is, therefore, left in place as permanent bracing. Figure 8 Illustrates bracing in the plane of the bottom chord. Fug bundle. of plywood should not be placed on trusses. This construction toad should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingle.) If outline are used, spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord, it is recom- mended that diagonal bracing be applied to the wderside of the top chord to prevent lateral shift mg of the outline. Figure Biel Illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced outline. It Is recommended that this diagonal bracing. as shown in Figure BIb1, be installed an both sides of the ridge line in all end bap. If the building exceeds 80 leet in length, this bracing should be repeated at intervals no grazer than 20 feet. 2. Web Mamba Nana. The purpose of this bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling A tk /41 111. Tyre A suggested procedure for lilting trusses is 'nonrated in Figure A(1) U she tens span don not exceed 301en. 1 / //a /4 4, .m•••.• 44//43 torl t P1 1 Figure 5 Filgme Al2) • 11 14 ,41/ IMERIPMMI e 0. 115. form bum/ bey Mgooness le 20 fm mown. tope. M emit — rufous Mbar twang paed a Ion to 10 fun loured et a n•• • pond puut bottom cued al nurses hrp0Ml should be placed on the trusses in any one area; they should be spread out evenly over a large area was to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor Magill should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Braving is designed and specified by the architect or engineer for the structural safety of the budding. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysts. In general, it is desirable to design and locate all bracing w that it may work together with other structural parts of the budding (such as shear walls, portal trainee, bearing walls, columns, beams, etc.) to achieve total structural integrity. length of a web member. As desnibed earlier in the discusron of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs 1 • matter of judgment to be made by the building designer. and will depend upon the truss span. truss configure tion, Type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the sup chord. For floor trusses the Cross bracing should be approximately 8 feet on centers. Lateral 2x8 strong•backs may also be used for some flow systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chad Plat. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the evens of reveal of stress due to wind uplift or unequal cool or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manna as the top chord of simple span trusses Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wirer or seismic loads into side walls, shear walls or other resisting structural elements Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay at diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the we of bracing In the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a pride for the use of a qualified building designer, builder, 07 erection contractor. For truss spans between 30 feet and 60 leet a suggested lifting procedure n shown in Figure Al2). It should be noted that the liners from the ends of the spreader bar "toe nn." 11 them hies should "toeauL" they will tend to nun buckling of the truss. Tyre ) 1 Fiplre 81 ) Figure A(3) Top d.ub can baker drown mum balms. 12 APPENDIX 1 — ••Appou0Mr0 m to 3w et dud Mere Rope off Root boon I1,ued1 Permanent bracing must provide sufficient support at right angle the plane of the truss to hold every truss member in the posit owned for It in design. In addntnon, permanent bracing must designed to resist lateral fortes imposed on the completed building wind or seismic forces. Permanent bracing may be subdivided into three logical com rents: 1. Top Chard Plane. This bracing is designed to resist lah movement of the top chard. If plywood floor or roof steathin properly applied with staggered pints and adequate nailing. a ton• out diaphragm action 4 developed and additional bracing in the plar generally not required. Some metal roofing materials may be depended upon to act diaphragm when properly lapped and nailed. Selection and use of tt materials is at the discretion of the building designer. It is intended that this appendix contain only tentative recc mendations that may be used as a guide for on-site handling s erection until a more complete statement can be prepared. There n be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relator smooth ground. They shall not be unloaded on rough terrain i• would cause undue lateral strain that might result in distortion of tr joints. Dumping of Trusses is an acceptable practise provided that t trusses are not damaged or excealvely stressed in the act of dump; The builder shall provide protection from damage that may caused by on -site construction activity. STORAGE. Care shall be taken w as not to allow excessive banding trusses or to allow tipping or toppling while the trusses are banded when the bandmg if removed. If trusses fabricated with fire retardant treated wood must be stor prior to erection. they should be stored Ina venial position to preys water containing chemicals leached from the wood from standing the plates. A further precaution may be taken by providing a cover • the trusses that will prevent moisture from coming in direct cont. with the trusses and which can be ventilated to prevent condenatit ERECTING TRUSSES. The truss erector or budder shall take t necessary precautions to insure that handling and erection procedu do not reduce the load-carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in pla (i.e., trusses will be property aligned). For lifting trusses with spans in excess of 60 feet, n is reco mended that a strong -back be used as illustrated in Figure A13). T strongback should be attached to the top chord and web members Intervals of approximately 10 feet. Further, the strong backs should at or above the md of the true w as to prevent overturning. T ssnmgback can be of any material with sufficient strength to ale retry the weight of the truss and sulltcient rngldlty to adsquatety nee bending of the trues. • • • t 4. r- 1 . 4 10r1 ? : / * My er - K an VW MA • /G Hal Mo. of fasteners Ooh Port,n9 l it P Nora aft •11 *kJ IG M • G.Cr. 0 110 4. 'A DEPENDABLE NAME ... FOR RELIABLE PRODUCTS dal 04 111 card In !as Plaits, td Df rAlt OP HANGER M.Itr;vl / s A t /L So 6oly re IwiI�I ws Stow ,116 j j Phil* - R Ain, ea - Os'4(r. Carr. 7.415L E Olr !JAPE ,VOR/G W L 0405 '1, PER HANGER FOR V /,¢/OUJ CONNLCT/OA/5 $A5CN JO/ST HANGER beset, en Intonate lord rests by RTC., Apart Volts. rat loh. 15 rr JOIST HANGER - )� /•, v • : I, - I ti cc, rrPiCAL inlrALLAr/oxl • 1 I i ii � AM�ls, 0 bolt IMails, 1AoI► s lfo�i�. i bolt Z i 43� +AS� 2110. LAS. 6 �a�ls, bolt — r m o s 6bf. 1fb8�_ -1— - jo 4' fra GiPoctty 50. Lbs per hb _� 1 T deist U off 0 Neilo tl 5t4t Pecs /ewe ✓ ii, o- AleI1 • -AF 12313A (z) TRUSSES MAY NOT BEAR ON ANY INTERIOR WALL OR FIRRTITI ON UNLESS DIMMED FOR SAME. DO NO CUT OR ALTER TRUSSES WITHOUT AUTORIZATION FROM �MAACN�UFACTURER. NO CLAIMS OR IFNOTYASTTNSIE l aIt FOLLOWING DELIVERY. G IRDER CONNECTIONS NOTE POR 3'* 4.MEM. GIRDERS CONKECTEb TOGETHER IRDER CONSIST OF 3 TRUSS ES CONNECTED TOGETHER HIV ITI{ 1/2" BOLTS Cal 4 -O_ 0,C. ALONG TOP AND EC)TTOM ;CHORDS ALSO USE A NAILS 16" 0.C. STAGG THROUGHOUT TOP CHORD e)OTTOM CHow NM) WEBS. :( IT IS ASSUMED • THAT PROPER TRUSS I4ANGEIZS WILD- :TRANSFER ;kZAC'TIONS OF TRUSSES TO ALL MEMMiERS : O F -r G I RAE R . ( ALSO APP LIES FOR GRE PATER AMOUNTS :OF MEMBER,S), NOTE FOR 2 MEMBER GIRDERS CONNECTED. TOGETHER. ."GIR CONSIST OF 2. -- MUSSES CONNECTED T06ET t4ER► 41714 a ,NAILS a le O,C. - STAGGEREt T4aR00 T- 1'OP AND O r TO M C:HOR bS 11 4 1 • 1 ‘) W ESS. ALL DIMENSIONS AND LAYOUT MUST 111 CHECKED SY WILDER BEFORE FABRICATION OF TRUSSES MELO BRACING IS NOT y THE R 0N$AB UTTY TRUSS FABRICATOR. PERSONS EGAROING TRUSSES MACINO WNICM IS ALWAYS RLpOUIRED O PREVENT TOPPLING AND OOYNO1N00UMINI ERECTION, AND PERMANENT AT 'BRACING 'BRACING I �WHICH MAY BE RREEQTUIIyRED 01 SPE �FIC AAPP�LIICATOTITIOON,LLI TS. TRUSSES SHALL S-0 at W7 IW IUWD ILIN APPLIEOIRE O BOTT. NO CHORDS, THEY SHALL BE BRACED AT 10'.0' 0.0. MAX. TRUSS moms AND CO�CTIONS AARL�BE TIC N USED D HED A THE ATTAC THEY MEET THE REQUIREMENTS OF T 11� SY DAIY L WITH T HE ORIGINAL pp * [ SsT A �� S v OV V ERNANG DETAILS PITCH AND OF TRUfSES AND APPR0�1iL THEY AS SHOWN. BY: DATE: DADE TRUSS Company Inc. 1021 N.W. » AWL MIAMI. FLILi31M PH. OM mans r .N• 1d w DATE LOT BLOCK JOB ARCHRECT MEMBER ANALYSIS USTOMER: 10B NO: ;PAN:25 -8 -8 TOP CHORD :2 *4 IEMBER AXIAL 1 - 2 .566 2 - 3 .522 3 - 4 .348 4 - 5 .174 5 - 6 0 ;FACTIONS 10INT 1 = -1382 JOINT 7 = -1382 :B 5 - 7 BRACED AT 1/ 2 POINTS - RESS INCREASE = 1.33 .ATES USED ARE BEMAX -20 Holding 180 Tension 359 Shear- 242 1NUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) .ATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) ZACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY LACING (WHICH IS ALWAYS REQUIRED) WITH NDSCONSULT DESIGN BUILDING SPECIFICATIONS AND TPI :SIGN SPECIFICATIONS CONFORM C FORCES B C FORCES iEB FORCES REEACTIOH1382 -L -1377 T -e -!1165 6 -7P2E6 -; 2679 9- 19-3188 3- 19-- -86611 JNT. 7 - 1382 _561339 10- 1=4240 3- 9 = -844 4-9 -871 -7226 4-8 --1183 5 -8= 1 5 -1 -11 12 3 . 6 -5 -2 MT1(12) =1X4 OR 2X3 CONT. BRACING CONN. TO WB W /2 -8d NAILS MIN :2 *4 NO2 KD SYP :2 *4 NO2 KD SYP 35:2 *4 NO3 KD SYP ACTIONS : JNT. 1 -1382 JNT. 7 -1382 NO2 KD SYP BENDING TOTAL .395 .961 .422 .944 .402 .75 .383 .557 .346 .346 5 -1 -11 5-1 -11 10 9 B 15x6] C3.51F] 5PR4: 25 -B DADE TRUSS CO. INC. SPfWI- 25 -0-9 RI5E= 6 - 11 - 2 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 7 - 8 .169 .163 .332 8 - 9 .337 .171 .508 9 - 10 .506 .171 .677 10 - 1 .675 .163 .838 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 10 = .23 ALLOWABLE L.L.DEFLECTION = .86 REPETITIVE STRESS INCREASE USED 5 -1 -11 5 -1-11 _ 6-5 -2 9-5 -2 6-5 -2 1 1 E 2 X3 ] Or] T r Sx4 B.K.M. EAST Inc. R36 -42 DATE: TRUSS ID:MT1 L, 4 4/87 LO DING: L D TOP CHORD: 30 15 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 F JOB NO: ;PAN:9 -0 -8 TOP CHORD :2 *4 EMBER AXIAL 1 - 2 .113 2 - 3 0 2EACTIONS JOINT 1 = -465 JOINT 4 = -465 "RESS INCREASE = 1.33 C FORCES B C FORCES IEB FORCES REACTIONS - L 4 - 5 - 855 3 - 4--1519 TNT 1 - 465 - 5-155 2 -4 -B66 JNT. . 4 - 465 MT2t12) :2 *4 NO2 KD SYP :2 *4 NO2 KD SYP 3S:2 *4 NO3 KD SYP ACTIONS ' : JNT. 1 -465 JNT. 4 -465 NO2 KD SYP BENDING TOTAL .274 .387 .269 .269 4-6-4 12 3 L� MEMBER ANALYSIS ATES USED ARE BEMAX -20 Holding- 180 Tension 359 Shear- 242 1NUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) _ATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) tACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY ?ACING BUILDING TPIINB. 4 -6-4 5 4 C2 X37 13X5] SPFR4e 9 -0-B DFHDE TRUSS CO. INC. SPAN -9 -B-8 RISE= 2 -11 - I B B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 4 - 5 .136 .074 .21 5 - 1 .136 .074 .21 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 5 = .03 ALLOWABLE L.L.DEFLECTION = .3 REPETITIVE STRESS INCREASE USED C2x3 0-10 B.K.M. EAST Inc. R36 -42 DATE: TRUSS ID:MT2 ti L • I.4. �.. LOAD NG: L D TOP CHORD: 30 15 BTM CHORD: 0 10 SP''ING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 F- :USTOMER: 10B NO: ,PAN:14 -6 - 8 • TOP CHORD :2 *4 1EMBER AXIAL 1 - 2 .239 2 - 3 .17 3 -4 0 ;EACTIONS ►DINT 1 = -768 IOINT 5 = -768 'RESS INCREASE = 1.33 C — 1 5 5- C 9z6 + OR FORCES I F S JNT. T 1 - _760 _31369 6-1=1853 2-6= -598 , JNT_ 5 -768 3 -6-577 -5 = -288 3 -5= -1847 1 MT3(4 ) 4 -18-3 :2 *4 NO2 KD SYP ', :2 *4 NO2 KD SYP 3S:2 *4 NO3 KD SYP _ACTIONS : JNT. 1 -768 JNT. 5 -768 4,, 12 7 -3-4 NO2 KD SYP BENDING TOTAL .329 .567 .333 .503 .333 .333 4 -18 -3 MEMBER ANALYSIS SPF1N: 14-6-8 DADE TRUSS CO. INC. SPAN- 14 -6 -9 RI5E =4 - 1 - 10 7 -3-4 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: DATE: TRUSS ID:MT3 BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 5 - 6 .147 .201 .349 6 - 1 .295 .201 .496 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 6 = .06 ALLOWABLE L.L.DEFLECTION = .48 REPETITIVE STRESS INCREASE USED _ATES USED ARE BEMAX -20 Holding 180 Tension 359 Shear 242 1NUFACTOM MUST ER UST BE IN S INSTALLED M A ON FACESVOFIJOINTSESYMMETRICALLY (EXCEPT AS SHOWN) .ATES M INTL tACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND NDGIE LACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR :SIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. 4 -18-3 I B.K.M. EAST Inc. R36-42 LO•IING: L D TO CHORD: 30 15 BTMf CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 F TOMER : 10B NO: .PAN:8 -10 TOP CHORD :2 *4 'EMBER AXIAL 2 - 3 3 - 4 ;FACTIONS JOINT 1 = -454 JOINT 5 = -454 .w**** **** **** * **s..v,tx,. * *, * *, *, , * * ** ** * *** * * * ***** * * * * * * * * * * * * * * * * ** MEMBER ANALYSIS 0 .256 0 .256 "RESS INCREASE = 1.33 NO2 KD SYP BOTTOM CHORD :2 *4 NO2 KD SYP BENDING TOTAL MEMBER AX BENDING • TOTTAL'' 5 - 1 .ATES USED ARE BEMAX -20 Holding 180 Tension 359 Shear- 242 .ATES MUST BE MUSED FROM INSTALLED ON 446 FACESVOFIJOINTS ,SYMMETRICALLY (EXCEPT AS SHOWN) _ATES INTL tACING:THIS DE IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY LACING (WHICH IS ALWAYS REQUIRED) OWITH CONSULT TPII78ER. .SIGN SPECIFICATIONS CONFORM - »BRCES C FORCES FORCES J� TI S 4 -5= -186 t -454 -5186 3 -1-151 INT- 5 -454 3- 5 = -251 9 1 :2 *4 NO2 KD SYP :2 *4 NO2 KD SYP 3S:2 *4 NO3 KD SYP _ACTIONS : JNT. 1 -454 JNT. 5 -454 4-5 4 -5 .256 .256 C3 ' ] I 336 8-18 5191 8 - 7■ DADE TRUSS CO. INC. SPAN -13-1B RI5E =6 - 3 - 2 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 4 = 0 ALLOWABLE L.L.DEFLECTION = .29 REPETITIVE STRESS INCREASE USED B.K.M. ERST inc. R36-42 8 4187 DATE: TRUSS ID:SP2 T 30 15 M CHORD: 0 10 PACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 F. TOP CHORD :2 *6 EMBER AXIAL 1 - 2 .581 2 - 3 .536 3 - 4 " .544 4 - 5 .409 5 - 6 .28 6 - 7 .137 7 8 .021 l 8 - 9 0 1 tEACTIONS JOINT 1 = -1992 JOINT 11 = -2605 C FORCES B C FORCES FEB FORCES -1m - 7775 1e-11 - - 19 Yli- 1 3 --737 11-12=1538 2 -15 =-628 -4--7371 3 -15- -368 -5= -5499 13- 14=44 4 -15 =1449 -6-3773 14 -15-58 4-14-922 -7 --1822 15-1 -7717 5 -11 -1292 -B =165 5 -13= -1286 -9-10 6 -13 -1419 -116=-221 4-8 3-8-155-8-18 6-8-13 12 3. PROVIDE FOR HORII. DL lsr OT1tRS) (4 E2X4] C2X4] 3 2 -(4 X9] 2 NO2 KD SYP BENDING TOTAL .06 .641 .147 .683 .224 .768 .275 .684 .27 . 55 .318 .455 .309 .331 .293 .293 :B 6 - 12 BRACED AT 1/ 2 POINTS :B 7 - 11 BRACED AT 1/ 3 POINTS :B 8 - 11 BRACED AT 1/ 2 POINTS "RESS INCREASE = 1.33 .ATES USED ARE BEMAX -20 Holding 180 Tension - 359 Shear- 242 INUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) .ATES MUST BE INSTALLED ON BOTH FACES OF JOIN T .SYMMETRICALLY(EXCEPT AS SHOWN) !ACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY LACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. :SIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. C4 X5] REACTIONS 6-12 --17o JNT. 1 -1992 T -12 =1588 INT_ 11 -26Ei 7 -11 --2286 B- 11 = -844 8- 19-387 is C4 C 4 1 X 3 5] [4X8] 6-4 -15 7-0-15 _ 7-8 -15 9-8-15 SP1( 72 ) CUTTING LIST JOB NO.: CLARY :USTOMER: )ATE: ;UTT CUT LEFT :0 -0 -5 3UTT CUT RIGHT :0 -2 -12 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 8 MAX L.L.DEFLECTION AT JOINT 14 = .42 ALLOWABLE L.L.DEFLECTION = 1.42 REPETITIVE STRESS INCREASE USED 6 -8-13 6 -0-13 7 -1 -18 I 4- 11 -15 SPRie 42 -5-B DADE TRUSS CO. INC. SPAN-42-5-9 INTERNAL RISE =2 -1 -1 C8 X6] B.K.M EAST INC. BOTTOM CHORD :2 *6 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 10 - 11 .011 .087 .098 11 - 12 .168 .105 .273 ._ 12.- 13 .324 .105 .43 13 - 14 .482 .092 .574 14 - 15 .64 .08 .72 15 - 1 .841 .073 .914 13X4] 12 .6 8 -1 -14 4 -11 -15 :2 *6 NO2 KD SYP :2 *6 NO2 KD SYP 1S:2 *4 NO3 KD SYP :ACTIONS : CUSTOMER: .JNT. 1 -1992 JOB NO.: JNT. 11 -2605 DATE: )TTOM CHORD 10 - 11 BRACED AT 24 IN. ON CENTER L X6] CS 2 C4 X5] [4X5] B.K.H. ERST Inc. R36-42 =1X4 OR 2X3 CONT. BRACING CONN. TO WEB W /2 -8d NAILS MIN PAGE 1 TRUSS ID:SP1 SPAN:42 -5 -8 SLOPE: 3.3 /12 RISE:12 -2 - 2 FAMILY TYPE: 325 1 LOADING: L D TOP CHORD: 30 15 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 Fl