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550 NE 96 St (8)BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 6P 03- /133 Master Permit No. Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) Phone # Owner's Address City State Zip Tenant/Lessee Name Phone # Job Address (where the work is being done) .50 . 96 5r - City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name Phone # Contractor's Address City State Zip Qualifier Architect/Engineer's Name (if applicable) Phone # S Value of Work For this Permit Square Footage Of Work: Type of Work: ❑Addition ❑Alteration :New Describe Work: ❑ Repair/Replace ❑ Demolition Total Fee Now Due $ Fee $ Permit Fee $ CCF $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Structural Plan Review. $ 2 I° (Continued on opposite side) * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 _, by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: APPLICATION APPROVED BY: Oy - 5 2003 Chc 10/14/03 Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: My Commission Expires: (Certificate of Competency Holder) State Certificate or Registration No. Certificate of Competency No. *************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " kb, .547S Plans Examiner Engineer Zoning This: safety . alert .,symboi is ; 'Used to ; . attract t your . attention! PERSONALSAFETYI When. . ,n tea« t K. YOU see •this sy BECOME ALERT -"HEED' ITS MESSAGE a �CAUTI0NY 3 CA,UTION,Jdenti iessafeOpecating practices or indscates nsafe conditions that o ld, result in personal or in�ury damage to HIB -91. Summary Sheet COMMENTARY and RECOMMENDATIONS for 'HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © Itis the resoonsibilitvof the installer (builder building contractor. licensed contractor. erectoror erection contractor) to orooeriv receive, unload. store. handle. install and brace metal slate connected wood trusses to protect life and orooerty. 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 AUTION:.The builder building contractorIicens ontrac orerecfororerection contracto to obtain a n read the ent ire book et `Comm et ary eve.. r and {R ecom r H mendations foandlin n stalling & . Bracing Metal PlateConn Wood T usses HlB 91 ".from thetTruss- Plate _Institute,. AUTION y Trus ;es LStoted ho ontal ' :Should 'be blocking toy• r e A c oars- Ot be •ins. Ca a show cb to excise • ' in • t moval to .a void shiftin• .o fin iv d `trusses.„_ TRUSS STORAGE 1 Frame 1 . .i P�►NGER„ DA a rna es diion ,there- i too f owty inst c o j s heed n war,: i ng 7 "II - , ost' tkeIy rresu eclous ` personal injuryor death or damage,jo y ctures 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. oul • •`e ma • a vitith ninini sse spurned, 2K on-,ce to •o sses sltouldoe': olllnec ancett design rowing 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) 1/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(In) 1/200 ;" L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' Continuous Top Chord Lateral Brace Required Up to 24' Over 24' - 42' Over 42' - 54' Over 54' MINIMUM PITCH 3/12 3/12 3/12 TOP CHORD TOP : CHORD DIAGONAL BRACE LATERAL. BRACE SPACING (DBS) SPACING(LB) [ #' 8 ' 7' 6 ' SP /DF 17 1 0 6 SPF /HF •: 12 6 4 See a registered professional engineer SPAN DF - Douglas Fir -Larch HF - Hem -Fir •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 chcd when purllne are attached to the topside of the top chord. MONO TRUSS Diagonal brace also required on end verticals. WARNING: a *tea ;severe personal SP - Southern Pine SPF - Spruce- Pine -Fir M aximum . Misplacement PLUMB • .,Plumb` Line • INSTALLATION TOLERANCES OUT -OF -PLUMB INSTALLATION TOLERANCES. • • Frame 6 12 '. — 73 or greater .Lesser of •_L/200or2" L(In) e• All lateral braces lapped at (east 2 trusses. BOW t T OF- PLANE.. INSTALLATION TOLERANCES. Lesser of L/200 or 2" W ARNING not' ath h ooks to_the web.ttle be, ' Tag Line or less ndbr\a(EB 1- I Approximately '/2 truss length Approximately 1 /2 to % truss len, th Spreader Bar moor man Toe In Spreader Bar Toe In let trues of bra group of tru Truss spans less than 30'. Less than or equal to 60' Less than or equal to, 60' 60° or less • Approximately 1 /2 truss length Toe In Tag Line Tag Line Approximately 1 /2 to % truss len • th Toe In Lifting 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. Tag Line- GROUND BRACING:BUILD:ING INTERIOR MECHANICAL INSTALLATION Frame 2 QRNING: Do not lift single tresses with spans • greater than 30' by the peak. At or above mid - height Tag Line ILMV_V_R_______AM El I Approximately Y3 to 3/4 truss length Strong back/ SpreaderBar Tag Line Strongback/ SpreaderBar Greater than 60' Greater than 60' Typical vertical attachment Strut • (ST) 10' Typical horizontal tie member with multiple stakes (HT) 10' 10' ICI ►I ►I I IrANT E" Approximately Y3to 3 / truss length dequat e ;• ;44,...0*„ e R gine r �` aciing1lrhaccor a w =1• f eta ,.ate ec e • p o , 9 s IGROu'ND BRACING: BUILDING EXTERIOR Ground.brace Iatera (LB ) Ground brace ertical (GBg) Ground bra r ' diagonals (GBD) Note: 2nd floor eat m shall have adequate capacity to support groun braces. 4 floor GBD Top Chord LBT Ground brace diagonals (GBD Ground brace ,vertial'(GB1) 'Backup ground • stake Driven ground stakes -al rnstallatlons Ground ' .\ J I brace 1 a truss of brae lateral (LBG)' . g roup of trusses End brace (EB) • Up to 32' Over 32' - 48' Over 48' - 60' Over 60' TOP CHORD TOP CHORD DIAGONALBRACE MINIMUM LATERAL BRACE SPACING '.(D130 DEPTH' SPACING(LBs) .[# trusses] S'PF /HF See a registered professional engineer DF - Douglas Fir -Larch SP - Southern. Pine HF - Fsem -Fir SPF - Spruce- Pine -Fir SPAN '' diagonal brace for cantileverdd trusses must be placed on vertical webs in line with the support. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. 4x2 PARALLEL CHORD TRUSS:TOP CHORD End diagonals are essential for stability and must tie duplicated on both ends of the truss system. '2x4/2x6 PARALLEL CHORDTRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. omot .' to cuss b3.dda Frame 5 Continuous Top Chord Lateral Brace Required Attachment Required Continuous Top Chord Lateral Brace Required Attachment Required 10" or Greater 10" or Greater End diagonals are esseQtIai for stability and must be dupircate both ends_ of the truss system. irk Trusses.musthave lum- ber oriented in theho iL iorital `directiorj_to. use .this brace-�spalh .' . 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 purling are attached to the topside of the top chord. Up to 28' Over 28' - 42' Over 42' - 60' Over 60' MINIMU PITCH DIFFERENCE 2.5 3.0 3.0 TOP'CHORD LATERAL BRACE SPACING(LBS) 7' 6' 5 TOP CHORD DIAGONAL SP ,(DBS) [ # trusses] >SP /DF 17 9 SPF /HF- 12 6 See a registered professional engineer DF - Douglas Fir- Larch SP - Southern Pine • HF - Hem -Fir SPF - Spruce- Pine -Fir Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 4/12 4/12 4/12 TOP :CHORD LATERAL. BRACE SPACING(Las) 8' 6' 5' 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 least '2 trusses. ot TOP CHORD DIAGONAL BRACE � SPACING.(DBS) [# trusses] SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required PITCHED TRUSS 1 T•d�.l f� • iTka' ii11t • il0-AV al t a • �J K" ' iJ4a. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required All lateral braces lapped at (east 2 trusses. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. :SCISSORS TRUSS 12 - 1 4 or greater • Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. A INGerFailii vere, ersonal n ry,..or-damage to-1 mik,4-40 recommen at ons-cou • sees or till din itotimc ....WEB MEMBER PLANB Pernianeht Continuous lateral bracing a s Specified by the • truss engineering: - . ' • - • • ■ ,. • 1 Frame 4 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' PITCH 4/12 4/12 4/12 BOTTORCHORD -,LATER14 • 15' 15' 15' BOTTOM CHORD DIAGONAL BRACE SPACING (DEs). ..[At trusses] I SP/DF. 20 10 6 SPF/HF 15 7 4 See a registered professional engineer • DF - Douglas Fir-Larch HF - Hem-Fir '." •SP - Southern Pine ' • SPF - Spruce-Pine-17r All lateral braces lapped at least 2 trusses; BOTOM CHORD PLANE Cross bracing repeated at each end of the • building and at ' Intervals. • MIAbt AMI COUNTY , FLORIDA IRO WI= FLAMES iu?, SUI'C1t t e 3 MIAMI, FLORIDA 331301S63 CM) 3754:901 FAX (30S) 375 -290$ M BUILIB ra CODS COlQUANCR OFFICE (KM) PRODUCT CONitsOLDIVISIO l NOTICE OF ACCEPTANCE (NOA) United Steel Prods Co. 703 Rogers Drive. Monttames1, MN 56069 SCOPE: applicable minions gowning the use �a,matetioA . This documentation ai isavcd n the app lye -Dada County Product Genial Division and acct by the Board of submitted nd Appals ��o sod in Miami Dada County and other alas what allowed by Product Control the Authority Having lurisdlctla t (AH1)• _ County 'Ibis NOA shall not a be valid after the de Celery) and/or the � � Dade County) r right to Divisi� (In Miami Dar tb tut �� pmdud or material fade to pates in have this product or material tested for quality assurance purposes. � � $� Ala may immediately the accepted manna, the manufacturer will incur the eta their �risdiatiaa..BCPRC maws tlta tight rew,-dcc, modify, or sus the use of such product or natural within Di C oat this product m if it is determined by 1 e county Product Control to material this to meet of the applicable butldias8 code. Thi i r fails is meet t>>c requirements to with the High velocity Hurricane 11ui s product is approved as dumbed herein, and has Dec designed Zinc of the Florida Building Cod. DESCRIPTION: Wood Connectors JHA & 11111 APPROVAL DOCUMENT: Drawing No.1102, Sheets 1 through 2 of 2, titled "ILIA Scnes Muss/MA Hangers) & TUH Salts (Slat Nail Truss Hanger)," dated 11126102, prcpated by United Steel Produce CotnpanY d and sealed by R. W. Lutz, PE, beating the Muse -DadC County Dade t Co tt r Co n Div b rho Notice of Acceptance (NOA) number and expiration date by the Miauu- r IMPACT RATING None LABELING: LNG: a unit shall bear a Control Approved ", ualas otherwise noted herein. MISSILE 1KP paumneat label with the rurat<ufacnzrets one or logo, city, i and following ate_ Dam County Product Product after a renewal application has been filed and them has been no RENEWAL of this NOA shall bo considered the performance of this prodL':ct. change in the applicable Willing ondc negatively •8 0 du o r if there bas been �t revision or is the TERMINATION of this NOA will occur after the eocpirafl atte aod this NOA as an endorsement mendorsement of azq► materials, use, and/or manufacture of the product or process. Misuse of t this end Fa to any comply product, for sates, advertising or any other purposes shall �y of NQA. with any section of this NOA shall be wane for tart the words Mimmi-tiad County, Florida, and foil by ADVFdtTIS T= The NOA number advertising pzs�° L � mra. If any portion of the NOA is displayed, then it shall the expiration date may be displayed iu> advertising be done in its entirety, to the user by the tnan` or Rs distributors aN shall ova A le copy of spe on at at of the Building Official mentioned and shall be available for inspection 1 as well as approval above. This NOA renews NOA # 80-1 12$.02 and consists of this Page The submitted documentation was reviewed by Candido F. Font PE. NOA No 02- 1028. Esptralion Date December 02, 2001 Approval Date: Page 1 PRODUCT CODE MATERIAL THICKNESS JOIST WIDTH DIMENSIONS FASTENERS DESIGN LOADS (Ws) NORMAL UPLIFT � \d H HEADER TRUSS 100% 133% TUH 26 16 . GA 1 1/2 1 9/16 5 5/16 (16) 16d (8) 16d 3042 1350 TUH 28 16 GA 1 1/2 1 9/16 7 I /16 (22) 16d (10) 16d 3314 1908 TUH 26 -2 16 GA 3 3 1/8 5 1/4 (16) 16d (8) 16d 3042 1350 TUH 28 -2 16 GA 3 _3 t/8 _ 7 1(22) 16d (10) l6d_ 3650 1908 2) 3) (1) GIRDER /HEADER NAILS SHALL GENERAL NOTES.. 1) STEEL SHALL CONFORM TO ASr)1 A653 STRUCTURAL GRADE 33, AND A MINIMUM GALV1NIZCD COATING 1F 660. FASTENERS ARE comma.: WIRC NAILS UNLESS OTHERWISE NfTED, ALLOWABLE LOADS ARE BASE° OR THE NATIONAL DESIGN SPECIFICATIONS Ft0 WCAD CONStRUCTUDN 1997 EDITION FOR SOUTHERN YELLOW PINE (Ge 055 OR BETTER'AND 141IST1RE CONTENT OF 197. OR LESS) ALL TESTS PERFORM") IN ACCORDANCE WITH ASTM D1761. 4). ALLOWABLE UPLITT LOADS HAVE BEEN SNCREASED DY A bURATION FACTOR OF 33Z FOR VINDLOAD CONDITION. NO FURTHER .INCREASE I$ ALLOVED. 16 GAUGE GALVINIZED HAVE A MINIMUM PENETRATION OF 2'. UNITED STEEL PRODUCTS COMPANY 703 R lMS WIVE, 41200:111Y, Mol. 561$9 PHOrs cso'n 744-7333 NAND TUH SERIES <SLANT NAIL TRUSS HANGER) DATEc 11/26/02 SHEET, 2 OF 2 LOAD SHARE FASTENING SYSTEM DRAWING NUJI 1102 F7 TIKrT Milan . Fan, T�1tLlyw ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 MDADE PRODUCT CODE JHA29 JHA213 JHA218 JHA2 -213 JHA2 -218 JHA413 JHA418 JHA 424 MATERIAL 1 JOIST THICKNESS WIDTH DIMENSIONS H A FASTENERS IDESIGN LOADS (LDS) GIRDER/ TRUSS /I, NORMAL UPLIFT HEADER JOIST NAILS NAILS 1002 133% 18 GA 18 GA 16 GA 18 GA 16GA 18 GA 16 GA 16 GA 1 1/2 1 1 5/8 '10 6 (16) 16d 1 1/2 1 5/8 13 1/2 1 1/2 1 5/8 17 1/4 3 3 1/8 3 13 1/8 3 1/2 3 5/8 12 1/4 3 1/2 3 5/8 16 1/4 3 1/2 3 5/8 22 12 1/2 16 1/2 5 3/16 (18) 16d 5 3/161 (24) - -16d 5 1/16 (30) 16d (6) 10d 2114 6 (18) 160'. 6 (24) 16d (6) lOd (6) l0d 2114 2125 (6) 10d 3105 (6) 10d 3650 (b) 1001 (6) 10d 3105 3650 <6) l0d 3650 892 8.92 883 1216 1142 1216 1142, 5 1/16 5 1/16 <18) 16d (24) 16d 1142 (1) GIRDER /HEADER NAILS SHALL GENERAL NOTES II STLST SMALL CANT R N TO AST S *133 ITRUCRISAL (Rat 33. •f0 A turnout GKVORTES CnoTIIIS O GU 2) VA31011314 ARC 101.1Q1 ARE NAILS UNLESS aTIERvISE NOVEL 31 MAIA l*E WARS AK MEI DN THE 1tWT10NAL SEVEN SPtCUTCAta]1S raz vOaD oslttfalrTTGY NW mDITw1 rot =UMW/ Y01W PIC Ian 0_96 OR SETTER «4D SWUM CONTENT ar t IIC �c mot As TESTS A 74 !'1 41 ALLOWIti l$& 1 WARS NAVE KIN maw= sr A RURATILIR ma= JZY rOR vclitDtn (CUDtrTOK t¢I FURTHER INCREASE IS ALLU 211 dirbias LOAD SNARE FASTENING SYSTEM 1Proflock Cos HAVE A MINIMUM PENETRATION DF 2" UNITED STEEL PRODUCTS COMPANY RO MU LOVE. 10NIGOIERr,10/ 55069 P* EE Col) -»s JHA SERIES (TRUSS /JOIST HANGERS) DATE 11!E6/02 SHEET. 1 DRAWING N13.11 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER <STRUCTURAL) FLORIDA REG. NQ 55409 UO2 MDADE - Lumber Connector3 - A C16RALTAR COMPANY April 28, 2003 Martinez Truss Company 9280 N.W. South River Drive Miami, Florida 33166 Ref: USP JHA skewed hanger. series. Subject:Metro -Dade Product Approval To- whom it may concern: Southeastern Office 11910 62nd Street North • Largo, FL 33773 -3705 800 - 443 - 6442 • 727 - 536 - 7891 • Fax: 727 - 535 - 8199 www.USPconnectors.com • e -mail: info@USPconnectors.com The USP JHA series of adjustable joist hangers listed Miami -Dade Product Appro Notice of Acceptance (NOA) number 02- 1028.02: The Notice of Acceptance is specifically based on test reports for the normal face -mount series of joist hangers. No skewed series of hangers were specifically tested for this -NOA, and consequently, no NOA's have been'specifically issued. .USP is, however, able to produce a skewed version of this product as a specialty option using the same number.of nail holes and the same gauge and width: of steel used in the standard version. This product was not listed inUSP's -Full Line.Catalag 2001 as:having' • .any specialty options: For products listed with specialty options which include sloped, • 'skewed and inverted flanges, there. are typically corresponding load reductions. The JHA series also has corresponding load reductions when skewed to 45 .degrees. since only half the seat nails can be installed,. the corresponding uplift ii reduced 50 percent. This reduces the allowable uplift to 450 #, using an 133 %.duration of load factor: . Also, with all strap type hangers, when the load is shifted to one side of the hanger by skewing the load, there is a reduction in direct load capacity. For the 45. degree skew in the skewed version of this hanger, the allowable direct load is 85% of the published load. Based on 100 %duration of load, the allowable direct load is 1795 #. Should you have any additional questions concerning this application, you may call me directly at extension 152. 14f1'A�YF10A : I PRODUCT:CONTROL 'NOTICE :-OF ACCEPTANCE; - °:-Uiiitccl S:tcel; cis :Cotnpa_ny' 703' Rogc :rs Drrvc. '(1'::0 13o 80:} Montgornery;114N 56069 • ont application:° for Notic o €:Aeceptnnce { l0'A'} of . -:. T .- vernrng the ri ofAlt erna . 0f,. 4 t.recorttat en d for acceptance by theavliarni- Dade:_ ; er the Londttrans specti; ed' h erei °' - - hl•STI. OA sha11 not b6. valid'at' the e \ptrarto 1. date staled baiow I3CCO:,rc Serves the right to securL t prodlitetnor �niate at any f ihie fro ::a jabsi.te :or •nra ufacturer's pinnc : for= quality - control;`testing.� -_if bits - product nl or-atertal., faits to perforr tn. th e ilpproved Snann•er;_ I3CCO .rimy _ revoke. mod ify. o.r suspend tlte tiSL of suc[i product or material intttiecliat BCCO resew -es tits nghi to . reuo l c.,:t.11:is_a if it ji d 'by BCCO :that -this product or material fails to.:rueet ihe..r_equirementst:of tti ,. South Flcitda E3.wtldclxg Code... e?e pense of such res in; wiIl;.be incurred :by the marl CEPTANCENO:,02 0'10206 -'..: E,xpIRCSz;oin i'RO:V:ED . 0ill:IP002.: 14 0i500011pc2000Utemlita:eiLiodcc acctpance over.poge;dot Internet .mail :address: Isostninsicr @Esuilil cod conJitic:rot ac • 1st 1:1ANI:1 -DAD E_COUNTY,. FLORIDA METRO -DADE FLAGLER BUILDING 13UILDI4C:COriE comm.. s,NcE orfcE - -Ntt TRO -DADS: FE.ACLEIZ. iTUil;br JG 1404 LAGLEXSTREET. SL11T:1603' , F(.O1 4 .1DA:33:13o. 563 - .(305) 3.75 - 2901 -(A.< (305) 315-290S =- Ctivrlt,Acrotri:lerizS 'SING SE cri c� s30) _,r/1:(: (301)375- 33ix - • crori t3a5) ;75- 2:966, F�41:(3o5j •75 =Z NHgJktK.T.ct.r. raot.:3 I5 : (3051.37 21 Xpos)1 ., co�S-i ilttio Rod, i ztft CiiierProditct Control Divisiait "' TIi:F. T, Si"F,..I DDi'Ctp`' 1, L' `CCI:S:I'OR S'PCCI FIC'r�'N1) G:E \LIt.lL C _ , - - -- , . , Oi\'I) +ITi 0.1'5., " UILDI•NG ~COIF -S\ PROD ?UCT: REV IEW:C..Q.M TT EE ..T1iis application. for Product Approval;:bas been rey._iewed by di£ B`CCO and approved by the 'Bzii Code and Product v Comnuttct::to b� r std tit ivitattu rDadc. Count}%;1"lorida •under tltc conditions sit "fo rth nc ot�e.. • Dircctor:' . Nlruni, =:Dade County 6u:l fsi� corlc.;CanpG:tnec - OI . Ctc r • • .H: a mepttgc: http: /iwww.hu,iltiingcodeonl:ne.com United Steel Products Co. :3. :LIMITATIONS • 3d. Allowable.loads are for Southern 'Yellow Pine Wiflt :t specific arutity, of 0:55 and :atarstur a :co tieni • 32_ .AIlowable: loads anbased on testing ,per AS D'1761 and calculations per National Design Specifications for:woo..d. construction •1991 Edition: SCOI E =of` €910 or Tess: :NOTICE :OF ACCEPTANCE: SPECIFIC COND.ITIONS .1 This. rcncmYS N'otice.of Acceptan :No, 01-1016 which was.isstied on November:8,:200:I. U renews the approval of a :wood :connector; as described in Section ? Of tit is: NOA,;desi'gned to_:; comply 'with the. South: Florida Building :Code (SFBC., .1994 Edition for'Mratu -Dade Cotnnty;.;foil -the locations . where the pressure requirements „ _as determined by SFBC Chapter 23 do:not:..exceeik the:Desion Pressnre;Rarinr; vaiues:indicated rn thz:approved draw nos PR:ODU.CT DES CRT P'1' I:O.N: The •USI''Wuod.Connectors and its coniponents shill be constructed m strict compliance tc %tth the following doctirnent: Drawing No :HCPLL/R Sheets 1:of 1,.. :tided "Wood:Cortnect:ors,” prepared`by the manufacturer, dated .9/15/01, signed and: sealed :by. Thomas, <Kalden, P E;, bearing the Ivltanii- :bade 'County Product :Control renewal stamp with the NQ A: ;number and: expirntton :dote by :the ami -Dade .County Product. Control Division: This document shall hereinafter be ..referred to as ;the ?approved drawings. INSTALLATION t.hi good connector shall be installed in:strict .compliance with the approved drawings. ACCEPTANCE NO.: 02- 01010 APPROVED: .ranuary 313002 EXP IRIS: Sanuary It, 2 007 Rau: Roy -iD ez, Chief .- Product Control .Division LABELING :5_I 'Each unit shall bear a:permanent label with the manufacturer's name -orio`o,. city, state grad • fol:lowin, statement, " Ivliarni .Dade County. Product :Control..Ap.proved' BUILD :I�c'.G: REQUIREMENTS 6 Application :for building perirtit shall be accompanied by copies of the following: :6.I: ::1 This Notice: of Acceptance b_I?: .Dupli tte-copies of the approved drasvines;;as identified 'in Section ?_of this I`I otice or Acceptance, clearly marked to show the cornponet ts:selected for:the proposed installation '6.1.3` Any other.docurnents required by :the Building .Official or the South Florida Building Code. (SFBC) in order :to properly evaluate •the`installation of this 'system. 'Unitcd Products Co: ACCEPTANCE No.: 02-0102.06 APPROVED: 'January 31,2002 EX.PIRES: Jaribari U. 2007- NOTICE`OF ACCEPTANCE: STANDARD CONDITIONS genewalOf this •Acteptande• be considered a renewal application has :hee4fifed and.the:ariginal Silber documentation, including test supporting data, entirieering' no than tight (8)..years. . :q::: :Ariy inci;all apcirOyedr be permanently labeled ::With the rnanidlitturer'S narnec. .21; a nd thd:foilo:Wirt ''Iy.fianii-:Dade .COUnty Product ,Control Approved'', or :as'.,spec ifically stated in the specific confiltions OrthiS Acceptnnte. — .. . •• . 3 .:1 „Rene Wals Acceptance will ribr be *considered if • • . ,. ? ... AY a.dhanie:in the South Florida Building Code affecting the evaluation of chii;.• prodoc(ana:IbP pr.odbcis riot In compliance with the corddchapgds-,-.' -- -- .: 13):'. Theprio0oetiS no loner the sarrie product (identical) as the -one 'originally;ppsrovedi' . : - ::r.) isf the:Acceptance hoiderhas notcornplied with all 'the requirements:Of:this acceptance:int:hiding- . thecrreOtinstallation af:the prbdUci;, ki). The.eadineer:ivhb::bri Slatted and Sealed the'rettirired:dOctinientatiOn4hitialtY;-• , 1 .,, Subrnitted is no longer :practicing , the: - .enginetring , :proression. . • . , . .;±. :Any::Tpylsibn:pr:thange.intherriaterials of ibe atitOrriatitally'becatse‘ this Acceptance ; UnlCsS*.ipribrwritten approval has been , requested (th.coughilie and granted hY:tIvis. A o f t f o fl owin g s h a li niso he;0,r(atinds•foit.eernO,Valditivi$:AcCeptiinCe: 40 Unsatisfactory performance of this product or process. • :b)Misuse.of this Acceptance:as:4n endorsement of.any.praduct,.Tor:sdles, advertising:orartrother _ • Pqr:PO 4. ' Notice of .Acceptance numbetpreceded by the words Miami tounty, Fibrida,arid followed . . .. _ by'the expiration date may be .d isplayed In :advertising literature.. If any portion of the .Notice.,0177 .. - .. ACceptance.is.displajied then it shall be done 41 . i ts entirety - . , . : , . • :::::••.-:: 7 :ii, copy ot,thiss4Ncceptance * as - .%ilt 1 , 1 ::as'approvedfdravi.irms..andbther:dbcuments ; Where it :applies Shall: be provided to the user by ihe.m4r,iuf.4c..t:urPc.or it.s.disabptors:zInd sball: tion.;a(: ,thejObSite;a(all..04-te. The eqineer peednot reseal thet opi.es.. '.:8;." with:any section:zif.this be cause for :terrairtat:ion and removal of ' Acceptance: Pg$: Ofpages 1 ,:2.and this last page 1.. ACCF-PtAN.CE Raul Rodriguez, Chief Product Control DivisiOn • PRODUCT CODE GAUGE FASTENERS ' ALLOWABLE LOADS RAFTER PLATE STUD LATERAL UPLIFT 133% Al A2 6d 8d P-ICPL(L /R) 20 4 4 4* 180 60 . 400 510 z 6 x STUJI APPLICATION • . HCPL LONG TIE HURRICANE . ANCHOR - CL %R). LENrRAL MIT FS U 1NC ArrpuvID •RnovCTS SHALL DC HADC Or STECL COltrORNING - Tb AS1H A653 STRUCTURAL bIJALITY GRADE 33 (NIL YIELD, ]3 KSI) AIID A H1111NUH GALVAHI2CD ;RATING Or G60 PER A ' _ _ A -- - rASTCHCRS ARC COHNO v1RC HAILS UNLESS Dt)1ERVISC NDll0 ]) 111C 'use Or (E) ANCIIORS INSTALLED DIAGONALLY ACR114S rRON EACII OTHER OR - BACK -TU -DACK, IN ORDER it) ACHICVE A MINIMUM ALLOVABLE UPLIFT Or 700 LDS. SEE DETAIL A. . 41 ALL INSTALLATION; SHALL DC DOIIC IN ACCURDAIICC 41111 1HC HAuUrACIURCRS INSTRUCTIONS, THIS NOTICE U/' ACCCP7AucC AN0 TIIC nrPL)CABLC SCCTIOHS Or 1)IC SOWN ULURIOA WILDING CODE. 5) ALLOVAIILC LOADS ARE DASCO ON TIIC NATIONAL DESIGN SPECIrICAT10H rOR V000 CON6TRUC710N 1991 CIITIION.. )97] ERRATA. F OR SUUtIitR,1 PINE (St.0.55 OR 13ETTER1 AHD TEST PERr0gNM10E - 111 ACCORDANCE v1111 ASTN 0 -1761. - 61 ALLUvABLE LOADS rOq v11ID UPLIFT•IIALE ALREADY BEEN INCREASED DY A DURATION LOAD Or 3]X AND NN u1l'CR IIICRCASE IS ALLOYED. (STUD APPLICATION) 0 I/i (Pll) DETA A I r WIH1 TICS INSTALLED BACK-TO - RACK TOP PLATE TIES INSTALLED DIAGONALLY PRODUCT RENEWEI) AIXE►T9NCe(>6V4IDa Dd eX1( .7t)Oti OAT V.. 1\ 1 DD \ PRODUCT COTITROI. DAn31011 RUIIDU1u COU6 CO)4UNICP.41FF104 FOR OFFICE USE &,,101LD AS cOUPIIIPs WPB )RE )aunt nom ault➢IEO coif l DAD j , { 0L(} 01 � — 11 -- 71 COX I EEIIOY iuUDIAS LODE EOM1U if .1 Dina .AttVWCE Y0,1)1 tO1ro.D� UNITED STEEL PRODUCTS CO . 703 ROGERS DRIVE • MONTGOMERY MN 56069 WOOD CONNECTORS DATE.. __u1 DRAVING NUMDER1 SHEET NUMDCR __Lg_ THOMAS A. KOL DEN. P.E. CIVIL NUMDER rL»50099 (I' IGGYHACK - ) 1 I' (:1101111 2x.4 Sr Sr fl21 11111 (IIIIRI 2x4 tP fl OR #214 1 2,0 51 #3 •.r (4) 0.131'X1.315' SCOIC.11 NAILS OR EQUAL IN EACH MEMBER. TRULOX PLATE 10 0E APPLIED 10 EACII FACE AT 3'0' D.C. MAXIMUM SPACING. REFER 10 DRAWING 142 r11R 1R11I-0X loroRIIAIION. PLAIES ON TIIE FRONT FACE Or TRUS MAY BE OFFSET x11111 NE PINES ON TIIE BACK FACE AS LONG AS PLATES ARE SPACED 4'0' OC. HA5. NOTE: TOP AND BOTTOM CHORD SPLICES MUST BE STAGGERED SO THAT ONE SPLICE 15 11111(: OIr,GYRACP. VERTICALS 10 OE SPACED AT 4'0' O.C. MAXIMUM. NOT DIRECTLY OVER ANOTHER. IIAX1111 SIZE OF 2512. #2 ITEM -FIR OR BETTER. E - 416 4111121. 316 rl)l1L11X AT 3'0' OC. MAX. T1. 11(r,YlAr.Y 011111111 (:11(1110 MAY DE OMITTED. ATTACII VERTICAL WEDS CHORD t4( 1 11 111.. 5X3 ALPINE. - 350 1111)1.111 PIAIE OR ALPINE PIGGYBACK SPECIAL PLATE (SEE ORWG. 847.847) 12 12 I MAX * k fl I� AlP , \Mine Engineered 1'lvd(1cl5. Inc. I IaineS Ow, 11. 33044 PL Ccl1iliC;MC ol . 41111111 17.31i011 N 567 2 - 0-0 (TYP) ++ + • PLT TYP. High St.rength,Wave TPI-95 TO TRUSS TOP (C) TYP ,(D) SPLICE + 42 -0 -0 MAXIMUM PIGGYBACK SPAN Design Criteria: TPI(STD "WARMING" TRUSSES REQUIRE (TERENE CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO 1110.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TP1 (TRUSS PLATE INSTITUTE. 503 O'ON0FRI0 OR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR 70 . ,y, • 1ERFORHING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED I • STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING ' FURNISH A COPY OF TI115 DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE (11019((11(61C r PRODUCTS. INC. 511A11 NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DES100: ANY FAILURE 10 BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES, THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIF(CATION PUOIISIIEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND 1P1. ALPINE CONNECTORS ARE MADE OF 20GA ASTN A553 GR40 GAIV, STEEL. (KEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER 0009ING5 100 0.2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT DESIGN 5110wn. THE SUITABILITY AND USE OF THIS COMPONENT FOR AIIY PARTICULAR BUILDING IS THE RESPONSIBILITY Or TOE BUILDING DESIGNER. PER ANSI /1x1. 1.1595 SECTION 2. • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TRUSSES BUILT PER THIS DETAIL DESIGNED TO BE USED FOR TIIE FOLLOWING: 140 I1PI1 WINO. 30.0 FT MEAN IIGT. ASCE 7 -98. CAT 11. ENC.BIDG. EXP C. OR PART ENC.0106. EXP 0. NOTE: TIIIS DETAIL MAY ALSO BE USED FOR A MONO OR HIP-MONO PIGGYBACK USING A TYPE-C PLATE Al TIIE H1G11 END. AND END VERTICAL WATCH IS GREATER TITAN 6 -0-0 IN LENGTH AND EXPOSED TO WINO RUST BE VERIFIED BY ALPINE ENGINEERED PRODUCTS. + 2X4 CONTINUOUS LATERAL BRACING AT 24' OC. MAX SPACING. ATTACII TO TOP SIDE OF SUPPORTED TRUSS TOP C110R0 WITH 2-160 NAILS,IN EACH TRUSS. OR 1X4 CONTINUOUS LATERAL BRACING'AT 24' OC. MAX. SPACING. ATTACII TO 001T0F1 5)01 OF SUPPORTED TRUSS TOP CHORD NIT11 2-160 NAILS IN EACH TRUSS. BOTTOM CHORD OF PIGGYBACK SHOULD REST DIRECTLY ON THE TOP CIIORO OF THE SUPPORTED TRUSS. NOTE: BRACING MATERIAL IS TO BE ATTACHED TO A SUITABLE SUPPORT AT EACII END. AND MUST BE $3 HEM-FIR OR BETTER. JOINT SPANS UP TO TYPE 30'0' 34'0 38'0' 42'0' A W2X4 W2X5 W3X4 W3X5 B W5X4 W5X5 W5X5 WSXS C W1X3 WIX3 W1.5X3 111.5X3 0 W514 W5X4 W515 W5X5 A BA A A A WEB BRACING UP TO 7'9' NO BRACING 7'9' TO 12'3' -1X4 '1' BRACE. SAME GRADE AND LENGTH AS WED. ATTACH WITH 80 NAILS AT 6' OC. 12'3' TO 14'0'-2X4 "T' BRACE. SAME GRADE AND LENGTH AS WEB. ATTACH WITH 16D NAILS AT 4" OC. ALTERNATE LOADING: TCLL 20 30 PSF TCDL 20 OR 15 PSF BCDL 10 10 PSF TOTL 50 55 PSF 1.25 1.33 ` � `1 �, 1111 1 1. .` 7°NB 1 < l� .G�(I,� ��T4�T�(' FL /- J2 / - / - /-/ 4794 IC LL * k D L em ' TATF F ' ,� -P C DL . • ORO F, - BC LL TOT.LD. 47.0 PSF ,,, fss/ 0 (V A ' C s , ' x1 11 11111 1 ,` 30.0 PSF 7.0 PSF 10.0 PSF 0.0 PSF DUR.FAC. 1 33 SPACING 24.0" REF R2629-41535 DATE 11/06/01 DRW IICUSR2629 02298001 HC -ENG /DLJ� SEON - 24938 (VAl.l EY DE FAIL - JWC / VAT_ LOP 13101ln Rn1 Cl w 2X HAY AITA1.n OR OSE 2x4 SP 12 2x4 SP )}2 N. 2X4 SPF #2. 2X3( *) SPF fl2N, OR 2X3( *) SPF #2 2x4 SP $3 nE R11'PF.D 11)11U A 2X6 (P1ICIICO OR SOUARE) FACII VALLEY MEMBER 10 EACH SUPPORTING TRUSS WITH 400H (1) SIIIP.SIN 115 CONNECTOR 0R EQUIVALENT. SPANS MAY BE BUILT AS LONG AS THE VERTICAL 11EIGIFT DOES NOT EXCEED N01E: Bn1EiHl CHORD HAY BE SOUARE CUT OR PITC)IEO CUT. 114X4 ++ 4 -0 -0 SPAN � W2X4 0 W1X3 414X4 411 X3 911 X 3 W 5X.4 SJ L_U / \I)line Engineered P'oducls, Inc. lnnlo_. (At', 17.. 33844 I'I.1 cililicnle OfA111I R 567 4-6-0 MAX VERTICAL SPACING CUT FROM 2X6 OR LARGER AS REO'D ++ 8-0 -0 SPAN 141X3 N W1X3 4!2X4 CONNECTION 4 -6 -0 MAX VERTICAL SPACING ++ 16 -0 -0 SPAN W1X3 8 W1X3 4- 20 -0 -0 SPAN PITCHED CUT VAL BC W2X4 (X) 2X6 SP $2 OR BETTER "SLEEPER. ATTACH THROUGH SHEATHING TO TRUSSES BENEATH NITH (3) 160 COMMON OR (4) GUN NAILS. (Y) ATTACII BOTTOM CHORD . 01 VALLEY GABLE TO SLEEPER WITH 160 C014140N NAILS @6' 0.C. OR GUN NAILS @ 4' 0.1. (Z) VALLEY GABLE TRUSS. REFER TO HCUSR081 01306236 FOR GABLE END DETAILS. IN LIEU OF 1X4 'T' BRACING. 1X4 913 IICM-91191 (OR BETTER) CONTINUOUS LATTERAL 12 -0-0 BRACING MAY BE USED. ATTACH WITH (2) -8d OR (2) 0.128'X3' GUN NAILS. BRACING MATERIAL TO BE ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT. OPTIONAL STUB END DETAIL W2X4 SQUARE CUT VAL BC W2X4 PL[ TYP. Wave 7P1 -95 WARNING'' TRUSSES REQUIRE EXTREME CARE III FABRICATION, 9A90111G. SHIPPING, 111STALLING AND BRACING. REFER TO 1118.91 (HANDLING INSTALLING 600 BRACING). PUBLISHED BY 101 (TRUSS PLATE INSTITUTE. 593 O'UNOFRIO DR.. SUITE 700. MADISON. NI 531191). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED 5TR11CTNRAI PANELS. BOTTOM CHORD SHALE HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT"! FURNISH A COPY OF THIS DESIGN 10 THE 1R5TA9AATION CONTRACTOR. ALPINE EHGINEERE0 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR Al1Y DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TIE TRUSSES 111 COIIFURFIANCE W1TH TP1; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRAr.IHG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1105 (NATIONAL OESIG(1 SPECIFICATION PUBLISIIEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNH:TORS ARE MADE OF 70GA *PH 0653 GBAO GALV. STEEL, EICEPT AS NOTED. APPLY CONNECTORS TO 1000 9600 OF TRUSS. AND UNLESS 0111(9915E LOCATED 01 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS IGO A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE 1RU5S COMPONENT DESIGN SHOWN. THE SUITABILITY A110 USE OF THIS C0HFONEIIT FOR ANY PARTICULAR BUILDING 15 (LIE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /1P1 1.1995 SECTION 2. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. FOR VALLEY VERTICALS THAT ARE OVER 7'9 TALL. APPLY 1X4 '1' BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 80 OR 0.128'X3' GUN NAILS @ 6' 0.C. MAXIMUM VALLEY HEIGHT MAY NOT EXCEED 12'0' TRUSS TOP CHORDS UNDER VALLEY SET MUST NAVE SHEATHING ATTACHED TO THEM WITII NAILS SPACED PER CODE REQUIREMENTS, OR PROPERLY ATTACHED VALLEY TRUSSES MAY BE USED IN LIEU OF SHEATHING OR PURIINS, SEE NOTE ( *) 140 MPH WIND. 30 FT MEAN MT, ASCE 7 -98. PART. ENC. BLDG. LOCATED ANYWHERE IN ROOF. CAT II, EXP B. WIND TOOL-6.0 PSF, WIND 8CD1 -5.0 PSF. or 140 MPH WIND, 30 FT MEAN 11GT, ASCE 7 -98. ENC. BLDG. LOCATED ANYWHERE IN ROOF, CAT II, EXP C. WIND TCOL -5.0 PSF. WINO BCOL -5.0 PSF. W4X4 -TC DL c,1 7.if. -.'f TF_ OF DL LL TOT . L D . 111 O SPACING COMMON TRUS COMMON TRUSS QIV� IY/ � !UTA •I ®9 �'. , 1u:c. 0 Design Criteria: TPI(STO) . 44 : NJ i FL /- /2/- /• /- /- No. 347 TC LL 20 OR 30 24.0 V ALL EY PSF 20 OR 15 PSF 10 OR 10 PSF 0.0 PSF 50 OR 55 PSF DUR.FAC. 1.25 OR 1.33 SES SET 4 24 S @ 24' OC OC REF R2629-4153!' DATE 11/05/01 DRW IICUSR2629 02298( HC -ENG /DLJ SEAN - 24906 R,MIIIMIZ bib..? Job :(03040903) FRADER ONE /5XX NE 96 STREET / HG71 TOP CHORD 2x4 SP #2 N :TC1 2x4 SP #2: 80T CHORD 2x6 SP #2 WEBS 2x4 SP #3 `tt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER OUR.FAC.- 1.33./ PLATE OUR.FAC. -1.33) TC - From 90 PLF of -1.50 to 90 PLF of 31.50 BC - From 20 PLF of 0.00 to 20 PLF at 7.00 BC - From 148 PLF ot 7.00 to 148 PLF ot 14.10 BC - From 20 PLF ot 14.10 to 20 PLF ot 30.00 PLO- From 4 PLF ot -1.37 to 4 PLF ot -0.13 PLB- From 4 PLF at 30.13 to 4 PLF at 31.37 BC - 660 LB Cono. Lood ot 7.00 BC - 1640 L8 Cono. Lood at 14.10 T • 3X7 YIP ro _2X4 (R) -5 � 12 Rv -3740# U -2462# MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 (305T 883 -6261 7' 7' W.03 PLT. TYP.- WAVE_TPI95 TPI(STD) 10'6 "10 14'1 "4 3'6 "10 3'6 "1 ' . 4'5 "6 3X8 7' 10'6 "10 14'1 "4 7' 3'6 "10 • 3'6"10 7' 660# 7'1 "4 169 9 23' 16 18 . 6 •• 10 18'6 "!0 30' 4'5"6 30' 23' 4'5 "6 TC3 5X 23' 4'S "6 15'10 "12 Rv -3006# OTY= 2 PLIES= 2 TOTAL= 4 ..WARNING.. TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTRLLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED AY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200 MADISON, WI. 537191 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGI CEILING. ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER ORAWINgS 160 R -Z. THE S ON THIS DRAWING INDICATE£ ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE RUJIOINC,fFSIGNER. PER ANSI /TPI 1-1935 SECTION 2. THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required NAILING SCHEDULE: (16d_oommon_nolle) TOP CHORD: 1 ROW 0 12" 0.0. SOT CHORD: 1 ROW 0 12" o.c. WEBS : 1 ROW 0 4" 0.o. USE EOURL SPACING BETWEEN ROWS AND STRGGER NAILS IN EACH ROW TO AVOID SPLITTING. *■ *LOADING ON THIS TRUSS CALCULATED BY JOB-DESIGNER, AND MODIFIED BY TRUSS FABRICATOR *** 146 MPH WINO, 21.35 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCRTED WITHIN 4.50 FT FROM ROOF EOGE, CAT II, EXP 1, WIND TCOL •5.0 PSF, WIND BCOL -5.0 PSF. COMPONENTS AND CLAOOING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 30' 7' 30' 7' -1 U -1979# W -8" SUN 2 1003 TC -LL TC DL ' DL BC ,LL - REV. 19.610 SCALE =0.1875 30.0 PSF REF 15.0 PSF DATE 10.0 PSF DRWG 0.0 PSF TOT . LO . 55.0 PSF 0/A LEN. 30 OUR . FAC . 1.33 SPACING 24.0" TYPE 06 -11 -2003 hips IALPINEIITPI CODEII8G711103040903 /FRADER ONE /500 NE 96 STREET1 (TCLL 30.0J(TCDL 15.0)IBCDL 10.0J[BCLL 0.0)10F 1.33)[0C 24.0J(NM 2j(SOFFIT. 2.0) Bearinas = == IX-Locl f Reactl [Size] ---- 1 0.0011 374011 - 166h110.671 129.3311 3006110.671 EndPts MaxTen 0- 2 42 3- 5 5547 5- 8 5283 8 -10 7371 10 -12 7371 12 -13 7371 13 -17 4081 17 -18 4312 20 -22 42 4- 6 7759 6- 7 10165 7- 9 10165 9 -11 10165 11 -14 9116 14 -15 9116 15 -16 9116 16 -19 6005 0- 1 1 21 -22 1 3- 4 2286 2- 3 47 18 -19 1843 18 -20 47 EndPts MaxTen MaxComo 5- 6 2585 -1701 6- 8 1837 -2792 8- 9 647 -426 8 -11 1312 -863 10 -11 248 -307 11 -13 2452 -1613 13 -14 170 -112 13-16 2291 -3492 16 -17 1889 -1243 Node 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 X -Loc -1.27 -0.13 -0.00 0.29 0.29 7.00 1.29 10.00 10.55 10.55 14.10 14.10 11.00 18.55 18.55 20.00 22.11 23.00 29.11 29.11 30.00 30.13 31.27 MaxComp AXL BND CSI GLC S Grade -27 0.00 0.10 0.10 4 SP 02 -8431 0.35 0.62 0.97 4 SP 12 -0029 0.49 0.00 0.56 4 SP 02 N -11203 0.68 0.01 0.75 4 SP 02 N -11203 0.68 0.10 0.10 4 SP 12 N -11203 0.68 0.12 0.80 4 SP 02 N -6203 0.38 0.12 0.50 4 SP 12 N -6554 0.25 0.63 0.88 4 SP 12 8 -27 0.00 0.11 0.11 4 SP 12 N - 5105 0.49 0.14 0.62 6 SP 12 -6688 0.64 0.10 0.74 6 SP 12 -6688 0.64 0.04 0.68 6 SP 12 - 6688 0.64 0.19 0.83 6 SP 12 -5998 0.57 0.15 0.13 6 SP 12 - 5998 0.51 0.06 0.63 6 SP 12 -5998 0:57 0.07 0.64 6 SP 12 -3951 0.38 0.09 0.41 6 SP 12 -1 0.00 0.01 0.01 4 SP 13 -1 0.00 0.01 0.01 4 SP 13 -3474 -_ -= Plate Member = -_- PLATE MEMBER -21 - = -= Fictious Member=-=- SP 12 -2801 -_ -= Plate Member = _- PLATE MEMBER -21 -=- =Fictious Member-- SP 12 N Y -Loc 19.69 19.48 20.17 20.23 20.19 22.80 20.06 20.06 22.80 20.06 22.80 20.06 22.80 22.80 20.06 20.06 20.06 22.80 20.23 20.19 20.17 19.48 19.69 AXL GLC S Grade 0.39 1 4 SP 13 0.39 1 4 SP 13 0.10 1 4 SP 03 0.20 1 4 SP 13 0.04 7 4 SP 13 0.37 1 4 SP 03 0.03 1 4 SP 13 0.51 1 4 SP 13 0.28 1 4 SP 13 Lenath Brace 28.44 46.96 28.44 48.31 28.44 57.41 28.44 55.90 28.44 Plate Method deflY(L1 2X4 N 0.09 L/342 301 0.00 L/999 5X5 N 0.22 1/999 305 N 0.23 L/999 505 N 0.28 L/999 3X7 N 0.29 L/999 1.504 N 0.29 L/999 1.5X4 N 0.32 L/999 307 G 0.32 L/999 RS2S10 N 0.311/999 308 N 0.28 L/999 1.584 N 0.28 L/999 4X5 N 0.26 L/999 3X4 N 0.21 L/999 5X4 N 0.20 L/999 305 0.00 L/999 204 N 0.09 L /321 Length 16.25 86.20 42.63 42.62 34.75 18.62 53.38 86.20 16.25 84.01 32.50 6.63 42.62 53.38 17.38 32.50 84.01 13.96 13.96 0.50 3.58 0.50 3.58 def1Y(T1 0.11 L/280 0.00 L/999 0.41 L /871 0.42 L /838 0.51 L/692 0.52 L/676 0.52 1/674 0.58 L/605 0.58 L/606 0.56 L/631 0.51 L/692 0.51 L/692 0.41 1/748 0.38 1/927 0.37 L/962 0.00 L/999 0.12 L/263 (STD.AUTO.1OADIIOC 24.0011DF 1.3311011 21 30 PLF @ -1.5 to 30 9 31.5 fv= 25.911 06 60 PLF A -1.5 to 60 P 31.5 fv= 25.9111001 4 PLF @ -1.4 to 4 9 -0.1 fv= 19.411 09 Pitch Brace 4 PLF @ 30.1 to 4 @ 31.4 fv= 19.41( 08 4.50 Plvwd 20 PLF P 0.0 to 20 P 30.0 1v= 14.311 01 4.59 Plvwd 10 PLF @ 7.0 to 10.@ 14.1 fv= 14.31( 08 0.02 Plvwd 48 PLF P 7.0 to 48 P 14.1 1v=14.311 01 0.00 Plvwd 13 PLF @ 7.0 to 13 @ 14.1 1v= 14.3111008 0.00 Plvwd 57 PLF P 7.0 to 57 P 1411 fv= 14.3111008 0.00 Plvwd 300.00 Lbs. @ 7.0, 14.3 Anale =270 -0.01 Plvwd 360.00 Lbs. @ 7.0, 14.3 Angle =270 -4.59 Plvwd 745.45 Lbs. P 14.1. 14.3 Anale =270 -4.50 Plvwd 894.55 Lbs. 9 14.1, 14.3 Anale =270 -0.22 Dianh -- - - - - -= --- -= - -- -= - ---------- -- - -- -- -- 0.00 Diaph IMWFRS- STD.AUTO.LOAD1IOC 24.001IDF 1.33110M ) 0.00 Diaph 20 PLF @ -1.5 to 20 @ 31.5 fv= 25.911 08 0.00 Diaoh -79 PLF P -1.5 to -79 0 31.5 N= 25.9111001 0.00 Diaph -5 PLF 9 -1.4 to -5 @ -0.1 fv= 19.4111008 0.00 Dianh 3 PLF 0 -1.4 to 3 0 -0.1 fv= 19.411 01 0.00 Diaph -5 PLF @ 30.1 to -5 @ 31.4 Iv= 19.4111008 0.22 Diaph 3 PLF @ 30.1 to 3 @ 31.4 fv= 19.411 08 -2.25 -26 PLF 0 0.0 to -26 0 30.0 Iv= 14.3111001 2.25 13 PLF @ 0.0 to 13 @ 30.0 fv= 14.31 f 01 -Vert- 31 PLF 0 7.0 to 31 P 14.1 1v-14.311 01 2.57' 7 PLF @ 7.0 to 1 @ 14.1 Iv= 14.311 01 -Vert- 123 PLF @ 1.0 to -123 @ 14.1 fv= 14.31(1001 -2.51 1569.61 Lbs. A 14.1. 14.3 Ano1e =210 197.40 Lbs. @ 1.0, 14.3 Anale =214 - 631.67 Lbs. P 1.0. 14.3 Anale =270 490.50 Lbs. @ 14.1, 14.3. Anale =210 (MFRS ASCE Pero /L + +110C 24.001 ID? 1.33110114 21 -59 PLF @ 17.0 to -59 9 23.0 [v= 22.91110081 P 11 PLF P -1.5 to 11 0.0 fv=25.911 081 -43 PLF @ 23.0 to -43 @ 30.0 R 'v=20.31[100%1 11 PLF @ 0.0 to 11 9 7.0 fv= 25.911 081 -77 PLF P 7.0 to -77 A 15.0 (x=22.91110011 -43 PLF @ 30.0 to -43 @ 31.5 R Iv= 19.11110011 1 PLF P 0.0 to 1 P 1.0 L fv= 22.91110081 dxL dxT 10 PLF @ 7.0 to 10 @ 23.0 Iv=25.911 01 0.03 0.04 -15 PLF 9 0.0 to -15 9 10.0 fv=19.91I1001 - - -- 11 PLF P 23.0 to 11 0 30.0 1v=25.911 0% - - -- 11 PLF @ 30.0 to 11 9 31.5 Iv=25.911 01 -59 PLF @ 15.0 to -59 9 17.0 (v=22.9111001 0.00 0.00 10 PLF P 0.0 to 10 0 30.0 Iv= 14.311 01 0.06 0.11 -15 PLF @ 10.0 to -15 @ 20.0 (v=19.9111001 0.01 0.02 -15 PLF P 20.0 to -15 P 30.0 1x=19.9111001 0.02 0.03 59 PLF @ -1.5 to 59 9 0.0 L fv=20.3I11001I 0.05 0.09 =- - - - - -= - = ---------- = = = - -- 0.02 0.03 IMWFRS ASCE Pero /L - +110C 24.001IDF 1.331184 21 0.03 0.06 -59 PLF 9 17.0 to -59 9 23.0 [x=22.91110011 0.03 0.05 11 PLF A -1.5 to 11 P 0.0 fv=25.911 011 0.02 0.03 -43 PLF @ 23.0 to -43 9 30.0 R Iv=20.3111001) 0.01 0.02 11 PLF @ 0.0 to 11 9 1.0 fv= 25.911 011 0.04 0.01 -77 PLF 0 7.0 to -77 P 15.0 fv=22.9I110011 0.04 0.01 -43 PLF @ 30.0 to -43 9 31.5 R f v=19.71110011 0.05 0.08 -37 PLF 0 0.0 to -37 0 7.0 L fv=22.911100%1 0.00 0.00 10 PLF @ 1.0 to 10 9 23.0 fv=25.911 01 - - -- -15 PLF 9 0.0 to -15 @ 10.0 1v49.91 f 1001 0.05 0.10 11 PLF 0 23.0 to 11 0 30.0 Iv=25.91I 01 11 PLF @ 30.0 to 11 @ 31.5 1v=25.911 01 -59 PLF P 15.0 to -59 0 11.0 1x=22.9111001 0.08 0.14 10 PLF @ 0.0 to 10 9 30.0 Iv=14.31 f 01 -15 PLF 9 10.0 to -15 9 20.0 1x=19.9111008 -15 PLF 0 20.0 to -15 P 30.0 N=19.9111001 -95 PLF @ -1.5 to -95 9 0'.0 L fv=20.31110011 IMWFRS ASCE Pero /10+I)OC 24.001IDF 1.3311114 2) -17 PLF 917.0 to - 77923.0 1x42.91110011 11 PLF P -1.5 to 11 P 0.0 Iv=25.911 011 1 PLF 923.0to 14 30.0 R Iv=20.3111001) 11 PLF P 0.0 to 11 P 7.0 1v=25.911 081 -59 PLF 9 7.0 to -59 9 15.0 N=22.911100%1 59 PLF @ 30.0 to 59 @ 31.5 8 Iv=19.7I [10011 -43 PLF 0 0.0 to -43 P 7.0 L Iv=22.91110001 10 PLF 9 1.0 to 10 9 23.0 (y=25.91) 011 -15 PLF 0 0.0 to -15 P 10.0 fv= 19.9111000 11 PLF @ 23.0 to 11 @ 30.01v= 25.911 01 11 PLF P 30.0 to 11 0 31.5 fv= 25.911 01 -17 PLF 9 15.0 to -77 9 17.0 (v= 22.9111009 10 PLF P 0.0 to 10 P 30.0 1v= 14.311 01 -15 PLF 9 10.0 to -15 @ 20.0 N=19.9111001 -15 PLF 9 20.0 to -15 @ 30.0 N=19.91110011 -43 PLF P -1.5 to -43 P 0.0 L 1x=20.31110011 MFRS ASCE Pero/R - 4110C 24.001IDF 1.3311114 21 -77 PLF A 17.0 to -11 P 23.0 fv= 22.91110081 11 PLF @ -1.5 to 11 9 0.0 fv=25.911 081 -37 PLF P 23.0 to -31 0 30.0 R fv= 20.3111008) 11 PLF @ 0.0 to 11 @ 7.0 f v= 25.91( 081 -59 PLF 0 7.0 to -59 P 15.0 fv= 22.91110011 -95 PLF @ 30.0 to -95 @ 31.5 R f v= 19.71110081 -43 PLF @ 0.0 to -43 @ 1.0 L fv= 22.9111008) 10 PLF P 1.0 to 10 0 23.0 fv= 25.911 01 -15 PLF @ 0.0 to -15 @ 10.0 (v= 19.9111008 11 PLF P 23.0 to 11 P 30.0 fv= 25.911 01 11 PLF @ 30.0 to 11 @ 31.5 (v= 25.911 08 -77 PLF @ 15.0 to -77 @ 17.0 Iv== 22.911100% .10 PLF P 0.0 to 10 0 30.0 1v= 14.311 01 -15 PLF @ 10.0 to -15 @ 20.0 f v=19.91(1008 -15 PLF P 20.0 to -15 A 30.0 Iv=19.9111001 -43 PLF @ -1.5 to -43 9 0.0 1 Iv= 20.31110081 IHWFRS ASCE Part + +110C 24.001IDF 1.331184 21 -11 PLF @ 17.0 to -11 @ 23.0 N=22.911100%1 11 PLF 0 -1.5 to 11 A 0.0 fv= 25.911 011 -71 PLF @ 23.0 to -77 @ 30.0 R (v= 20.3111008) 11 PLF @ 0.0 to 11 @ 7.0 fv= 25.91( 011 -71 PLF 0 1.0 to -77 0 15.0 [v= 22.91110011 -19 PLF @ 30.0 to -19 9 31.5 R f v= 19.71110011 -17 PLF 0 0.0 to -77 A 7.0 L Iv= 22.9111008] 10 PLF @ 7.0 to 10 @ 23.0 1v45.911 08 -15 PLF @ 0.0 to -15 @ 10.0 N=19.911100% 11 PLF A 23.0 to 11 P 30.0 (v=25.911 01 11 PLF @ 30.0 to 11 @ 31.5 fv=25.911 01 -71 PLF P 15.0 to -71 A 11.0 fv= 22.9111008 10 PLF @ 0.0 to 10 @ 30.0 f v= 14.311 08 -15 PLF @ 10.0 to -15 @ 20.0 Iv= 19.9111001 -15 PLF P 20.0 to -15 P 30.0 Iv= 19.9111001 -19 PLF @ -1.5 to -19 9 0.0 L N=20.311100%1 1 10081 MFRS ASCE Par1 - +1IOC 24.00110F 1.33)INM 21 -77 PLF @ 11.0 to -77 @ 23.0 )v=22.91110011 11 PLF A -1.5 to 11 P 0.0 Iv=25.911 011 -71 PLF @ 23.0 to -11 @ 30.0 R (v=20.31110011 11 PLF @ 0.0 to 11 @ 1.0 (v=25.911 011 -77 PLF 0 1.0 to -77 A 15.0 Iv=22.91110011 -135 PLF @ 30.0.to -135 @ 31.5 R fv=19.71110011 -17 PLF 0 0.0 to -17 P 7.0 L 17=22.911100%1 10 PLF@ 7.0 to 10 @ 23.0 fv=25.911 01 -15 PLF @ 0.0 to -15 @ 10.0 f v=19.9111008 11 PLF P 23.0 to 11 A 30.0 fv=25.911 08 11 PLF@ 30.0 to 11 @31.5 fv=25.911 01 -77 PLF A 15.0 to -77 A 11.0 1v= 22.9111008 10 PLF @ 0.0 to 10 @ 30.0 fv= 14.311 08 -15 PLF @ 10.0 to -15 @ 20.0 fv= 19.91 [1001 -15 PLF P 20.0 to -15 0 30.0 1v=19.9111000 -135 PLF @ -1.5 to -135 @ 0.0 L f v =20.31 f 10081 IC&C ASCE Wind Lt-+110C 24.0011(1F 1.331 )814 21 -68 PLF @ 1.5 to -68 @ 7.0 L N=22.911100%) 11 PLF A -1.5 to 11 0 0.0 fv=25.9I1 011 -76 PLF @ 17.0 to -76 @ 23.0 (v=22.91110011 11 PLF A 0.0 to 11 P 1.5 (v=25.911 08) -119 PLF 9 23.0 to -119 9 26.0 R fv=21.8111008) 11 PLF @ 1.5 to 11 @ 7.0 Iv=25.911 011 -119 PLF 0 0.0 to -119 0 1.5 L fv=20.011100%1 10 PLF @ 7.0 to 10@ 10.0 fv=25.911 011 -68 PLF 0 26.0 to -68 A 31.5 R Iv= 19.71(1008] -93 PLF 9 7.0 to -93 @ 10.0 N=22.911100%1 10 PLF 9 10.0 to 10@ 23.0 fv= 25.911 011 -15 PLF 0 0.0 to -15 A 10.0 (v= 19.91110081 11 PLF 9 23.0 to 11 9 26.0 1v=25.91) 08) -187 PLF 0 -1.5 to -107 A 0.0 L fv=20.31110081 11 PLF 926.0 to 11931.5Iv=25.911 011 -15 PLF @ 10.0 to -15 9 20.0 Iv-19.911100%1 -15 PLF 0 20.0 to -15 0 30.0 (x=19.91(10011 10 PLF @ 0.0 to 10 9 30.0 (y= 14.3)1 011 -76 PLF 0 10.0 to -76 P 17.0 Iv= 22.91110081 ICAC ASCR Wind Rt - 4110C 24.00110F 1.33118H 21 -68 PLF @ 23.0 to -68 @ 28.5 R fv 11 PLF 0 -1.5 to 11 0 4.0 Iv=25.911 011 -76 PLF @ 7.0 to -76 8 17.0 Iv-12.911100%1 11 PLF 8 4.0 to 11 @ 7.0 f v=25.9I 1 011 -119 PLF 0 28.5 to -119 0 30.0 R 1v=20.31110011 -119 PLF @ 4.0 to -119 @ 7.0 L Iv=22.9111001J 10 PLF @ 1.0 to 10 8 20.0 Iv=25.91I 011 -187 PLF P 30.0 to -187 0 31.5 R Iv=19.7111001J 10 PLF @ 20.0 to 10 @ 23.0 f v= 25.911 01 • -76 PLF P 17.0 to -76 0 20.0 fv=22.9111001 11 PLF @ 23.0 to 11 @ 28.5 Iv=25.911 01 -15 PLF 0 0.0 to -15 0 10.0 Iv=19.9111008 11 PLF @ 28.5 to 11 8 30.0 Iv=25.911 01 -93 PLF @ 20.0 to -93 8 23.0 Iv=22.91I1001 11 PLF 0 30.0 to 11 0 31.5 Iv=25.911 01 -15 PLF @ 10.0 to -15 @ 20.0 fv= 19.91[1001 ' -15 PLF 0 20.0 to -15 0 30.0 1v49.9111008 10 PLF @ 0.0 to 10 8 30.0 fv= 14.311 01 -68 PLF @ -1.5 to -68 8 4.0 L 1x41.811100%1 JO N A 21003_, Job: (03040903) FRADER ONE /5XX NE 96 STREET / HG71A THIS DWG. PREPARED BY THE ALPINE JO8 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N :TC1 2x4 SP #2: BOT CHORD 2x6 SP #2 WEBS 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. -1.33 / PLATE OUR.FAC. -1.33) TC - From 90 PLF of -1.50 to 90 PLF of 7.00 TC - From 195 PLF ot 7.00 to 195 PLF ot 15.60 TC - From 90 PLF ot 15.60 to 90 PLF ot 31.50 BC - From 20 PLF ot 0.00 to 20 PLF ot 7.00 BC - From 43 PLF ot 7.00 to 43 PLF ot 15.60 BC - From 20 PLF ot 15.60 to 20 PLF at 30.00 PLB- From 4 PLF ot -1.37 to 4 PLF ot -0.13 PLB- From 4 PLF ot 30.13 to 4 PLF of 31.37 8C - 660 LB Conc. Lood ot 7.00 8C - 1640 LB Conc. Load ot 15.60 T 1. 3X7(A1) ("' f F 12 4.5 p Rv -3753# U -2470# MRRTINEZ TRUSS CO., INC. 9290 N.v. South River Or. Medley, FL 33166 (305T 883-6261 7' 7' 7 7' 7' W -8" 1 6608 DESC. = HG71A PLT. TYP.- WRVE_TPI95 TPI(STD) 11'3 "10 4'3 "10 11'3 "10 4'3 "10•' 8'7 "3 23' 15 "4 19'3 "10 4'3 "10 3'8 "6 HS2510 1.5X4 3X4 15'7 "4 19'3 "10 4'3 "10 3'8"6 30' 164 8 23' 3'8 "6 2q. 3'8 "6 2 Complete Trusses Required NAILING SCHEDULE: (16d_oommon_nolls) TOP CHORD: 1 ROW 0 12" o.o. BOT CHORD: 1 ROW 0 12" o.c. WEBS : 1 ROW 0 4" o.o. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** *LOADING ON THIS TRUSS CALCULATED BY JOB-DESIGNER, RND MODIFIED BY TRUSS FABRICATOR * ** 146 MPH WIND, 21.35 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT. II, EXP C, WINO TCOL -5.0 PSF, WIND BCC/L.-5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 5 14'4 '13 30' 7' 30' 7' Rv •3185# OTY= 1 PLIES= 2 TOTAL= 2 2X4 (R) i N 3X6(A1) 1 U -2096# W -8" A TRUSSES ANDBRACING.REFER T EXTREME TO H( B- 91 E NDLINGI NSTALLI R G NGANDBRACING )1,GP SHIPPING, INSTALLING YTPI(TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR AFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP C SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED CEILING. ...IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACT „ ,. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ANY INSTALLING AND BRACING OF TRUS SHIPPING, INSTALLI DES IGN CONFORMS WITH W pI R FABRICATING, APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER EXCEPTRASONOTED TION) TO . N EACH O FACE R OF M TRUSS F AND, UNLESS A OTHERWISE G LOCATED On JUN J. THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNFR. PER ANSI /TPI 1-1995 SFCTION 2. REV. TC LL TC OL BC DL BC LL TOT.LD. ES SEO = 193594 19.610 SCALE =0.1875 30.0 PSF 15.0 PSF 10.0 PSF 0 . 0 PSF 55.0 PSF OUR . FRC . 1.33 SPACING 24.0" REF DATE 06 -11 -2003 ORWG 0/A LEN. 30 TYPE h i p s IALPINEI[TPI CODElfOG71A1103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.0][TCDL 15.01IBCDL 10.01IBCLL 0.0][00 1.331[0C 24.01(140 21[SOFFIT 2.01 1Std.Loads1 IOC 24.001100 1.3311104 21 Bearings = == 1X-Locl fReactl lSizel == 57 PLF @ 7.0 to 57 0 15.6 [v= 25.9111006 f 0.0011 375311 1660110.671 129.3311 3105110.671 48 PLF 0 7.0 to 48 P 15.6 1v= 25.911 01 30 PLF 0 -1.5 to 30 @ 31.5 Iv= 25.91( 06 EndPts MaxTen MaxComn AXL BND • CSI GLC S Grade Lenath Pitch Brace 60 PLF @ -1.5 to 60 @ 31.5 fv=25.9111009 0- 2 42 -21 0.00 0.10 0.10 8 4 SP 12 . 16.25 4.50 Plvwd 4 PLF 0 -1.4 to 4 P -0.1 Iv=19.411 06 3- 5 5585 -8488 0.36 0.62 0.98 1 4 SP 12 86.20 4.59 Plvwd 4 PLF 0 30.1 to 4 @ 31.4 1019.41f. 06 5- 9 6099 - 10405 0.64 0.25 0.09 2 4 5P 12 N 53.38 0.01 P1vw1 20 PLF 0 0.0 to 20 P 30:0 1v=14.111 06 9 -10 7544 -11465 0.70 0.25 0.95 2 4 60 12 0 49.81 0.00 Plvwd 13 PLF 0 7.0 to 13 @ 15:6 fv=14.31(100% 10 -12 7544 -11465 0.70 0.05 0.75 2 4 SP 12 N 16.75 0.00 Plvwd 10 PLF 0 7.0 to 10 P 15.6 rv=14.31( 06 12 -13 7544 -11465 0.70 0.05 0.75 2 4 SP 12 N 25.81 0.00 Plvwd 300.00 Lbs. @ 7.0. 14.3 Angle =270 13 -17 6025 -9157 0.56 0.09 0.65 2 4 SP 12 N 46.13 -0.02 Plvwd 360.00 Lbs. @ 1.0, 14.3 Anale=270 17 -18 4621 - 7023 0.29 0.65 0.94 1 4 SP 12 N 86.20 -4.59 Plvwd 894.55 Lhs. 0 15.6. 14.3 Anale =270 20 -22 42 -27 0.00 0.11 0.11 8 4 5P 12 N 16.25 -4.50 Plvwd 745.45 Lbs. @ 15.6, 14.3 Angle =210 4- 6 7012 -5140 0.49 0.10 0.60 1 6 SP 12 02.26 -0.23 Diaoh - - - - -- - -- = - - - - - - - - --- - - -- - - - - - 6- 1 7843 -5160 0.49 0.10 0.59 1 6 SP 12 34.25 0.00 Diaoh 114W0RS-Std.6oads110C 24.001100 1.331100 21 7- 8 7843 -5160 0.49 0.09 0.58 1 6 5P 12 13.88 0.00 Diaoh 31 PLF @ 7.0 to 31 @ 15.6 1v= 25.91f 01 8 -11 10646 - 7005 0.61 0.17 0.84 1 6 SP 12 53.31 0.00 Diaoh -100 PLF 0 7.0 to -100 0 15.6 N=25.9111001 11 -14 9365 -6162 0.59 0.16 0.15 1 6 SP 12 46.13 0.00 Diaoh 20 PLF @ -1.5 to 20 @ 31.5 fv=25.911 01 14 -15 6439 - 4237 0.40 0.01 0.47 1 6 SP 12 6.62 0.00 Diaoh -79 PLF 0 -1.5 to -79 P 31.5 1v=25.9111009 15-16 6439 -4237 0.40 0.07 0.48 1 6 SP 12 34.25 0.00 Diaoh -5 PLF @ -1.4 to -5 @ -0.1 1v=19.111100% 16 -19 6444 -4240 0.40 0.09 0.49 1 6 SP 12 82.26 0.23 Diaoh 3 PLF @ -1.4 to 3 @ -0.1 fv= 19.411 01 0- 1 1 -1 0.00 0.01 0.01 1 4 SP 13 13.96 -2.25 3 PLF 0 30.1 to 3 P 31.4 1v=19.411 01 21 -22 1 -1 0.00 0.01 0.01 1 4 SP 13 13.96 2.25 -5 PLF @ 30.1 to -5 @ 31.4 fv=19.4111009 3- 4 2300 -3495 -_ -= Plate Memher = - =- PLATE MEMBER 0.50 -Vert- 13 PLF 0 0.0 to 13 P 30.0 1v=14.311 01 2- 3 47 -21 -=- =Fictious Member=-=- SP 12 3.58 2.57 -26 PLF @ 0.0 to -26 @ 30.0 fv= 14.3111006 18 -19 1954 -2970 - = -= Plate Member = - =- PLATE MEMBER 0.50 -Vert- -22 PLF 0 7.0 to -22 @ 15.6 1=14.3111001 18 -20 47 -21 - =- =Firtinus Member=-=- SP 12 0 3.58 -2.57 1 PLF 0 7.0 to 7 0 15.6 Iv=14.310 01 - 1569.61 Lbs. @ 15.6, 14.3 Angle =270 En0Pts t4xTen MaxComo AXL GM S Grade Length Brace 197.40 Lhs. 0 1.0. 14.3 Anale =270 5- 6 634 -417 0.10 1 4 SP *3 28.44 - 631.67 Lbs. @ 7.0, 14.3 Angle =270 5- 8 3164 -2082 0.48 1 4 SP 13 54.40 490.50 Lbs. @ 15.6, 14.3 Anale =270 8- 9 1003 - 1524 0.15 2 4 SP 13 20.44 - - _ _ - - - _ - 9 -11 982 -646 0.15 1 4 SP 13 55.90 //114085 ASCE Perp /L + +110C 24.001100 1.331100 21 10 -11 326 - 496 0.05 2 4 SP 43 28.44 -59 PLF P 17.0 to -59 P 23.0 Iv= 22.91110011 11 -13 2654 -1146 0.40 1 4 SP 13 49.79 11 PLF @ -1.5 to 11 @ 0.0 1v=25.911 011 13 -14 1300 -1975 0.20 2 4 SP 13 28.44 -43 PLF 0 23.0 to -43 @ 30.0 R (v= 20.3111001) 14 -17 3433 - 2259 0.52 1 4 SP 13 40.37 11 PLF 0 0.0 to 11 P 1.0 1x=25.911 011 16 -17 30 -46 0.00 2 4 SP 13 28.44 -77 PLF @ 7.0 to -77 @ 15.0 Iv 22.91110011 -43 PLF 0 30.0 to -43 0 31.5 R (v=19.7111000 Node X-Loc Y -Loc Plate Method deflY1L1 def1Y[TI dxL dxT 1 PLF @ 0.0 to 1 @ 1.0 L (v= 22.91110011 0 -1.27 19.69 204 N 0.09 L/343 0.11 L/281 0.03 0.04 10 PLF @ 7.0 to 10 0 23.0 fv= 15.911 01 1 -0.13 19.40 - - -- - - - -- - - -- - - - -- - - -- -15 PLF P 0.0 to -15 P 10.0 Iv=19.9111001 2 -0.00 20.17 - - -- - - - -- - - -- - - - -- - - -- 11 PLF @ 23.0 to 11 @ 30.0 fv=25.911 06 3 . 0.29 20.23 - - -- - - - -- - - -- - - - -- - - -- 11 PLF @ 30.0 to 11 @ 31.5 1v=25.911 01 4 0.29 20.19 3X7 0.00 L/999 0.00 L/999 0.00 0.00 -59 PLF 0 15.0 to -59 P 17.0 Iv=22.9111001 5 1.00 22.80 5X8 14 0.23 L/999 0.42 L/846 0.06 0.12 10 PLF @ 0.0 to 10 0 30.0 [v= 14.311 06 6 7.15 20.06 1.504 N 0.23 L/999 0.42 6/832 0.01 0.02 -15 PLF 0 10.0 to -15 P 20.0 'v=19.91111101 7 10.00 20.06 4X5 N 0.29 L/999 0.54 L/657 0.01 0.03 -15 PLF @ 20.0 to -15 @ 30.0 f v=19.9111001 8 11.16 20.06 3X5 N 0.31 L/999 0.57 L /619 0.02 0.03 59 PLF @ -1.5 to 59 @ 0.0 L Iv= 20.311100%1 9 11.45 22.00 3X4 N 0.32 1,/999 0.58 1,1609 0.04 0.08 -- - - -- - -- -------- - --- - - - - - - --- --- - --- - 10 15.60 22.80 1.564 N 0.34 L/999 0.63 L/563 0.02 0.04 II1WORS ASCE Pero /6-0110C 24.001100 1.3311140 21 11 15.60 20.06 3X8 N 0.34 L/999 0.63 6/564 0.03 0.05 -59 PLF 0 17.0 to -59 0 23.0 (v=22.91110011 12 17.00 22.80 852510 N 0.33 L/999 0.61 L/581 0.01 0.03 11 PLF 0 -1.5 to 11 @ 0.0 fv=25.911 061 13 19.16 22.80 3X4 G 0.30 L/999 0.55 L/641 0.00 0.01 -43 PLF @ 23.0 to -43 @ 30.0 R fv=20.3111009) 14 19.45 20.06 3X5 6 0.30 L/999 0.54 L/654 0.04 0.01 11 PLF 0 0.0 to 11 0 1.0 Iv=25.911 011 15 20.00 20.06 4X5 N 0.29 L/999 0.52 L/677 0.04 0.07 -77 PLF @ 1.0 to -71 @ 15.0 Iv=22.91110011 16 22.85 20.06 1.5X4 N 0.22 L/999 0.41 L/867 0.04 0.00 -43 PLF 0 30.0 to -43 P 31.5 R (v=19.71110061" 17 23.00 22.80 508 N 0.22 L/999 0.40 L/879 0.01 0.01 -37 PLF @ 0.0 to -37 @ 7.0 L [v= 22.9111001) 18 29.71 20.23 1 0 0 6 0 @ 7.0 to 10 @ 23.0 Iv=25.911 06 19 29.71 20.19 3X6 0.00 L/999 0.00 6/999 0.05 0.09 -15 PLF 0 0.0 to -15 P 10.0 Iv=19.9111006 20 30.00 20.17 - - -- - - - -- - - -- - - - -- - - -- 11 PLF @ 23.0 to 11 @ 30.0 fv=25.911 06 21 30.13 19.40 - - -- - - - -- - - -- - - - -- - - -- 11 PLF 0 30.0 to 11 P 31.5 fv=25.9II 01 22 31.27 19.69 2X4 N 0.10 L/320 0.12 L/262 0.08 0.14 -59 PLF 0 15.0 to -59 @ 17.0 1v=22.9111009 10 PLF 0 0.0 to 10 @ 30.0 fv=14.31 f 0% -15 PLF 0 10.0 to -15 0 20,0 fv=19.9111001 -15 PLF @ 20.0 to -15 @ 3010 1v19.911100% -95 PLF 0 -1.5 to -95 0 0.0 L Iv=20.31110061 0E410S ASCE Perp /R + +I[0C 24.0010DF 1.3310140 2) -71 PLF 0 17.0 to -77 0 23.0 Iv= 22.91110011 11 PLF @ -1.5 to 11 @ 0.0 fv=25.911 011 1 PLF 0 23.0 to 1 0 30.0 R [v=20.1111009J 11 PLF 0 0.0 to 11 @ 7.0 fv=25.911 061 -59 PLF @ 7.0 to -59 @ 15.0 Iv=22.91110011 59 PLF 0 30.0 to 59 0 31.5 R Iv= 19.71110061 -43 PLF @ 0.0 to -43 0 7.0 L [y=22.911100%1 10 PLF 0 7.0 to 10 0 23.0 fv= 25.911 01 -15 PLF @ 0.0 to -15 0 10.0 fv= 19.9111006 11 PLF 0 23.0 to 11 P 30.0 fv= 25.911 06 11 PLF @ 30.0 to 11 @ 31.5 fv=25.911 01 -77 PLF 0 15.0 to -17 0 17.0 1v= 22.9111006 10 PLF @ 0.0 to 10 @30.0 fv= 14.311 06 -15 PLF @ 10.0 to -15 @ 20.0 f v= 19.91(1006 -15 PLF 0 20.0 to -15 0 30.0 fv= 19.9111006 -43 PLF @ -1.5 to -43 @ 0.0 L 1x=20.311100%1 I14WFRS ASCE Pero/R-4-110C 24.001090 1.331114 :4 21 -77 PLF @ 17.0 to -77 @ 23.0 1=22.911100%1 11 PLF 0 -1.5 to 11 0 0.0 fv=25.91f 001 -37 PLF @ 23.0 to -31 @ 30.0.R (x=20.3111006] 11 PLF 0 0.0 to 11 0 7.0 Iv=25.911 091 -59 PLF @ 7.0 to -59 @ 15.0 Iv=22.91110011 -95 PLF @ 30.0 to -95 @ 31.5 R Iv=19.71110011 -43 PLF 0 0.0 to -43 0 7.0 L Iv=22.9111001] 10 PLF 0 7.0 to 10 @ 23.0 fv=25.911 011 -15 PLF 0 0.0 to -15 0 10.0 1x=19.91110001 11 PLF @ 23.0 to 11 @ 30.0 fv=25.911 01 11 PLF 0 30.0 to 11 @ 31.5 fv=25.911 01 -77 PLF 0 15.0 to -77 0 17.0 1v=22.9111006 10 PLF @ 0.0 to 10 @ 30.0 f v= 14.311 01 -15 PLF 0 10.0 to -15 0 20.0 1v=19.9111001 -15 PLF @ 20.0 to -15 @ 30.0 1v=19.91 1 1001 -43 PLF @ -1.5 to -43 @ 0.0 L (v= 20.31110011 114008S ASCE Part + +110C 24.001190 1.33111414 21 -11 PLF 0 11.0 to -77 0 23.0 1v= 22.91110061 11 PLF @ -1.5 to 11 @ 0.0 [v=25.911 011 -71 PLF @ 23.0 to -11 @ 30.0 R fv=20.31110011 11 PLF 0 0.0 to 11 0 7.0 fv=25.91f 011 -17 PLF @ 1.0 to -77 @ 15.0 1=22.91110061 -19 PLF 0 30.0 to -19 0 31.5 R fv=19.71110011 -11 PLF @ 0.0 to -71 @ 7.0 L (v=22.91I1001] 10 PLF@ 1.0 to 10 @23.0 fv= 25.911 01 -15 PLF 0 0.0 to -15 0 10.0 fv=19.9111009 11 PLF @ 23.0 to 11 @ 30.0 fv=25.911 01 11 PLF 0 30.0 to 11 0 31.5 fv=25.911 01 -77 PLF @ 15.0 to -71 @ 17.0 1=22.911100% 10 PLF @ 0.0 to 10 @ 30.0 fv= 14.311 01 -15 PLF 0 10.0 to -15 0 20.0 1v=19.9111006 -15 PLF @ 20.0 to -15 0 30.0 (v=19.9111001 -19 PLF 0 -1.5 to -19 0 0.0 L Iv=20.31110061 14610RS ASCE Par1 - +110C 24.0011D0 1.33111714 21 -17 PLF 0 17.0 to -71 0 23.0 1v=22.91110061 11 PLF @ -1.5 to 11 @ 0.0 Iv=25.911 011 -77 PLF @ 23.0 to -77 @ 30.0 R f v=20.31110061 11 PLF 0 0.0 to 11 0 7.0 fv=25.91I 011 -77 PLF @ 7.0 to -77 @ 15.0 Iv=22.91110061 -135 PLF 0 30.0 to -135 0 31.5 R 1x=19.71110011 -77 PLF 0 0.0 to -77 @ 7.0 L [v= 22.9111001] 10 PLF @ 7.0 to 10 @ 23.0 fv=25.91f 01 -15 PLF 0 0.0 to -15 0 10.0 fv=19.9111006 11 PLF 0 23.0 to 11 @ 30.0 fv=25.911 01 11 PLF 0 30.0 to 11 P 31.5 fv= 25.911 06 -77 PLF @ 15.0 to -17 @ 17.0 (v=22.9111001 10 PLF@ 0.0 to 10@ 30.0fv=14.3If 01 -15 PLF 0 10.0 to -15 P 20.0 (v=19.9111001 -15 PLF @ 20.0 to -15 @ 30.0 Iv= 19.9111001 -135 PLF 0 -1.5 to _135 0 0.0 1, Iv= 20_31110061 1C&C ASCE Wind Lt-0100C 24.0011DF 1.3311141+ 21 -68 PLF 0 1.5 to -68 0 7.0 L 1=22.911100%) 11 PLF 0 -1.5 to 11 @ 0.0 fv=25.911 011 -16 PLF 0 17.0 to -16 P 23.0 fv=22.91110061 11 PLF @ 0.0 to 11 @ 1.5 f v=25.91( 011 -119 PLF @ 23.0 to -119 @ 26.0 R W21.811100%1 11 PLF 0 1.5 to 11 0 7.0 061 -119 PLF @ 0.0 to -119 @ 1.5 L (v=20.81110061 10 PLF 0 1.0 to 10 0 10.0 1v=25.911 011 -68 PLF @ 26.0 to -68 @ 31.5 R N=19.711100] -93 PLF @ 7.0 to -93 @ 10.0 f v=22.91 [10061 10 PLF 0 10.0 to 10 P 23.0 1v=25.9)1 001 -15 PLF @ 0.0 to -15 @ 10.0 (x 11 PLF 0 23.0 to 11 0 26.0 fv=25.911 061 -187 PLF @ -1.5 to -187 @ 0.0 L [v=20.3111001) 11 PLF 026.0 to 11 @31.51v=25.911 011 -15 PLF 0 10.0 to -15 0 20.0 1v=19.91110091 -15 PLF 0 20.0 to -15 @ 30.0 [y= 19.91[10061 10 PLF R 0.0 to 10 R 30.0 (v=14.311 011 -76 PLF @ 10.0 to -76 @ 17.0 Iv=22.91110091 ICLC ASCE Wind Rt - +I I0C 24.0011DF 1.3311011 21 -68 PLF R 23.0 to -68 0 28.5 R fv=20.011100%1 11 PLF 0 -1.5 to 11 @ 4.0 (v=25.911 001 -16 PLF @ 1.0 to -76 @ 17.0 Iv=22.91110011 11 PLF R 4.0 to 11 R 7.0 Iv=25.911 011 -119 PLF @ 28.5 to -119 0 30.0 R Iv=20.31110001 -119 PLF @ 4.0 to -119 @ 7.0 L Iv=22.9111001J 10 PLF 0 7.0 to 10 R 20.0 fv=25.911 001 -187 PLF @ 30.0 to -187 @ 31.5 0 fv=19.71I100%J 10 PLF R 20.0 to 10 R 23.0 (v.25.911 01 -76 PLF @ 17.0 to -76 @ 20.0 Iv=22.9I1100% 11 PLF 0 23.0 to 11 0 28.5 Iv=2 .911 01 -15 PLF @ 0.0 to -15 @ 10.0 Iv= 1.9111001 11 PLF @28.5 to 11 01 -93 PLF 0 20.0 to -93 0 23.0 1v- 22.91I1000 11 PLF @ 30.0 to 11 0 31.5 Iv- 25.911 01 -15 PLF R 10.0 to -15 R 20.0 fv=19.91I100% -15 PLF @ 20.0 to -15 @ 30.0 Iv=19.911100% 10 PLF @ 0.0 to 10 @ 30.0 Iv=14.311 00 -68 PLF R -1.5 to -68 R 4.0 L fv= 21.81110011 1 l: ti Job: (03040903) FRADER ONE /5XX NE 96 STREET / H91 H111 H131 THIS DWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 42 N BOT CHORD 2x4 SP 42 N WEBS 2x4 SP 43 :Lt Level Return 2x4 SP #3 : :Rt Level Return 2x4 SP 43: • Rv =17694 1 U'10794 IIRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley. FL 33166 (3051 883 -6261 9' 5'8 "12 9' 9' 5'8 "12 . 3'3 "4 9' 9' 15' 6' 15' 6' 21' 12' 30' 30' 21' 6' 21' 6' DESC. = H91 H111 H131 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 6 TOTAL= 6 146 MPH WINO, 21.73 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EOGE, CRT II, EXP C, WIND TCOL -5.0 PSF, WIND BCOL -5.0 PSF. COMPONENTS AND CLADDING WINO PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOBO. 24'3 "4 3'3 "4 30' 9' 30' 5'8 "12 30' 9' "WARNING.. TRUSSES REOUIRE EXTREME CARE IN FRBRICRIING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING RND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRRCTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURRL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R4GIL CEILING. ••IMPORTANT•. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FRILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APpLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE RMERICRN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 200 RSTM A653 GR40 GRLV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICRTEE ACCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. Rv -17694 U- 137 #� W -8" SEO = 193311 REV. 19.610 SCALE = 0.1875 TC LL 30.0 PSF REF TC DL 15.0 PSF DATE 06-10-2003 BC DL 10.0 PSF DRWG BC LL 0.0 PSF TOT . LD . 55.0 PSF 0/R LEN . 30 OUR. FAC. 1.33 SPACING 24.0" TYPE hips 101110EIITPI C0E6I11191 8111 01311103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.01[TCDL 15.0J(BCDL 10.011E11 0.0110F 1.331[0C 24.01[8M 11[SOFFIT 2.01 1STD.A0T0.1000110C 24.001101 1.33118M 11 Bearinas = - IX- locIIReactlJSizel 60 PLF 0 -1.5 to 60 @ 31.5 [v=26.711100%1 1 0.0011 176911 199h110.671 129.3311 1769110.671. 30 PLF A -1.5 to 30 0 31.5 f =26.111 011 4 PLF @ -1.4 to 4 @ -0.1 fv=19.4l1 011 EndPts MaxTen MaxComo AXL 800 CSI GLC S Grade Length Pitch Brace 4 PLF @ 30.1 to 4 @ 31.4 Iv=19.411 011 0- 2 42 -0 0.00 0.22 0.22 7 4 SP 12 N 16.25 4.50 Plvwd 20 PLF A 0.0 to 20 0 30.0 Iv=14.311 011 3- 5 2415 -3441 0.41 0.40 0.81 7 4 SP 12 N 69.54 4.75 5- 6 2195 -3030 0.38 0.29 0.67 6 4 SP 12 N 42.61 4.52 Plvwd IMWFRS ASCE Pero /L + +110C 24.001101 1.33118m 11 6- 9 2499 -3404 0.25 0.74 0.99 1 4 SP 12 N 72.00 0:01 Plvwd -15 PLF @ 0.0 to -15 @ 10.0 Iv= 19.91110011 9 -12 2499 - 3404 0.25 0.14 0.99 1 4 SP 12 N 12.00 -0.01 Plvo1 11 PLF A -1.5 to 11 A 0.0 Iv= 26.711 011 12 -14 2194 -3030 0.38 0.29 0.67 6 4 SP 12 N 42.61 -4.52 Plvwd -59 PLF @ 15.0 to -59 @ 21.0 Iv=23.61110011 14 -15 2414 -3441 0.41 0.40 0.81 7 4 SP 12 N 69.54 -4.75 Plvwd 11 PLF 8 0.0 to 11 8 9.0 fv=26.711 011 11 -19 42 -0 0.00 0.22 0.22 7 4 Sp 12 N 16.25 -4.50 Plvwd 59 PLF A -1.5 to 59 A 0.0 L (v=20.31110011 4- 7 3116 -2100 0.58 0.20 0.78 1 4 SP 12 N 104.54 -0.20 Diaph -43 PLF @ 21.0 to -43 8 30.0 R 1v=20.3111001] 7- A 2772 -1159 0.51 0.18 0.10 1 4 SP 12 N 12.00 0.00 Diaoh 10 PLF A 9.0 to 10 0 21.0 Iv=26.111 011 8 -10 2772 -1759 0.51 0.07 0.58 1 4 SP 12 N 60.00 0.00 Diaph -78 PLF 8 9.0 to -18 @ 15.0 (v=23.61110011 10 -11 2772 -1189 0.51 0.07 0.58 1 4 SP 12 N 60.00 0.00 Diaph 11 PLF 8 21.0 to 11 @ 30.0 fv=26.711- 011 11 -13 2712 -1789 0.51 0.18 0.70 1 4 SP 12 N 12.00 0.00 Diaoh 11 PLF A 30.0 to 11 A 31.5 fv=26.711 011 13 -16 3116 -2130 0.58 0.20 0.78 1 4 SP 12 N 104.54 0.20 Diaph -43 PLF 8 30.0 to -43 8 31.5 R (v=19.7111001] 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 13 13.96 -2.25 10 PLF A 0.0 to 10 0 30.0 (v=14.311 0%1 ' 18 -19 1 -0 0.00 0.02 0.02 1 4 SP 13 . 13.96 2.25 -15 PLF @ 10.0 to -15 @ 20.0 1v=19.91110001 3- 4 1319 -1633 -_ -= Plate Member = -= PLATE 861D1ER 0.50 -Vert- -15 PLF @ 20.0 to -15 @ 30.0 fv=19.91110011 . 2- 1 106 -31 - =- =Fictions Member=-=- SP 12 N 3.41 -0.23 1 PLF 0 0.0 to 1 A 9.0 L (v=23.61(10011 15 -16 1319 -1633 - = -= Plate Member =_= PLATE MEMBER 0.50 -Vert -------------------------------------------------- 15-11 106 -31 - =- =Fictions Member_- SP 12 N 3.47 0.23 IMWFRS ASCE Pero /L- +1100 24.001101 1.13111114 11 -15 PLF @ 0.0 to -15 @ 10.0 fv=19.91110011 EndPts MaxTen MaxComo AXL GLC S Grade Length Brace 11 PLF @ -1.5 to 11 0 0.0 Iv=26.711 011 5- 1 416 -418 0.13 1 4 SP 13 46.21 -59 PLF A 15.0 to -59 A 21.0 fv=23.61110011 6- 7 351 -244 0.11 1 4 SP 13 39.44 11 PLF @ 0.0 to 11 0 9.0 1v=26.711 011 6 -10 735 -591 0.48 8 4 SP 13 77.53 -95 PLF A -1.5 to -95 A 0.0 1 Iv= 20.31110011 9 -10 506 -659 0.17 1 4 SP 13 39.44 -43 PLF @ 21.0 to -43 @ 30.0 R Fv=20.3111000) 10 -12 735 -591 0.48 9 4 SP 13 77.53 10 PLF 0 9.0 to 10 @ 21.0 Iv=26.711 011 12-13 151 -244 0.11 1 4 SP 03 39.44 . -78 PLF A 9.0 to -78 A 15.0 Iv= 23.611100%1 13 -14 415 -418 0.13 1 4 SP 13 46.21 11 PLF @ 21.0 to 11 @ 30.0 Iv=26.711 011 11 PLF A 30.0 to 11 A 31.5 (v= 26.711 0%1 Node X-Loc Y -Loc Plate Method def1Y(11 deflYIT1 dxL dxT -43 PLF @ 30.0 to -43 @ 31.5 R fv =19.71110011 0 -1.27 19.69 2X4 . N 0.11 L/285 0.13 L/234 0.03 0.04 10 PLF @ 0.0 to 10 0 30.0 fv=14.311 011 1 -0.13 19.48 - - -- - - - -= - - -- - - - -- - - -- -15 PLF A 10.0 to -15 A 20.0 Iv=19.91f10011 2 0.00 20.17 - - -- - - - -- - - -- - - - -- - - -- -15 PLF 8 20.0 to -15 0 30.0 (v=19.91110011 3 0.29 20.16 - - -- - - - -- - - -- - - - -- - - -- . -38 PLF A 0.0 to -38 A 9.0 L (v=23.61(10011 4 0.29 20.12 3X6 0.00 L/999 0.00 1/999 0.00 0.00 _ ___ __ __ _ _ ___ _ _ _ = = 5 5.68 22.30 1.504 N 0.17 1/999 0.31 1/999 0.05 0.09 I14W1RS ASCE Pero /R + +110C 24.001101 1.33111114 1] 6 9.00 23.55 508 N 0.21 1/999 0.38 1/937 0.05 0.10 -15 PLF A 0.0 to -15 A 10.0 fv=19..91f10011 7 9.00 19.97 3X4 N 0.21 L/999 0.38 L/932 0.02 0.04 11 PLF 8 -1.5 to 11 @ 0.0 Iv=26.711 011 8 10.00 19.97 365 N 0.22 1/999 0.39 1/897 0.02 0.04 -18 PLF 8 15.0 to -18 @ 21.0 1v=23.61110011 9 15.00 23.55 1.504 N 0.25 1/999 0.45 L/779 0.04 0.07 11 PLF A 0.0 to 11 A 9.0 fv=26.711 0%1 10 15.00 19.97 3X7 N 0.25 1/999 0.45 L/786 0.04 0.01 -43 PLF 8 -1.5 to -43 0 0.0 L 1v=20.31110011 11 20.00 19.97 305 N 0.22 1/999 0.39 L/897 0.05 0.09 1 PLF A 21.0 to 1 A 30.0 R N=20.3111001] 12 21.00 23.55 568 N 0.21 1/999 0.38 1/931 0.02 0.03 10 PLF @ 9.0 to 10 @ 21.0 1v=26.711 011 13 21.00 19.91 3X4 N 0.21 1/999 0.38 L/932 0.05 0.09 -59 PLF @ 9.0 to -59 @ 15.0 1v=23.61(100%1 14 24.32 22.30 1.5X4 N 0.11 1/999 0.31 1/999 0.02 0.04 11 PLF A 21.0 to 11 A 30.0 Iv=26.711 011 15 29.11 20.16 - - -- - - - -- - - -- - - - -- - - -- 11 PLF @ 30.0 to 11 8 31.5 Iv=26.711 011 16 29.71 20.12 306 0.00 1/999 0.00 1/999 0.07 0.13 59 PLF A 30.0 to 59 A 31.5 R fv=19.7111001) 11 30.00 20.17 - - -- - - - -- - - -- - - - -- - - -- 10 PLF @ 0.0 to 10 8 30.0 Iv=14.311 011 18 30.13 19.48 - - -- - - - -- - - -- - - - -- - - -- -15 PLF 0 10.0 to -15 8 20.0 Iv=19.911100%1 19 31.27 19.69 2X4 N 0.11 1/285 0.13 1/234 0.09 0.16 -15 PLF A 20.0 to -15 A 30.0 Iv=19.91110011 -43 PLF 1 0.0 to -43 8 9.0 L fv=23.61110011 . . INCURS ASCE Pero /R 111OC 24.001101 1.33111414 11 -15 PLF 8 0.0 to -15 8 10.0 Iv=19.91110011 11 PLF A -1.5 to 11 A 0.0 fv=26.111 011 -78 PLF 1 15.0 to -78 8 21.0 fv=23.61110011 11 PLF 0 0.0 to 11 A 9.0 fv=26.711 001 -43 PLF @ -1.5 to -43 8 0.0 L Iv=20.31110011 -38 PLF @ 21.0 to -38 @ 30.0 R Iv=20.31110011 10 PLF A 9.0 to 10 A 21.0 1v=26.7l1 011 -59 PLF 8 9.0 to -59 8 151.0 N=23.611100%1 11 PLF A 21.0 to 11 A 30.0 1v=26.711 011 11 PLF @ 30.0 to 11 8 31.5 Iv=26.711 011 -95 PLF @ 30.0 to -95 8 31.5 R Iv=19.711100%1 10 PLF 0 0.0 to 10 A 30.0 lv= 14.311 011 -15 PLF 0 10.0 to -15 @ 20.0 fv=19.91110011 -15 PLF A 20.0 to -15 A 30.0 Iv= 19.91110011 -43 PLF 8 0.0 to -43 8 9.0 L Iv=23.61I10011 IMWFRS ASCE Parl++110C 24.001101 1.33111411 11 -15 PLF 8 0.0 to -15 8 10.0 [y=19.91[10011 11 PLF A -1.5 to 11 A 0.0 1v= 26.711 011 -78 PLF @ 15.0 to -78 8 21.0 fv=23.61 (100%1 11 PLF 0 0.0 to 11 A 9.0 fv= 26.111 011 -20 PLF @ -1.5 to -20 @ 0.0 L Iv= 20.31110011 -78 PLF A 21.0 to -78 A 30.0 R Iv= 20.3111001] 10 PLF 0 9.0 to 10 @ 21.0 fv=26.111 011 -78 PLF 0 9.0 to -78 @ 15.0 Iv=23.611100%1 11 PLF A 21.0 to 11 A 30.0 (v= 26.711 011 11 PLF @ 30.0 to 11 8 31.5 fv=26.711 011 -20 PLF @ 30.0 to -20 @ 31.5 R (v=19.71f10011 10 PLF A 0.0 to in A 30.0 fv= 14.311 011 -15 PLF @ 10.0 to -15 8 20.0 fv=19.91f10011 -15 PLF A 20.0 to -15 A 30.0 1v=19.91110011 -78 PLF @ 0.0 to -78 @ 9.0 L Iv=23.61110011 114WFRS ASCE Pad-1110C 24.00IIDF 1.3311011 11 -15 PLF @ 0.0 to -15 8 10.0 Iv= 19.911100%1 11 PLF A -1.5 to 11 A 0.0 lv=26.711 011 -78 PLF 0 15.0 to -78 0 21.0 fv=23.611100%1 11 PLF A 0.0 to 11 A 9.0 fv=26.711 011 -136 PLF @ -1.5 to -136 0 0.0 L fv=20.31110011 -78 PLF 0 21.0 to -78 8 30.0 R Iv= 20.3111001] 10 PLF A 9.0 to 10 A 21.0 fv=26.711 011 -18 PLF @ 9.0 to -78 8 15.0 Iv=23.61110011 11 PLF A 21.0 to 11 A 30.0 Iv=26.711 011 11 PLF 830.0to 11@31.5 fv= 26.711 011 -136 PLF @ 30.0 to -136 0 31.5 R fv=19.7111001] 10 PLF A 0.0 to 10 A 30.0 fv=14.311 011 -15 PLF @ 10.0 to -15 8 20.0 fv=19.91110011 -15 PLF A 20.0 to -15 A 30.0 Iv=19.91110011 -18 PLF 0 0.0 to -18 8 9.0 L fv=23.61110011 FCC ASCE Wind Lt - +1(OC -94 PLF @ 9.0 to -94 11 PLF A -1.5 to 11 -15 PLF @ 0.0 to -15 11 PLF @ 0.0 to 11 -181 PLF A -1.5 to -187 11 PLF @ 1.5 to 11 -68 PLF A 1.5 to -68 10 PLF @ 9.0 to 10 -11 PLF @ 12.0 to -77 10 PLF A 12.0 to 10 -119 PLF @ 21.0 to -119 11 PLF A 21.0 to 11 -119 PLF @ 0.0 to -119 11 PLF @ 24.0 to 11 -15 PLF A 10.0 to -15 10 PLF @ 0.0 to 10 -15 PLF @ 20.0 to -15 -68 PLF A 24.0 to -68 FM ASCE Wind Rt - +110C -94 PLF 8 18.0 to -94 11 PLF 0 -1.5 to 11 -15 PLF A 0.0 to -15 11 PLF@ 6.0 to 11 -68 PLF A -1.5 to -68 10 PLF @ 9.0 to 10 -77 PLF @ 9.0 to -77 10 PLF 0 18.0 to 10 -68 PLF @ 21.0 to -68 11 PLF A 21.0 to 11 -119 PLF 0 28.5 to -119 11 PLF @ 28.5 to 11 -119 PLF A 6.0 to -119 11 PLF 0 30.0 to 11 -15 PLF A 10.0 to -15 10 PLF @ 0.0 to 10 -15 PLF @ 20.0 to -15 -181 PLF A 30.0 to -187 24.001101 1.3311111 11 12.0 fv=23.61110011 A 0.0 (v=26.711 011 @ 10.0 fv=19.91110011 8 1.5 (v=26.711 011 A 0.0 L fv=20.31f10011 8 9.0 (v=26.711 011 A 9.0 L fv=23.61110011 0 12.0 (v=26.711 011 @ 21.0 fv=23.611100%1 A 21.0 Iv=26.711 011 @ 24.0 R 1v=22.51110011 A 24.0 fv=26.711 011 @ 1.5 L (v=20.8111001] 31.5 fv=26.71f 011 A 20.0 Iv=19.91110011 30.0 fv=14.311 011 @ 30.0 fv=19.91(10011 • A 31.5 R Iv=19.71110011 24.00110E 1.3311111 11 21.0 Iv=23.611100%1 6.0 (v=26.711 011 A 10.0 fv=19.91110011 @ 9.0 fv=26.711 011 A 6.0 L fv=22.511100%1 18.0 fv=26.711 011 18.0 fv=23.61I10011 P 21.0 fv=26.711 011 28.5 R [v= 20.81110011 A 28.5 fv=26.111 011 30.0 R (v=20.3111001] 30.0 Iv=26.711 011 A 9.0 L fv=23.611100%) 31.5 (v=26.711 011 P 20.0 1v= 19.91110011 30.0 fv=14.311 011 30.0 fv=19.91110011 A 31.5 R (v=19.71110011 Job:(0 FRADER ONE /5XX NE 96 STREET / T1 TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 :Ct Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: T n 3X611311 2X4 (R) 5 Rv =1769# 1- 43# W08" DESC. = T1 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.V. South Rlver Or. Medley, FL 33168 (3057 883 -6261 6'10" 6'10" 10' 15' 15' 10' 3'2" 15' 5' 30' 3'2" 20' '23'2 30' 5 . 30' TPI (STD) OTY= 9 TOTAL= 9 TRUSSES TO O HIB -91 ( HANDLING 'AND HANDLING, SHIPPING, TPI INSTALLING (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAV PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AN TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653.GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED 0) THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PRRTICULRR BUILDING IS THE RESPONSIAILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 MPH WINO, 22.85 FT MEAN HGT ASCE 7-98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT II, EXP C, WIND TCOL -5.0 PSF, WINO BCOL -5.0 PSF. COMPONENTS RNO CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CRLLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 10' 6'10" ,JUN 121003 Rv -1 11-134W SEC) = 193332 REV. 19.610 SCALE =0.1875 TC LL 30.0 PSF REF TC OL 15.0 PSF DATE 06 -10 -2003 BC OL 10.0 PSF DRWG BC LL 0.0 PSF TOT.LD. 55.0 PSF 0/A LEN. 30 OUR.FAC. 1.33 SPACING 24.0" TYPE comn IALPINEIITPI CODElrT11103040903 /FRADER 080 /500 NE 96 STREET1 [TCLL 30.0J[TCDL 15.01[BCDL 10.O11BCLL 0.01[DF 1.331[0C 24.01[NM 11[SOFFIT 2.01 • ISTD.AUTO.LOADIIOC 24.001IDF 1.33118M 11 Bearings = == IX- LocllReactlfSizel - - -- 60 PLF @ -1.5 to 60 @ 31.5 fv= 28.911100$1 MFRS ASCE Parl + +IIOC 24.00IIDF 1.3311NM 11 1 0.0011 176911 30111110.671 129.3311 1169110.671 30 PLF P -1.5 to 30 0 31.5 Iv= 28.911 001 PLF 0 -1.5 to -23 P 0.0 L 1v =20.311100$] 4 PLF @ -1.4 to 4 @ -0.1 Iv= 19.41( 011 11 PLF @ -1.5 to 11 @ 0.0 fv= 28.911 0 %1 EndPts MaxTen MaxComo ABL AND CSI GLC S Grade Lenath Pitch Brace 4 PLF @ 30.1 to 4 @ 31.4 fv= 19.411 0%1 -15 PLF @ 0.0 to -15 @ 10.0 1v= 19.911100 %1 0- 2 42 -0 0.00 0.23 0.23 7 4 SP 12 N 16.25 4.50 Plvwd 20 PLF P 0.0 to 20 P 30.0 Iv= 14.311 0 %1 .1. . -81 PLF P 9.8 to -81 P 15.0 L N=25.91110011 3- 5 2342 -3387 0.19 0.72 0.92 1 4 SP 12 N 83.70 4.71 Plvwd - = --- -- - - - -- -- - - -- - - - - - -- = - ' -15 PLF @ 12.0 to -15 @ 18.0 fv= 19.911100 %1 5- 6 2141 - 2966 0.39 0.43 0.83 6 4 SP 12 N 14.51 4.50 Plvwd MFRS ASCE Pero /L + +110C 24.00118E 1.3311814 11 -15 PLF P 18.0 to -15 P 20.0 fv= 19.911100 %1 6- 7 2149 -2930 0.39 0.27 0.66 7 4 SP 12 N 26.07 4.50 Plvwd 59 PLF @ -1.5 to 59 4 0.0 L fv= 20.311100 %j 11 PLF @ 0.0 to 11 @ 30.0 1v= 28.911 0 %1 7- 9 2281 - 2993 0.42 0.31 0.79 6 4 SP 12 N 64.14 4.50 Plvwd 11 PLF 0 -1.5 to 11 0 0.0 Iv= 28.911 011 ._ ,. 11 PLF 0 30 .0 t 11 0 31.5 Im9Q 911 nv 9-10 1084 -848 0.88 6 4 SP 13 ALIA 5 6.78 22.11 1.5X4 N 0.17 L/999 0.31 L/999 0.05 0.09 -44 PLF 0 30.0 to -44 0 31.5 R 1v=19.71110011 • iCAC ASCE Wind Lt4110C 24.0011DF 1.3311(1M 11 11 20.05 23.90 1.5X4 N 0.20 L/999 0.36 L/972 0.02 0.03 MFRS ASCE Pero/R++1111C 24.0011DP 1.3311144 11 7120 PLF 0 0.0 to -120 0 1.5 L (v=20.81110011 -15 PLF 0 10.0 to -15 0 12.0 Iv=19.91110011 -15 PLF @ 20.0 to -15 e 30.0 [v=19.911100%1 IC4C ASCE Wind Rt-41I0C 24.001IDF 1.331INM 11 MFRS ASCE Perv/R-+110C 24.00110F 1.331INM 11 11 PLF @ -1.5 to 11 0 12.0 1v=28.911 Oil -98 PLF P 30.0 to -98 P 31.5 R 1v= 19.111100$1 -40 PLF @ 22.1 to -40 @ 30.0 R [v= 20.3111001] - 15.PLF P 10.0 to -15 A 12.0 Iv= 19.911100%1 -15 PLF @ 20.0 to -15 @ 30.0 Iv=19.911100 %1 -44 PLF P 1.9 to -44 P 9.8 L Iv= 23.911100 %1 TOP CHORD 2x4 SP #2 BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: T M s N ,,1 .5X4 (R1 3X4IBI) t s- s 12 4.5 Rvd901 # U W -8" DESC. = T2 PLT: TYP.- WAVE_TPI95 TPI(STO) 7'2" 7'2' 7 7'2' 4x 5X 14•4" 14'4" 14'4' OTY= 2 TOTAL= 2 "WARNING** TRUSSES REOUIRE EXTREME CRRE IN FRBRICAT NG HANDLING SHIPPING, INSTALLING RNO BRRCING. REFER TO HIB -91 (HANDLING INSTRLLING II NO BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200, MADISON, WI. 53719) FOR SRFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORO SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED �= CEILING. "IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR , ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ; ; DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RNO BRRCING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO JUN 7' 003 MRRTINEZ TRUSS CO., INC. PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR90 GRLV. STEEL UU1IY' 1 9280 N.W. South River Or. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED On Medley, FL 33166 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICRTEE (3051 883.6261 RCCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. II } 2 146 MPH WIND, 21.39 FT MEAN HGT ASCE 7 -98, CLOSED BOG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT II, EXP C, WIND TCOL -5.0 PSF, WINO BCOL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 14'4" 7'2" 14'4" 7'2" 1.5X4(R) M 3X4 (81) Rv -902# U -858 N ro SEO = 193370 ,) REV. 19.610 SCALE =0.3750 TC LL 30.0 PSF REF TC OL 15.0 PSF DATE 06 -10 -2003 BC ' DL 10.0 PSF DRWG BC LL 0.0 PSF TUT . LD . 55.0 PSF 0/A LEN. 140400 OUR . FAC . 1.33 SPACING 24.0" TYPE comn 1 Job: (03040903) FRADER ONE /5XX NE 96 STREET / T2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT IALPINEIITPI CODEI(T2 1103040903 /FRADER ONE /5XX NE 96 STREET] (TCLL 30.0J[TCDL 15.0)1BCDL 10.0j[BCLL 0.0](DF 1.331[0C 24.0](NM 1](SOFFIT 2.0] Bearinos = == IX- LocIIReactl]Size] =__ f 0.0011 90111 46h110.671 113.6711 902110.671 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade 0- 2 42 -0 0.00 0.22 0.22 7 4 SP 12 . 3- 5 838 -1110 0.14 0.80 0.95 6 4 SP 12 5- 7 838 -1110 0.14 0.00 0.95 6 4 SP 82 9 -11 40 -0 0.00 0.22 0.22 7 4 50 82 4- 6 918 - 615 0.17 0.29 0.46 1 4 SP 12 M 6- 8 918 -615 0.11 0.29 0.46 1 4 SP 82 N 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 13 3- 4 847 -855 �-= Plate Memher = - =- PLATE MEMBER 2- 3 101 -5 - =-= Fictious Member = - =- SP 82 1- 8 847 -850 - = -= Plate Memher = -_- PLATE MEMBER 1- 9 107 -5 - -= Fictious Member = - =- SP 12 EndPts MaxTen Maedomo AXL (LC S Grade 5- 6 170 -85 0.05 1 4 SP 83 10 -11 0 -0 0.00 6 4 SP 83 Node X -Loc Y -Loc Plate 0 -1.27 19.69 1.504 1 -0.13 19.48 2 0.00 20.11 3 0.29 20.16 4 0.29 20.12 3X4 5 7.17 22.85 4X4 N 6 7.17 19.97 5X4 N 1 14.04 20.16 8 14.04 20.12 3X4 9 14.33 20.17 10 14.46 19.48 11 15.60 19.69 1.564 N Length Brace 30.95 13.96 Method deflY(L1. N 0.23 L /131 0.00 L/999 0.02 L/999 0.02 L/999 0.00 L/999 0.23 L/131 ISTD.AUTO.LOAD1IOC 24.0011DF 1.3311011 11 4 PLF @ -1.4 to 4 8 -0.1 Iv= 19.411 011 20 PLF 0 0.0 to 20 A 14.3 fv= 14.311 091 60 PLF @ -1.5 to 60 @ 15.8 fv= 26.01110091 Lenath Pitch Brace 30 PLF @ -1.5 to 30 8 15.8 fv=26.011 091 16.25 4.50 88.63 4.10 Plvwd fMWFRS ASCE Pero /L + +1IOC 24.001IDE 1.3311011 11 88.63 -4.70 Plvwd 9 PLF 0 -1.5 to 9 0 0.0 L fv=20.3111009] • 16.25 -4.50 Plvwd 11 PLF @ -1.5 to 11 8 0.0 fv=26.011 011. 82.55 -0.25 Diaoh -15 PLF 0 0.0 to -15 0 7.2 Jv= 19.91110041 82.55 0.25 Diaoh -43 PLF 8 7.2 to -43 @ 14.3 R Iv=20.3111009J 13.96 -2.25 11 PLF @ 0.0 to 11 @ 14.3 fv=26.011 041 0.50 -Vert- 11 PLF A 14.3 to 11 A 15.R fv= 26.018 041 3.47 -0.23 -15 PLF @ 7.2 to -15 8 14.3 N=19.911100%1 0.50 -Vert- 10 PLF 8 0.0 to 10 A 14.3 1v=14.311 0%1 3.47 0.23 -49 PLF @ 0.0 to -49 8 7.2 L 8x=22.91110091 -43 PLF 8 14.3 to -43 8 15.8 R Iv= 19.71110041 deflYIT1 0.28 L /111 0.00 L/999 0.04 L/999 0.04 L/999 0.00 1/999 0.28 L /111 dxL 0.07 0.00 0.01 0.01 0.01 0.04 [MFRS ASCE Pero /L- +1100 24.001IDP 1.3311011 11 -107 PLF 0 -1.5 to -107 P 0.0 L fv=20.3111004] 11 PLF @ -1.5 to 11 @ 0.0 (x=26.01[ 041 dxT -15 PLF @ 0.0 to -15 @ 7.2 [v=19.911100%1 0.08 43 PLF A 7.2 to =43 A 14.3 R 1x=20.31110041 - - -- 11 PLF @ 0.0 to 11 @ 14.3 Iv=26.011 011 - - -- 11 PLF A 14.3 to 11 A 15.8 fv=26.011 011 - -- -15 PLF @ 7.2 to -15 @ 14.3 fv =19.91(10011 0.00 10 PLF @ 0.0 to 10 @ 14.3 1v=14.311 011 0.01 -49 PLF 0 0.0 to -49 0 7.2 L Iv=22.91110041 0.01 -43 PLF 8 14.3 to -43 @ 15.8 R N=19.711100%1 0.02 111141185 ASCE Pero /R + +1(0C 24.0011DF 1.3311014 11 -43 PLF @ -1.5 to -43 8 0.0 L 8x=20.31110011 11 PLF A -1.5 to 11 A 0.0 Iv=26.011 041 0.08 -15 PLF @ 0.0 to -15 @ 7.2 [x=19.91(10011 -49 PLF A 7.2 to -49 0 14.3B 8x=20.31110011 11 PLF @ 0.0 to 11 8 14.3 fv=26.011 011 11 PLF @ 14.3 to 11 @ 15.8 Iv=26.01I 011 -15 PLF A 7.2 to -15 @ 14.3 fv= 19.91110011 10 Ell @ 0.0 to 10 8 14.3 Iv= 14.311 011 43.PI.F 0 0.0 to -43 0 7.2 L Iv=22.91110011 9 PLF @ 14.3 to 9 @ 15.8 R [x=19.71110011 IMWFRS ASCE Pero /R - +1100 24.00110F 1.3311811 11 . -43 PLF @ -1.5 to -43 @ 0.0 L W20.311100%1 11 PLF @ -1.5 to '11 @ 0.0 (v=26.01( 011 -15 PLF 0 0.0 to -15 A 7.2 (v=19.91(1008] • -49 PLF @ 7.2 to -49 8 14.3 R (v=20.311100%] . 11 PLF 0 0.0 to 11 0 14.3 Iv=26.011 011 11 PLF @ 14.3 to 11 9 15.8 Iv=26.011 011 -15 PLF @ 7.2 to -15 8 14.3 Iv =19.91[10011 10 PLF 0 0.0 to 10 0 14.3 fv=14.31I 001 -43 PLF @ 0.0 to -43 @ 7.2 L [v=22.91110011 -107 PLF 0 14.3 to -107 0 15.8 R fv=19.71110011 MFRS ASCE Par1+ +1800 24.00110E 1.331111M 11 -36 PLF 0 -1.5 to -36 0 0.0 L Iv=20.3111009] 11 PLF @ -1.5 to 11 @ 0.0 Iv=26.011 011 -15 PLF 0 0.0 to -15 A 7.2 Iv=19.91110011 -94 PLF 8 7.2 to -94 @ 14.3 R (x=20.31(10011 11 PLF@ 0.0 to 11 @14.3 1v=26.01I 011 11 PLF 0 14.3 to 11 A 15.8 Iv=26.01I 011 -15 PLF 8 7.2 to -15 @ 14.3 1x=19.91110011 10 PLF 0 0.0 to 10 0 14.3 fv=14.31f 011 -94 PLF @ 0.0 to -94 @ 7.2 L 1x=22.91110011 -36 PLF 8 14.3 to -36 @ 15.8 R N=19.711100%1 IIIWFRS ASCE Parl - +]10C 24.0011DF 1.331]814 11 -151 PIE 0 -1.5 to -151 0 0.0 L Iv= 20.3111001] 11 PLF 8 -1.5 to 11 @ 0.0 Iv=26.011 011 -15 PLF @ 0.0 to -15 @ 7.2 1x=19.91110011 -94 PLF 0 7.2 to -94 0 14.3 R Iv= 20.3111001] 11 PLF @ 0.0 to 11 8 14.3 (v= 26.011 011 11 PLF 0 14.3 to 11 0 15.8 Iv=26.011 041 -15 PLF @. 7.2 to -15 @ 14.3 Iv= 19.91]10011 10 PLF 0.0 to 10814.3Iv=14.311 011 -94 PLF 0 0.0 to -94 0 7.2 L 'v=22.9111001I -151 PLF @ 14.3 to -151 8 15.8 R [y= 19.7][1001] fC6C ASCE Wind Lt - +110C -69 PLF 0 10.1 to -69 11 PLF 8 -1.5 to 11 -69 PLF A 1.5 to -69 11 PLF @ 0.0 to 11 -15 PLF @ 0.0 to -15 11 PLF A 1.5 to 11 -129 PLF @ 0.0 to -129 11 PLF @ 7.2 to 11 -15 PLF 0 7.2 to -15 11 PLF @ 10.2 to 11 -187 PLF A -1.5 to -187 -129 PLF @ 7.2 to -129 10 PLF A 0.0 to 10 1C6C ASCE Wind Rt - +1IOC -187 PLF A 14.3 to -187 11 PLF @ -1.5 to 11 -69 PLF A 7.2 to -69 11 PLF @ 4.2 to 11 -15 PLF @ 0.0 to -15 11 PLF A 7.2 to 11 -129 PLF @ 4.2 to -129 11 PLF A 12.8 to 11 -15 PLF @ 7.2 to -15 11 PLF 8 14.3 to 11 -69 PLF A -1.5 to -69 -129 PLF @ 12.8 to -129 10 PLF 0 0.0 to 10 24.0011DF 1.331180 11 0 15.11 R fv= 19.1181009] @ 0.0 Iv=26.011 091 7.2 L (v= 22.9111009] @ 1.5 Iv=26.011 011 @ 7.2 Iv=19.91(10091 0 7.2 Iv= 26.018 011 @ 1.5 L fv= 20.81(1009] @ 10.2 fv=26.0I1 091 0 14.3 fv=19.91110081 @ 15.8 8x=26.018 091 0.0 L fv= 20.31810041 @ 10.1 R fv=21.8111001] P 14.3 fv=14.31f 011 24.0011DF 1.331100 11 A 15.8 R fv= 19.7111009) @ 4.2 1v=26.011 0%1 A 12.8 R fv=20.R111001J @ 7.2 fv=26.011 011 1.2 fv=19.91f1001I P 12.8 fv=26.011 041 @ 7.2 L [x=22.9111009) 0 14.3 fv=26.011 011 8 14.3 (v=19.91(10091 @ 15.8 (v= 26.01( 011 0 4.2 L [v=21.8I110011 @ 14.3 R ]v=20.31]1001] 0 14.3 1v44.311 001 • Job:(03040903) FRADER ONE /5XX NE 96 STREET / T2A TOP CHORD 2x4 SP #2 BOT CHORO 2x4 SP #2 N WEBS 2x4 SP #3 :Lt Level Return 2x4 SP #3: MRRTINEZ TRUSS CO., INC. 9280 N.v. South Rover Or. Medley, FL 33166 (3057 883-6261 RvJ91 Ut865# W-8" 7'2" 7'2" 7'2" 7'2' 14'4" 14'4" THIS DWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 MPH WIND, 21.39 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT II, EXP C, WIND TCDL -5.0 PSF, WIND BCDL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. OEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 14'4" 1 7'2' 14'4" 7 ' 2 " DESC. = T2A PLT. TYP.-WAVE_TPI95 TPI(STD) OTY= 3 TOTAL= 3 ...WARNING.. TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND B RACING), P UBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAW PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTACHED RI ..IMPORTANT.. FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2068 ASTM R653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED Of, THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 4FCTION 2. Rv -778 # U -681# stlN ]:2 , REV. TC LL TC OL BC DL BC LL TOT.LD. SEO = 193368 19.610 SCALE = 0.3750 30.0 PSF 15.0 PSF 10.0 PSF 0 . 0 PSF 55.0 PSF DUR. FAC. 1.33 SPACING 24.0" REF DATE 06 -10 -2003 DRWG 0/A LEN 140400 TYPE comn fALPIl1EI1TPI CODEIfT2A 1103040903 /FRADER ONE /5XX NE 96 STREET) [TCLL 30.01(TCDL 15.01[BCDL 10.0J[BCLL 0.0J[DF 1.331(0C 24.0J[NM 11[SOFFIT 2.01 Bearings = == IX- LocilReactlfSizel ----- f 0.0011 91711 158110.671 114.0011 778110.251 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade 0- 2 42 -0 0.00 0.22 0.22 1 4 SP 12 3- 5 849 -1139 0.15 0.80 0.95 6 4 SP 12 5- 7 061 -1135 0.15 0.83 0.98 6 4 SP 12 4- 6 944 -643 0.17 0.30 0.48 1 4 SP 12 N 6- 8 944 - 643 0.17 0.30 0.48 1 4 SP 12 N 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 13 3- 4 854 -865 -=-= Plate Member = -_- PLATE MEMBER 2- 3 107 -5 -=- =Firtinos Member = - =- SP 12 7- 8 688 -732 -=-= Plate Member = -_- PLATE MEMBER 7- 9 9 -1 =- =Firtinus Member = - =- SP 12 EndPts MaxTen MaxComo AXL GLC S Grade Length Brace 5- 6 170 -87 0.05 1 4 SP 13 30.95 Node X -Lnc Y -Lnc Plate Method 0 -1.27 19.69 1.504 N 1 -0.13 19.48 2 0.00 20.17 3 0.29 20.16 4 0.29 20.12 3X4 5 7.11 22.85 4X4 M 6 7.17 19.97 5X4 N 7 14.08 20.15 8 14.08 20.11 3X4 9 14.33 20.17 def1Y(LI 0.23 L /131 0.00 L/999 0.02 L/999 0.02 L/999 0.00 L/999 Length 16.25 88.63 09.10 82.55 83.02 13.96 0.50 3.47 0.50 3.00 deflYIT1 0.27 L/111 0.00 1/999 0.04 L/999 0.04 L/999. 0.00 L/999 Pitch Brace 4.50 Plvwd 4.70 Plvwd -4.68 Plvwd -0.25 Diaoh 0.24 Diaoh -2.25 -Vert - -0.23 -Vert - 0.61 1STD.AUT0.LOAD110C 24.001fDF 1.331fNM 11 4 PLF Q -1.4 to 4 @ -0.1 fv=19.41f 091 20 PLF 0 0.0 to 20 0 14.3 fv=14.311 061 60 PLF @ -1.5 to 60 @ 14.3 'v=26.011100%1 30 PLF @ -1.5 to 30 @ 14.3 fv=26.011 011 IMWFRS ASCE Perp /L + +IIOC 24.00110F 1.3311NM 1] - 15 PLF A 0.0 to -15 A 7.2 Iv=19.91110011 11 PLF a -1.5 to 11 0 0.0 fv=26.011 011 9 PLF 0 -1.5 to 9 0 0.0 L fv= 20.3111001] 11 PLF @ 0.0 to 11 0 14.3 fv= 26.011 011 - 15 PLF @ 7.2 to -15 Q 14.3 fv=19.911100%1 10 PLF 0 0.0 to 10 0 14.3 1v=14.311 061 - 43 PLF @ 7.2 to -43 @ 14.3 R fv=20.31I10011 -49 PLF 0 0.0 to -49 A 7.2 L fv=22.91110041 fIIWFRS ASCE Pero /L - 4110C 24.001IDF 1.3311811 11 -15 PLF 0 0.0 to -15 A 7.2 (w- 19.91(10011 11 PLF @ -1.5to 11@ 0 091 dxL dxT -107 PLF 0 -1.5 to -107 0 0.0 L Iv=20.311100%1 0.07 0.08 11 PLF 0 0.0 to 11 @ 14.3 1v=26.011 011 -15 PLF @ 7.2 to -15 Q 14.3 fv=19.91110091 - - -- 10 PLF P 0.0 to 10 0 14.3 fv=14.31I 011 - - -- -43 PLF @ 7.2 to -43 0 14.3 R fv=20.311100%1 0.00 0.00 -49 PLF A 0.0 to -49 A 7.2 L fv=22.9111001I 0.01 0.01 - - ---= - = = - = = = = - - - -= - -- - - - 0.01 0.01 IMWFRS ASCE Perp /R + +110C 24.00110F 1.3311811 1) - - -- -15 PLF 0 0.0 to -15 0 7.2 (x=19.91(100%1. 0.01 0.02 11 PLF @ -1.5 to 11 0 0.0 fv=26.01I 011 - - -- -43 PLF A -1.5 to -43 A 0.0 L 1v=20.311100%) 11 PLF 0 0.0 to 11 0 14.3 (x=26.011 011 -15 PLF @ 7.2 to -15 @ 14.3 )x=19.91110091 10 PLF 0 0.0 to 10 A 14.3 1v=14.311 011 -49 PLF @ 7.2 to -49 0 14.3 R N=20.311100%1 -43 PLF 0 0.0 to -43 0 7.2 L fv=22.91110011 1144FRS ASCE Perp /R - +)IOC 24.00110F 1.3311811 1] -15 PLF A 0.0 to -15 0 7.2 Iv=19.91110061 11 PLF @ -1.5 to 11 0 0.0 Iv=26.011 011 -43 PLF A -1.5 to -43 0 0.0 1, fv=20.31I1001J 11 PLF 0 0.0 to 11 0 14.3 fv=26.011 011 -15 PLF 0 7.2 to -15 0 14.3 [v=19.91110011 10 PLF 0 0.0 to 10 0 14.3 1v=14.311 011 -49 PLF 0 7.2 to -49 @ 14.3 R f v=20.31110011 -43 PLF @ 0.0 to -43 @ 7.2 L [v=22.911100%1 1148FRS ASCE Part + +1IOC 24.00118F 1.3311611 11 • -15 PLF 0 0.0 to -15 0 7.2 (v=19.91110061 11 PLF a -1.5 to 11 0 0.0 Iv=26.011 011 -36 PLF 0 -1.5 to -36 @ 0.0 L Iv=20.31 )1001] 11 PLF A 0.0 to 11 0 14.3 Iv=26.01I 011 -15 PLF 0 7.2 to -15 0 14.3 Iv= 19.911100%1 10 PLF 0 0.0 to 10 0 14.3 1v=14.311 011 - 94 PLF @ 7.2 to -94 0 14.3 R Iv=20.31110011 -94 PLF 0 0.0 to -94 0 7.2 L fv=22.91110011 IMt1FRS ASCE earl - +110C 24.001fDF 1.33111114 11 -15 PLF A 0.8 to -15 A 7.2 Iv=19.91 110011' 11 PLF @ -1.5 to 11 @ 0.0 Iv=26.011 011 7151 PLF @ -1.5 to -151 0 0.0 L fv=20.3111001J 11 PLF 0 0.0 to 11 0 14.3 1v=26.011 011 -15 PLF @ 7.2 to -15 @ 14.3 Iv =19.9)110011 10 PLF 0 0.0 to 10 0 14.3 1v=14.311 011 -94 PLF 0 7.2 to -94 0 14.3 R fv= 20.31110011 -94 PLF @ 0.0 to -94 @ 7.2 L N=22.911100%1 ICCC ASCE Wind Lt - +110C 24 1.3311811 11 -69 PLF 0 10.1 to -69 0 14.3 R 1v=20.31)100%) 11 PLF 0 -1.5 to 11 @ 0.0 (v=26.011 011 -69 PLF 0 1.5 to -69 @ 7.2 L fv=22.9111001) 11 PLF A 0.0 to 11 0 1.5 Iv=26.011 011 - 15 PLF 0 0.0 to -15 @ 7.2 Iv=19.91I10011 11 PLF A 1.5 to 11 0 7:2 )v=26.011 011 -129 PLF 0 0.0 to -129 @ 1.5 L fv= 20.81110011 ' 11 PLF 0 7.2 to 11 0 10.2 fv=26.011 011 -15 PLF A 7.2 to -15 0 14.3 1v=19.91110011 11 PLF 0 to 11@ 14.3 [y=26.01[ 01) -187 PLF A -1.5 to -187 A 0.0 L [v= 20.31110011 -129 PLF @ 7.2 to -129 0 10.1 R fv =21.8111009] 10.PLF 0 0.0 to 10 A 14.3 fv=14.311 011 1C&C ASCE Wind Rt - +1100 24.00118F 1.3311811 11 -69 PLF @ -1.5 to -69 @ 4.2 L fv =21.8111009] 11 PLF 0 -1.5 to 11 @ 4.2 fv=26.011 091 -15 PLF 0 0.0 to -15 A 7.2 1v=19.91110081 11 PLF 0 4.2 to 11 @ 7.2 fv=26.011 091 -69 PLF @ 7.2 to -69 @ 11.3 R (v =21.411100%) 11 PLF 0 7.2 to 11 0 11.3 Iv=26.011 011 -15 PLF 0 7.2 to -15 @ 14.3 Iv=19.911100%1 11 PLF 0 11.3 to 11 A 14:3 fv=26.011 011 -129 PLF @ 11.3 to -129 @ 14.3 R fv =20.31110011 -129 PLF 0 4.2 to -129 A 7.2 L Iv= 22.91110011 10 PLF 0 0.0 to 10 @ 14.3 f v=14.311 011 TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 :Lt Level Return 2x4 SP #3: DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 1n (0 1.5X4(R) 3X4 (81) ss Rv U'994# W.41" 5'5' 5'5' PLT. TYP.- WAVE_TPI95 TPI(STD) 7'11 "12 7'11 "12 15'5" 1 T0 S 6 .. 8 5'1 "8 m 3X4 W4 12 3X4 4.5 p `X4 •. W1 — iA 3X4 15'5" 15'5" 15'5" 146 MPH WINO, 11.10 FT MEAN HGT ASCE 7 -98, CLOSED BLDG LOCATED ANYWHERE IN ROOF, CAT II, EXP C, WINO TCOL-5.0 PSF, WIND BCOL -5.0 PSF. COMPONENTS FIND CLADDING WIND PRESSURES CONSIOEREO FOR UPLIFT CALLOUTS. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. 15'5" 7'5 "4 15'5" 4'10 "8 1.5X4 1X411 Rv -824# U -948# OTY= 2 TOTAL= 2 ',r 'REV. 19.610 SCAL =0.3750 "WARNING.* TRUSSES REOUIRE EXTREME CARE IN FABRICA ING HANOLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AI ND BRACING), PUBLISHED BY TPI (TRUSS T C LL L 30.0 PSF REF PLATE INSTITUTE, 583 O'ONOFRIO OR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRRCTICES - PRIOR TO PROPERLY ATTACHED AND CHORD S SHRLL A PROPERLYDATTACHEDRRE =ETC DL 15.0 PSF DATE 06-10-2003 CEILING. •.IMPORTRNT•. FURNISH R COPY OF THIS OESIGN TO THE INSTALLATION CONTRACTOR. / B C D L 1 O PSF DR W G ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING O P S F HRNOLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE Medley FL 33166 THIS DESIGN BC'L L PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHF BY THE AMERICAN FOREST AND (( { �O MARTINEZ TRUSS CO., INC. PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE 0 200A RSTM A653 GR40 GRLV. STEEL J U1�1 1 1 OT . LD . 55.0 PSF 0/A LEN. 150500 9280 N.W. South R1v.r 0o. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED On 1 . 3 3 POSITION CONNECTORS PER DRAWINGS 160 R-Z. THE SRL ON THIS DRAWING INDICATES FA C . (305T 883 - 6261 ACCEPTANCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR . DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING SPACING 24.0" TYPE come IS THE RESPONSIBILITY OF THE BUILDING, DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. Job: (03040903) FRADER ONE /5XX NE 96 STREET / M2 THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT IALPINE1fTPI C0DE111421103040903 /FRADER ONE /5XX NE 96 STREET! (TCLL 30.0]]TCDL 15.0)(BCDL 10.0J[BCLL 0.0][DF 1.331[0C 24.01181 1)[SOFFIT 2.0] Bearings = == 1X- LocllReactlfSizel - - -- 1 0.0011 9901f 169h110.671 115.1711 024110.251 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade 0- 2 42 -0 0.00 0.20 0.20 7 4 SP 12 N 3- 5 1115 -1513 0.13 0.31 0.43 6 4 SP 12 N 5- 6 815 -1124 0.09 0.31 0.40 6 4 SP 12 N 6- 9 824 -1043 0.01 0.44 0.45 1 4 SP 12 N 9 -10 61 -101 0.00 0.44 0.44 1 4 SP 02 N 4- 7 1332 -1585 0.25 0.23 0.41 1 4 SP 12 N 1- 8 106 -834 0:13 0.23 0.36 1 4 SP 12 N 8 -11 106 - 834 0.13 0.16 0.29 1 4 SP 02 N 0- 1 1 -0 0.00 0.02 0.02 1 4 5P 83 3 - 4 940 - 899 - - Plate Member = PLATE MEMBER 2 - 3 116 - 29 - = =Fictious Member = - = SP 12 N EndPts MaxTen MaxComo 5- 1 644 -459 1- 9 526 -496 9 -11 1088 -921 10 -11 236 -175 Node 0 2 3 4 5 6 7 9 10 11 X -Loc -1.27 -0.13 0.00 0.29 0.29 5.36 1.91 1.98 10.00 10.49 15.42 15.42 AXL GLC S Grade 0.19 9 4 SP 13 0.22 9 4 SP 13 0.64 1 4 SP 13 0.11 1 4 SP 13 Y -Loc Plate Method 1.06 1.504 N 1.65 8.34 8.33 8.29 3X4 10.35 1.504 N 11.31 3X4 N 8.15 304 N 8.15 304 N 12.21 304 N 14.12 1.5X4 N 8.15 3X4 N Lenath Brace 38.44 55.44 71.79 68.01 defiY(L1 0.06 L/513 0.00 L/999 0.04 L/999 0.06 L/999 0.04 L/999 0.06 L/999 0.03 L/999 0.00 L/999 0.00 L/999 Lenath 16.25 65.53 32.69 33.00 63.14 92.28 24.25 65.01 13.96 0.50 3.47 def1Y(T1 0.01 L/416 0.00 L/999 0.07 L/999 0.10 1/999 0.06 1/999 0.10 L/999 0.05 1/999 0.00 L/999 0.00 L/999 Pitch 4.50 4.11 4.50 4.50 4.50 -0.23 0.00 0.00 -2.25 -Vert - -0.23 dxL 0.02 0.00 0.01 0.01 0.01 0.01 0.00 0.01 0.01 ISTD.AOTO.LOAD1IOC 24.001100 1.33111111 11 4 PLF 0 -1.4 to 40 -0.1 Iv= 1.611 001 20 PLF P 0.0 to 20 P 15.4 1v= 2.511 001 60 PLF @ -1.5 to 60 0 15.4 Iv=17.31110011 Brace 30 PLF @ -1.5 to 30 0 15.4 1v =17.31] 061 Plvwd IMWFRS ASCE Pero /L + +110C 24.001 EDF 1.331 11114 1] Plvwd -14 PLF P 0.0 to -14 0 10.0 fv= 8.11110011 Plvwd 11 PLF @ -1.5 to 11 0 0.0 fv=17.31f 041 Plvwd 11 PLF 0 0.0 to 11 0 15.4 Iv=11.311 001 Diaph 1 PLF @ 0.0 to 1 @ 1.9 L 1v= 11.411100%) Diaph -14 PLF 0 10.0 to -14 @ 15.4 Iv= 8.11110011 Diaoh 10 PLF 0 0.0 to 10 0 15.4 Iv= 2.511 001 54 PLF @ -1.5 to 54 @ 0.0 L Iv= 8.41110091 I PLF P 1.9 to 1 0 15.4 L [v=14.21110011 dx? 0.02 0.00 0.01 0.02 0.02 0.02 0.00 0.01 0.02 IMWFRS ASCE Perri/L -1110C 24.00110F 1.33111114 11 -14 PLF 0 0.0 to -14 0 10.0 Iv= 8.11110001 11 PLF 0 -1.5 to 11 0 0.0 1v=17.31 1 041 11 PLF P 0.0 to 11 0.15.4 1v=17.311 011 -35 PLF 0 0.0 to -35 0 1.9 L Iv=11.4111001) -14 PLF 0 10.0 to -14 @ 15.4 (v= 8.111100%1. 10 PLF 0 0.0 to 10 0 15.4 (v= 2.511 011 -88 PLF 0 -1.5 to -88 0 0.0 L Iv= 8.41110091 -35 PLF 0 7.9 to -35 0 15.4 L [v= 14.21110011 IMWFRS ASCE Pero /R+ +!IOC 24.001100 1.3311814 11 -14 P10 0 0.0 to -14 0 10.0 Iv= 8.11110001 11 PLF 0 -1.5 to 11 0 0.0 fv= 17.311 061 11 PLF 0 0.0 to 11 0 15.4 fv=11.311 011 -40 PLF 0 0.0 to -40 0 7.9 L [v= 11.411100%1 -14 PLF @ 10.0 to -14 0 15.4 iv= 8.11110091 10 PLF 0 0.0 to 10 P 15.4 fv= 2.511 011 -40 PLF @ -1.5 to -40 0 0.0 L Iv= 8.41110091 _ -40 PLF 0 7.9 to _ 0 15.4 L 1v=14 21110011 11411FRS ASCE Pero/84110C 24.001110 1.33118M 1] -14 PLF P 0.0 to -14 P 10.0 Iv= 8.11110011 11 PLF @ -1.5 to 11 0 0.0 fv=17.311 081 11 PLF 0 0.0 to 11 0 15.4 1v=17.311 011 -40 PLF @ 0.0 to -40 0 7.9 L fv=11.4111001) -14 PLF 0 10.0 to -14 0 15.4 Iv= 8.111100%1 10 PLF P 0.0 to 10 P 15.4 fv= 2.511 011 -40 PLF 0 -1.5 to -40 @ 0.0 L Iv= 8.41110011 -40 PLF 0 7.9 to -40 0 15.4 L Iv=14.21110011 MFRS ASCE Parl++1 -14 PLF 0 0.0 to 11 PLF @ -1.5 to 11 PLF 0 0.0 to -12 PLF 0 0.0 to -14 PLF 0 10.0 to 10 PLF 0 0.0 to -18 PLF 0 -1.5 to -12 PLF 0 7.9 to IMWFRS ASCE Pac1 - +1 IOC 24.001 EDF 1.33111114 11 -14 PLF P 0.0 to -14 P 10.0 Iv= 8.11110011- 11 PLF 0 -1.5 to 11 0 0.0 1x=17.311 081 11 PLF 0 0.0 to 11 0 15.4 (v=11.311 081 -12 PLF 0 0.0 to -72 0 1.9 L 1v=11.411100% -14 PLF 0 10.0 to -14 0 15.4 ]v= 8.11110081 10 PLF 0 0.0 to 10 P 15.4 1v= 2.511 011 -126 PLF 0 -1.5 to -126 0 0.0 L fv= 8.411100% -72 PLF 0 1.9 to -72 0 15.4 L fv=14.2111001 IC6C ASCE Wind Lt- +110C -116 PLF 0 7.9 to -116 11 PLF 0 -1.5 to 11 -14 PLF 0 0.0 to -14 11 PLF 0 0.0 to 11 -206 PLF @ -1.5 to -206 -14 PLF P 10.0 to -14 11 PLF @ 1.5 to 11 -116 PLF @ 0.0 to -116 -116 PLF 0 1.5 to -116 10 PLF @ 0.0 to 10 IOC 24.00110F 1.33118M 11 -14 P 10.0 Iv= 8.11110001 11 0 0.0 fv=17.3)1 081 11 0 15.4 fv=17.311 081 -72 P 7.9 L 1x=11.411100%1 -14 0 15.4 Iv= 8.111100%1 10 0 15.4 fv= 2.511 011 -18 8 0.0 L Iv= 8.411100%1 -72 0 15.4 L N=14.211100%1 24,00111)F 1.33118M 11 0 15.4 L fv =14.211100%1 0 0.0 1x=17.31! 081 8 1 0 . 0 1 9= 8.11110081 0 1.5 (v=11.311 011 0 0.0L Iv= 8.4111001] 0 15.4 1v= 8.11110081 0 15.4 fw17.311 011 0 1.5 L Iv= 9.011100%1 0 1.9 L 1x=11.4111001] 0 15.4 (y= 2.5]) 08) 1 !CAC ASCE Wind Rt - +1IOC 24.001100 1.3311NM 11 -14 PLF 0 0.0 to -14 P 10.0 fv= 8.11110011 -116 PLF @ 7.9 to -116 0 12.4 L (v=13.111100%1 11 PLF 0 -1.5 to 11 0 12.4 fv=17.311 011 -14 PLF 0 10.0 to -14 0 15.4 Iv= 8.11110011 11 PLF @ 12.4 to . 11 0 15.4 Iv= 17.311 091 -116 PLF P -1.5 to -116 0 7.9 L fv= 11.41110011 -116 PLF 0 12.4 to -116 @ 15.4 L Iv= =14.21110011 10 PLF 0 0.0 to 10015.4 (v= 2.511 0%1 Job:(03040903) FRADER ONE /5XX NE 96 STREET / T3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORO 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP 43 :L't Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: c' 3X4(81) MARTINEZ TRUSS CO., INC. 9280 N.W. South River 0r. Medley, FL 33166 (3057 883.6261 4'3 .. 4 4'3 "4 Rv -9 90I4 6" U12114 W•8" 12 4.5 p 1.5X4 7'11" 7'11" 7'11" 7'11" 7'11" 3'7"12 4X4 5X6 15'10" 15'10" 15'10" 11'6"12 3'7 "12 DESC. = T3 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 1 TOTAL= 1 146 MPH WIND, 21.53 FT MEAN HGT ASCE 7 -98, CLOSED BLDG LOCATEO ANYWHERE IN ROOF, CAT II, EXP C, WIND TCDL -5.0 PSF, WINO BCOL - 5.0 PSF. COMPONENTS RNO CLADDING WINO PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 15'10" 7'11" 1.5X4 15'10" 7'11" "WARNING... TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HI8-91 (HRNDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS ' PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200, MADISON, WI. 53�L9) FOR SAFETY PRRCTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R CEILING. ••IMPORTANT•• FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE RMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0 THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATE: ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE. SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGNFR. PER ANSI /TPI 1-1995 SECTION 2. 15'10" 4'3 "4 Rv •990# U 121!# 1 A -81 36 1 1003 m 1.5X4(R) in 3X4(61) • SEO = 193353 REV. 19.Glo SCALE =0.3750 TC LL 30.0 PSF REF TC OL 15.0 PSF DATE 06-10-2003 BC OL 10.0 PSF DRWG BC • LL 0.0 PSF TOT.LD. 55.0 PSF 0/A LEN. 151000 'OUR.FAC. 1.33 SPACING 24.0 ". TYPE comp [ALPINE]fTPI C0DE11T31103040903 /FRADER ONE /524 NE 96 STREET] [TCLL 30.0] [TCDL 15.0) [BCDL 10.0][BCLL 0.0] [DF 1.33]lOC 24.0)[014 1] [SOFFIT 2.0] Bearings = == fX- LoclIReactlfSizel 0.0011 99011 481 115.1111 990110.671 EndPts MaxTen MaxComo 0- 2 42 -0 3- 5 1658 -1566 5- 7 1234 -1144 7- 8 1232 -1144 8- 9 1655 -1566 11 -13 42 -0 4- 6 1391 -1328 6 -10 1391 -1310 0- 1 1 -0 12 -13 1 -0 3- 4 1158 -893 2- 3 124 -5 9 -10 1159 -893 9 -11 124 -5 EndPts MaxTen MaxComo AXL GLC S Grade 5- 6 640 -424 0.19 9 4 SP 13 6- 7 478 -514 0.14 1 4 SP 13 6- 8 640 -424 0.19 8 4 SP 13 Node X -Loc Y -Loc Plate 0 -1.21 19.69 1.5X4 1 -0.13 19.48 2 0.00 20.17 3 0.29 20.16 4 0.29 20.12 3X4 5 4.22 21.75 1.5X4 6 7.92 19.97 506 7 7.92 23.14 4X4 8 11.61 21.75 1.504 9 15.54 20.16 10 15.54 20.12 3X4 11 15.03 20.17 12 15.96 19.48 13 11.10 19.69 1.5X4 AXL BND CSI GLC S Grade 0.00 0.25 0.25 7 4 SP 12 N 0.22 0.36 0.58 7 4 SP 12 N 0.18 0.25 0.42 6 4 SP 12 N 0.18 0.25 0.42 6 4 SP 12 N 0.22 0.36 0.58 7 4 SP 12 H 0.00 0.25 0.25 7 4 SP 12 N 0.26 0.19 0.44 1 4 SP 12 N 0.26 0.19 0.44 1 4 SP 82 N 0.00 0.02 0.02 1 4 SP 13 n.nn 0.02 0.02 1 4 SP 13 -_ -= Plate Member = -_- PLATE MEMBER - =- =Fictious Member - - =- SP 12 N - = Plate Member = -_- PLATE F68486R - -= Fictious Member = - - 5P 12 N Length Brace 45.67 34.32 45.67 Method deflY(L) N 0.04 L /820 0.00 L/999 N 0.04 L/999 N 0.05 L/999 N 0.05 L/999 N 0.04 L/999 0.00 L/999 N 0.04 L/820 Length 16.25 50.85 47.40 47:40 50.85 16.25 91.55 91.55 13.96 13.96 0.50 3.41 0.50 3.41 Pitch 4.50 4.85 4.50 -4.50 -4.85 -4.50 -0.23 0.23 -2.25 2.25 -Vert - -0.23 -Vert - 0.23 deflY(TI dxL dxT 0.04 L/686 0.01 0.01 - -- - ---- - --- -- -- 0.00 L/999 0.00 0.00 0.08 L/999 0.01 0.02 0.09 L/999 0.01 0.02 0.08 L/999 0.01 0.02 0.08 L/999 0.01 0.01 0.00 L/999 0.02 0.03 0.04 L/684 0.02 0.03 ISTD.AUTO.LOAD1f0C 24.00I1D18 1.3311014 11 4 PLF @ -1.4 to 4 @ -0.1 1v=19.411 081 4 PLF R 16.0 to 4 P 11.2 Iv= 19.411 081 20 PLF @ 0.0 to 20 @ 15.8 fv= 14.311 011 Brace 90 PLF @ -1.5 to 90 @ 17.3 fv= 26.311 6111 Pl vwd -- -- - - -- - - - - - = - - - - -- = _- Plvwd IIIWFRS ASCE Pero /L + +I(OC 24.00110E 1.3311014 11 P1vwd 9 PLF 0 -1.5 to 9 R 0.0 L fv= 20.3111001] Plvwd 11 PLF @ -1.5 to 11 @ 0.0 1v=26.311 011 Plvwd -15 PLF P 0.0 to -15 P 7.9 Iv=19.911100%1 Plvwd -43 PLF @ 7.9 to -43 @ 15.8 R Iv= 20.311100%] Diaph 11 PLF @ 0.0 to 11 @ 15.8 Iv- 26.311 011 Diaoh 11 PLF P 15.8 to 11 R 11.3 fv= 26.311 011 -49 PLF @ 0.0 t0 -49 @ 7.9 6 fv=23.2111001] 10 PLF 0 0.0 to 10 P 15.8 fv=14.311 011 -43 PLF @ 15.8 to -43 @ 17.3 R 'v=19.11110011 -15 PLF @ 7.9 to -15 @ 15.8 (v=19.91110011 f14WFRS ASCE Pero /L - +I10C 24.00110E 1.3311014 11 -107 PLF R -1.5 to -107 P 0.0 L Iv=20.3111001] 11 PLF @ -1.5 to 11 1 0.0 1v=26.311 011 -15 PLF @ 0.0 to -15 @ 7.9 N=19.911100%1 -43 PLF 0 7.9 to -43 R 15.8 R fv=20.311100%J 11 PLF @ 0.0 to 11 1 15.8 fv=26.311 011 11 PLF P 15.8 to 11 0 17.3 fv= 26.311 011 -49 PLF @ 0.0 to -49 @ 7.9 L fv=23.21110011 10 PLF@ 0.0 to 10 15.8 fv=14.311 01) -43 PLF R 15.8 to -43 R 17.3 R lv=19.7111001) -15 PLF @ 7.9 to -15 @ 15.8 (v=19.911100%1 MFRS ASCE Pero /R + +110C 24.00118F 1.3311014 11 -43 PLF @ -1.5 to -43 @ 0.0 L Iv=20.311100%1 11 PLF P -1.5 to 11 P 0.0 Iv=26.311 011 -15 PLF @ 0.0 to -15 @ 7.9 [v=19.91110011 -49 PLF 0 7.9 to -49 P 15.8 R (x=20.3111001] 11 PLF @ 0.0 to 11 @ 15.8 Iv=26.311 011 11 18618 @ 15:8 to 11@ 17.31x=26.311 011 -43 PLF P 0.0 to -43 A 7.9 L (v=23.2111001J 10 PLF@ 0.0 to 10 @ 15.8 fv= 14.311 011 9 PLF R 15.8 to 9 P 17.3 R 1x=19.71110011 -15 PLF @ 7.9 to -15 @ 15.8 fv=19.91I10011 IMWFRS ASCE Pero /R - +110C 24.00110F 1.3311104 11 -43 PLF @ -1.5 to -43 @ 0.0 L Iv= 20.31110011 11 PLF @ -1.5 to 11 @ 0.0 )v= 26.311 011 -15 PLF P 0.0 to -15 0 7.9 1x=19.91110011 -49 PLF @ 7.9 to -49 @ 15.8 R f x=20.31 f 1001]. 11 PLF R 0.0 to 11 R 15.8 Iv=26.311 011 11 PLF @15.8 to 11 @11.3 fv= 26.311 0%1 -43 PLF @ 0.0 to -43 @ 7.9 L 1x=23.21110011 10 PLF 0 0.0 to 10 P 15.8 fv=14.311 011 -107 PLF @ 15.8 to -107 @ 17.3 R Iv=19.711100%) -15 PLF P 7.9 to -15 P 15.8 1x=19.91110011 [MFRS ASCE Parl++110C 24. -36 PLF 0 -1.5 to -36 0 11 PLF @ -1.5 to 11 @ -15 PLF 0 0.0 to -15 0 -94 PLF @ 7.9 to -94 @ 11 PLF @ 0.0 to 11@ 11 PLF 0 15.8 to 11 0 -94 PLF @ 0.0 to -94 @ 10 PLF R 0.0 to 10 0 -36 PLF @ 15.8 to -36 @ -15 PLF @ 7.9 to -15 9 IMWFRS ASCE Parl - +110C 24.411DF 1.3311014 11 -152 PLF 0 -1.5 to -152 0 0.0 L (v= 20.3111001) 11 PLF @ -1.5to 11@ 0.0 fv=26.311 011 -15 PLF @ 0.0 to -15 @ 7.9 fv=19.911100%1 -94 PLF 0 7.9 to =94 0 15.8 R 1x=20.3111001) 11 PLF @ 0.0 to 11 @ 15.8 fv=26.311 08) 11 PLF R 15.8 to 11 0 17.3 fv=26.311 011 -94 PLF @ 0.0 to -94 @ 7.9 L fv= 23.211100%1 10 PLF @ 0.0 to 10 9 15.8 1v=14.31I 011 -152 PLF R 15.8 to -152 0 17.3 R fv =19.711100%1 -15 PLF @ 7.9 to -15 1 15.8 [y=19.91[1001] 0011DF 1.3311014 11 0.0 L 1x=20.31110011 0.0 1v=26.311 081 7.9 1x=19.91110011- 15.8 R 1x=20.3111001] 15.8 1v=26.311 011 17.3 1v=26.311 011 7.9 L Iv= 23.2111004) 15.8 Iv=14.311 011 17.3 R (v= 19.1111001] 15.8 (v=19.9111001) • (CSC -124. 11 -124 11 -15 11 -124 11 -220 11 -124 10 -15 fCIC -220 11 -124 11 -15 11 -124 11 -124 11 -124 10 -15 ASCE Wind Lt- +110C PLF 0 10.9 to -124 PLF @ -1.5 to 11 PLF 0 1.5 to -124 PLF @ 0.0 to 11 PLF @ 0.0 to -15 PLF 0 1.5 to 11 PLF @ 0.0 to -124 PLF @ 7.9 to 11 PLF 0 -1.5 to -220 PLF @ 10.9 to 11 PLF R 7.9 to -124 PLF @ 0.0 to 10 PLF 0 7.9 to -15 ASCE Wind Rt - +l IOC PLF 0 15.8 to -220 PLF @ -1.5 to 11 PLF 0 7.9 to -124 PLF @ 4.9 to 11 PLF @ 0.0 to -15 PLF 0 7.9 to 11 PLF @ 4.9 to -124 PLF R 14.3 to 11 PLF @ -1.5 to -124 PLF @15.8 to 11 PLF 0 14.3 to -124 PLF@ 0.0 to 10 PLF P 7.9 to -15 • 24.0011DF 1.33110M 11 0 17.3 R fv= 19.7111008) @ 0.0 fv=26.311 011 R 7.9 L fv= 23.2111008) @ 1.5 fv= 26.311 011 1.9 Iv=19.911100%1 0 7.9 fv= 26.311 011 @ 1.5 L (v=20.8111001] @ 10.9 Iv= 26.311 081 P 0.0 L fv= 20.31110011 @ 17.3 fv= 26.311 011 0 10.9 R Iv= 22.1111008] @ 15.8 fv= 14.311 081 P 15.8 1v= 19.91110001 24.00)1818 1.3311814 11 0 17.3 R fv=19.7I110081 @ 4.9 fv= 26.311 081 R 14.3 R fv=20.e111008] @ 7.9 fv= 26.311 011 7.9 fv= 19.9111008) R 14.3 (v=26.311 0%1 @ 7.9 L fv= 23.21110081 R 15.8 fv=26.311 001 @ 4.9 L fv= 22.11110011 @ 17.3 (v= 26.311 011 R 15.8 R fv=20.31110011 @ 15.8 1v=14.311 011 0 15.8 fv=19.911100%I Job:(03040903) FRADER ONE /5XX NE 96 STREET / T3A TOP CHORD 2x4 SP #2 N 80T CHORD 2x4 SP #2 N WEBS 2x4 SP 83 :Lt Level Return 2x4 SP #3: Rvd999 # 6.. U W -8" 4'4 "4 4 '4 "4 7'11" 7'11" 7'11" 7'11" 7'11" 36"12 4X4 5X6 15'10" 15'10" 15'10" 11'5 "12 3'6 "12 4.5 p 12 1.5X4 / 1.5X4 tn m1.5X4(Rl 3X4(81) s�s THIS OWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 MPH WIND, 21.53 FT MEAN HGT RSCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP C, WINO TCDL -5.0 PSF, WIND BCOL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE ANO L/240 TOTAL LORD. 15' 10" 7'11" 15'10" 7'11" 15'10" 4'4 "4 a 3X4 (81) - R,v -861# U -7118 DESC. = T3A SEO = 193339 PLT. TYP.- WAVE_TPI95 TPI(STO) OTY= 3 TOTAL= 3 •REV. 19.610 SCALE =0.3750 "WARNING.* TRUSSES REOU[RE EXTREME CRRE IN FABRICRTING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO H(8 -91 ( HANDLING INSTALLING 11N0 BRACING), PUBLISHED BY TPI (TRUSS TC L L 30.0 PSF REF PLATE INSTITUTE, 583 D'ONOFRIO OR. , SUITE 200, MADISON, WI. 53719) FOR SRFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHRLL HAV TC DL . 1 S . O PSF DATE 06-10-2003 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE P PROPERLY ATTACHE ! CEILING. "IMPORTANT.* FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. OC DL 1 O O P DRWG .. .,...eficVit...,, nediey, ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING 0 . 0 P HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE' ) )( a BC LL PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO • JIiN 1• �+ `4 -`� TOT.LD. 55.0 PSF 0/A LEN. 151000 MRRTINEZ TRUSS CO., INC. PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR90 GRLV. STEEL 9280 N.W. South River Or. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS FIND UNLESS OTHERWISE LOCATED 0t FL 33166 THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE S�RL ON THIS DRAWING INDICATES 1 3 3 (3057 883 - 6261 OESIGN A SHOWN. P THE E SUITABILITY I ANO R USE OF N ANY PARTICULARCBUILDING OUR.FAC. . NENT OF IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1595 SECTION 2. SPACING 24 0" TYPE c o m n IALPINEIITPI CODEI(T3A1(03040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.0][TCDL 15.0][BCDL 10.011BCLL 0.0][DF 1.33][0C 24.01)11M 11[SOFFIT 2.01 Bearinas = == IX- LoclfReactlISizel - f 0.0011 99911 75h110.671 115.5811 861110.251 EndPts MaxTen HaxComo 0- 2 42 -0 3- 5 1301 -1585 5- 6 985 -1169 6- 8 985 -1171 A- 9 1315 -1620 4- 7 1407 -1131 7 -10 1450 -1147 0- 1 1 -0 3- 4 856 -903 2- 3 107 -5 9 -10 650 -768 9 -11 6 -1 EndPts MaxTen MaxComo AXL GLC S Grade 5- 7 492 -418 0.15 6 4 SP 43 6- 7 512 -452 0.15 1 4 SP 43 7- 8 513 -465 0.15 7 4 SP 43 Node X -Loc Y -Loc Plate Method 0 -1.21 19.69 1.584 N 1 -0.13 19.48 2 0.00 20.17 3 0.29 20.16 4 0.29 20.12 3X4 5 4.30 21.78 1.584 N 6 1.92 23.14 484 N 7 1.92 19.97 5X6 N 8 11.53 21.18 1.504 N 9 15.58 20.15 10 15.58 20.11 384 11 15.83 20.17 AXL AND CSI GLC S Grade Length Pitch 0.00 0.25 0.25 1 4 SP 12 N 16.25 4.50 0.23 0.36 0.59 1 4 SP 12 N 51.92 4.84 0.18 0.25 0.43 6 4 SP 12 N 46.33 4.50 0.18 0.26 0.44 6 4 SP 12 N 46.33 -4.50 0.24 0.26 0.51 6 4 SP 42 N 52.39 -4.82 0.26 0.20 0.46 1 4 SP 42 N 91.55 -0.23 0.27 0.20 0.41 1 4 SP 42 N 92.01 0.22 0.00 0.02 0.02 1 4 SP 13 13.96 -2.25 -_-= Plate Member =- =- PLATE t4F14BER 0.50 -Vert - -=-=Fictions Member= - =- SP 12 N 3.47. -0.23 -_-= Plate Member = -_- PLATE MEMBER 0.50 -Vert - -=-=Fictious Hember=-=- SP 42 N 3.00 0.61 Length Brace 44.91 34.32 44.91 deflY(L1 0.04 L1761 0.00 L/999 0.05 L/999 0.05 L/999 0.05 L/999 0.05 L/999 0.00 L/999 def1Y(T1 0.05 1/643 0.00 L/999 0.0A L/999 0.09 L/999 0.09 L/999 0.0A L/999 0.00 L/999 dxL 0.01 0.00 0.01 0.01 0.01 0.01 0.02 1STD.AUTO.LOAD11OC 24.001fDF 1.33110)4 11 4 PLF @ -1.4 to 4 @ -0.1 Iv=19.411 011 20 PLF P 0.0 to 20 P 15.0 1v=14.311 081 60 PLF @ -1.5 to 60 @ 15.8 Iv=26.31110011 Brace 30 PLF @ -1.5 to 30 @ 15.8 fv=26.3I1 081 Plvwd 114WFRS ASCE Pero /L - +110C 24.00110F 1.33)11IM 11 Plvwd -107 PLF P -1.5 to -107 0 0.0 L (v= 20.311100%) Plvwd 11 PLF @ -1.5 to 11 @ 0.0 fv=26.311 011 Plvwd -43 PLF A 1.9 to -43 P 15.8 R Iv=20.3111009) Diaoh 11 PLF @ 0.0 to 11 @ 15.8 fv=26.311 011 Diaoh -49 PLF @ 0.0 to -49 @ 1.9 L Iv=23.2111008) 10 PLF P 0.0 to 10 P 15.8 Iv=14.311 081 -15 PLF @ 0.0 to -15 @ 1.9 fv=19.911100%1 -15 PLF P 7.9 to -15 P 15.8 'v=19.91110081 1MWFRS ASCE Pero /R+ +1100 24.00)IDF 1.33110M 11 -43 PLF 0 -1.5 to -43 P 0.0 L 1x=20.31110011 11 PLF 9 -1.5 to 11 9 0.0 fv=26.311 081 -49 PLF P 1.9 to -49 P 15.A R 1x=20.3111008] 11 PLF @ 0.0 to 11 9 15.8 fv=26.311 081 -43 PLF @ 0.0 to -43 9 1.9 L (v=23.211100%1 10 PLF 0 0.0 to 10 P 15.8 1v=14.311 011 dxT -15 PLF @ 0.0 to -15 @ 1.9 [v=19.91110011 0.01 -15 PLF 0 7.9 to -15 P 15.0 1x=19.91110081 - - -- 1MWFR5 ASCE Pero /R - +I I0C 24.001IDF 1.331111M 11 -43 PLF P -1.5 to -43 P 0.0 L Iv=20.3111009) 0.00 11 PLF @ -1.5 to 11 @ 0.0 fv=26.311 081' 0.02 -49 PLF 0 1.9 to -49 P 15.8 R 1v=20.3111001) 0.02 11 PLF @ 0.0 to 11 @ 15.8 fv=26.31I 011' 0.02 -43 PLF 9 0.0 to -43 @ 7.9 L N=23.211100%1 0.01 10 PLF A 0.0 to 10 P 15.8 fv=14.311 081 -15 PLF @ 0.0 to -15 9 7.9 Iv=19.911100%1 0.03 -15 PLF 0 7.9 to -15 P 15.8 fv=19.91110081 II4WFRS ASCE Parl++1 -36 PI.F P -1.5 to 11 PLF @ -1.5 to -94 PLF 0 7.9 to ' 11 PLF 9 0.0 to -94 PLF @' 0.0 to 10 PLF 0 0.0 to -15 PLF 9 0.0 to -15 PLF 9 7.9 to MFRS ASCE Parl - +I -152 PLF P -1.5 to 11 PLF 9 -1.5 to -94 PLF 9 7.9 to 11 PLF P 0.0 to -94 PLF 9 0.0 to 10 PLF P 0.0 to -15 PLF @ 0.0 to -15 PLF 9 7.9 to IOC 24.001IDF 1.3311611 11 -36 P 0.0 L (v= 20.311100%1 11 0 0.0 1x=26.311 011 -94 P 15.8 R 1v= 20.3111008) 11 4 15.8 fv=26.3)I 0%1 -94 @ 7.9 L Iv=23.21I1006J 10 P 15.8 fv=14.311 081 -15. @ 7.9 fv= 19.91110081 -15 9 15.8 Iv=19.911100%1 IOC 24.00)IDF 1.33110M 11 -152 P 0.0 L 1v=20.311100%1 11 9 0.0 f v= 26.311 081 -94 9 15.8 R Iv= 20.31110081 11 A 15.8 fv= 26.311 061 -94 9 7.9 L Iv=23.21110061 10 P 15.R Iv=14.311 011 -15 @ 7.9 N=19.91110081 -15 9 15.8 I v=19.91110081 IC6C ASCE Wind Lt - +110C 24.001IDF 1.33110H 1) -69 PLF P 1.5 to -69 0 7.9 L Iv=23.21 61" 11 PLF @ -1.5 to 11 @ 0.0 1v= 26.311 011 -15 PLF @ 0.0 to -15 @ 7.9 (v=19.91110081 11 PLF P 0.0 to 11 P 1.5 Iv= 26.311 081 -124 PLF @ 0.0 to -124 9 1.5 L Iv=20.8111004] 11 PLF P 1.5 to 11 P 7.9 (v=26.311 011 -187 PLF @ -1.5 to -187 @ 0.0 L [v=20.311100%1 11 PLF 9 7.9 to 11 @ 10.9 fv=26.311 061 -124 PLF P 1.9 to -124 P 10.9 R Iv=22.11I100%1 11 PLF @ 10.9 to 11 9 11.8 fv=26.311 061 -69 PLF P 10.9 to -69 P 15.8 R fv=20.31110061 10 PLF @ 0.0 to 10915.8 fv=14.311 061 -15 PLF @ 1.9 to -15 @ 15.8 (v=19.911100%1 IC6C ASCE Wind Rt - +I IOC 24.001IDF 1.3311N14 1) -15 PLF P 0.0 to -15 P 7.9 1x=19.91110081 11 PLF 9 -1.5 to 11 9 4.9 Iv 26.311 061 -69 PLF @ 7.9 to -69 9 12.8 R 'v=21.411100%1 11 PLF P 4.9 to 11 P 7.9 Iv=26.311 081 -124 PLF @ 12.8 to -124 9 15.8 R [y=20.31[100%1 • 11 PLF P 7.9 to 11 P 12.0 fv= 26.311 081 -124 PLF @ 4.9 to -124 @ 7.9 L Iv= 23.21110081 11 PLF P 12.A to 11 P 15.8 fv= 26.311 081 -69 PLF @ -1.5 to -69 @ 4.9 L (v= 22.11110011 . 10 PLF P 0.0 to 10 0 15.0 Iv= 14.311 081 -15 PLF @ 1.9 to -15 @ 15.8 1v= 19.91110081 Job:1O'3040303) FRRDER ONE /5XX NE 96 STREET TOP CI-f0R0 2x4"SP #2 N BOT CHORD 2x6 SP #2 WEBS 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level SPECIAL LORDS (LUMBER OUR.FRC. - 1.33 / TC - From 90 PLF ot -1.50 TC - From 195 PLF ot 7.00 TC - From 90 PLF ot 13.00 BC - From 20 PLF ot 0.00 BC - From 43 PLF of 7.00 BC - From 20 PLF ot 13.00 PLB- From 4 PLF ot -1.37 PLB- From 4 PLF ot 20.13 BC - 660 LB Como. Loot! of T Rv -2263# 3X8 (A1) (n 1 .5X4 (R) J_s155 DESC. = HG74 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 (3051 883 -6261 3'6" 3'6" 12 4.5 p 1.5X4 U - 11044 W - 7' 7' 7' 7' Return 2x4 SP PLATE OUR.FAC. - 1.33) to 90 PLF of 7.00 to 195 PLF ot 13.00 to 90 PLF ot 21.50 to 20 PLF of 7.00 to 43 PLF ot 13.00 to 20 PLF of 20.00 to 4 PLF ot -0.13 to 4 PLF ot 21.37 7.00, 13.00 7' 3'6' 5X5 6608 / HG74 #3: 10' 3' 13' 6' 3X4 5X5 20' 13' 6' 13' 3' 660 16'6" 3'6" ** *LOADING ON THIS TRUSS CALCULATED BY JOB-OESIGNER, AND MODIFIED BY TRUSS FABRICATOR * ** 146 MPH WIND, 11.53 FT MEAN HGT ASCE 7 -98, OPEN BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EOGE, CAT II, EXP 1, WIND TCOL -5.0 PSF, WIND BCDL -5.0 PSF. COMPONENTS AND CLADOING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 20' 7' 20' 7' TPI(STD) OTY= 2 TOTAL= 2 20' 3'6" ®j 1 .5X4 V 3X7 4X5 3X7 emst T m 1.5X4 (R);. 3X8(A1) 'el T 7' 7' 20' I �� Rv - 2263# U - 1104# W-8" "WARNING.. TRUSSES REOUIRE EXTREME CARE IN FRBRICR)IING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HI8 -91 (HRNOLING INSTALLING RND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200 MADISON, WI. 537191 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS RND BOTTOM CHORD SHALL HAVE B PROPERLY ATTRCHEO RIGS, CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTIiLLRT1ON CONTRRCTOR. ( 1 RLPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY bb0EVIRTION FROM THIS OESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING, SHIPPING, INSTRLLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONRL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GRgO GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED 01 THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PEI, RNSI /TPI 1 -1995 SECTION 2. THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT JUR 121003 SE0 = 193586 REV. 19.610 SCALE =0.2500 TC LL 30.0 PSF REF TC OL 15.0 PSF DATE 06-11 -2003 BC OL 10.0 PSF ORWG BC LL 0.0 PSF T0T . LO . 55.0 PSF 0/A LEN 20 OUR.FAC. 1 33 SPACING 24.0" TYPE hips IALPINEIITPI CODEIIHG741103040903 /FRADER ONE /5XX NE 96 STREET) [ICLL 30.0)[TCDL 15,0][BCDL 10.0)(BCLL 0.0J[DF 1.331[0C 24.0][NM 1)[SOFFIT 2.0] Bearings = == 1X- LocIIReactllSizel f 0.0011 226311 - 155h110.671 119.3311 2263110.671 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade 0 - 2 42 -20 0.00 0.19 0.19 8 4 SP 12 N 3- 5 2350 -4820 0.43 0.20 0.64 2 4 50 12 N 5- 6 2205 -4522 0.21 0.38 0.59 1 4 SP 12 N 6- 8 2068 -4242 0.38 0.19 0.57 2 4 SP 42 N 8 -11 2068 -4242 0.38 0.19 0.51 2 4 SP 42 N 11 -12 2205 -4522 0.21 0.38 0.59 1 4 SP 42 N 12 -13 2350 -4820 0.43 0.20 0.64 2 4 SP 42 N 15 -17 42 -20 0.00 0.19 0.19 8 4 SP 42 N 4- 1 4426 -2158 0.56 0.15 0.70 1 6 SP 42 7- 9 4599 - 2242 0.58 0.19 0.71 1 6 SP 12 9 -10 4599 -2242 0.58 0.19 0.71 1 6 SP 12 10 -14 4426 -2158 0.56 0.15 0.70 1 6 SP 42 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 43 16 -17 1 -0 0.00 0.02 0.02 1 4 SP 83 3- 4 1012 -2016 -=-= Plate Memher = - =- PLATE MEMBER 2- 3 44 -15 - = -= Fictious Member = - =- SP 12 N 13 -14 1012 -2016 - = -= Plate Member =-=- PLATE MEMBER 13 -15 44 -15 -.Fictions Member = - =- SP 42 N EndPts MaxTen MaxComn 5- 7 391 -261 6- 7 1175 -573 7- 8 242 -497 8 -10 242 -497 10 -11 1175 -513 10 -12 390 -261 Node X -Loc 0 -1.21 1 -0.13 2 0.00 3 0.29 4 0.29 5 3.45 6 1.00 1 7.15 8 10.00 9 10.00 10 12.85 11 13.00 12 16.55 13 19.71 14 19.71 15 20.00 16 20.13 17 21.27 10.34 9.65 9.86 AXL C,1C S Grade 0.12 10 4 SP 13 0.35 1 4 SP 13 0.14 1 4 SP 43 0.14 1 4 SP 13 0.35 1 4 SP 13 0.12 9 4 SP 83 1.5X4 Length Brace 43.81 28.44 43.18 43.18 28.44 43.81 Length 16.25 40.66 45.53 36.00 36.00 45.53 40.66 16.25 82.26 34.25 34.25 82.26 13.96 13.96 0.50 3.58 0.50 3.58 Pitch 4.50 4.68 4.52 0.02 -0.02 -4.52 -4.68 -4.50 -0.23 0.00 0.00 0.23 -2.25 2.25 -Vert - 2.51 -Vert - -2.57 Brace Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd P1vwd Dinh Diaoh Dinh Diaph 2 -Lnr. Plate Method def1YlL1 deflYIT1 dxL dxT 9.86 1.524 N 0.03 L/999 0.04 L/782 0.01 0.01 9.65 ---- -- - -- ---- - ---- - - -- - --- 10.34 10.40 10.36 308 0.00 L/999 0.00 L/999 0.00 0.00 11.63 1.5X4 N 0.12 L/999 0.21 L/999 0.03 0.06 12.91 5X5 N 0.16 L/999 0.29 L/807 0.03 0.05 10.23 321 ' N 0.16 L/999 0.30 L/787 0.01 0.02 12.97 3X4 N 0.17 L/999 0.31 L/745 0.02 0.03 10.23 405 N 0.18 L/999 0.34 L/695 0.02 0.03 10.23 3X1 N 0.16 L/999 0.30 L/787 0.03 0.05 12.91 5X5 N 0.16 L/999 0.29 1./807 0.01 0.01 11.63 1.5X4 N 0.12 L/999 0.21 L/999 0.01 0.01 10.40 ---- -- - -- - --- - - - -- - --- - - -- 10.36 3XR - --- ----- - - -- - - - -- ---- -- -- 0.00 L/999 0.00 1./999 0.04 0.01 - - -- -- - -- ---- - - - -- - - -- - --- N 0.03 L/999 0.04 L/757 0.04 0.08 1STD.AUTO.10001100 24.001100 1.33111111 11 4 PLF @ -1.4 to 4 @ -0.1 (v= 9.611 01 4 PLF P 20.1 to 4 P 21.4 fv= 9.611 00 20 PLF@ 0.0 to 20@ 20.0 Iv= 4.511 01 13 010 @ 1.0 to 13 Iv= 4.5111006 10 PLF 0 7.0 to 10 P 13.0 Iv= 4.511 01 51 PLF @ 1.0 to 51 @ 13.0 fv=16.1111001 48 PLF P 7.0 to 48 P 13.0 Iv=16.111 08 60 PLF @ -1.5 to 60 8 21.5 fv=16.1111001 30 PLF P -1.5 to 30 0 21.5 Iv=16.1][ 01 300.00 Lbs. 8 1.0, 4.5 Anale=270 360.00 Lbs. @ 1.0. 4.5 Anole=270 300.00 Lbs. P 13.0. 4.5 Anole=270 360.00 Lbs. @ 13.0, 4.5 Anole=270 IMWFRS-STD.AUTO.LOADIIOC 24.001100 1.33110M I -4 PLF @ -1.4 to -4 8 -0.1 fv= 9.6111001 2 PLF P -1.4 to 2 P -0.1 Iv= 9.611 01 2 PLF @ 20.1 to 2 @ 21.4 fv= 9.611 01 -4 PLF 0 20.1 to -4 P 21.4 Iv= 9.6111001 10 PLF @ 0.0 to 10 @ 20.0 Iv= 4.511 01 -20 PLF @ 0.0 to -20 @ 20.0 fv= 4.5111001 5 PLF P 7.0 to 5 P 13.0 Iv= 4.511 01 -16 PLF @ 7.0 to -16 @ 13.0 Iv= 4.5111001 -74 PLF P 7.0 to -74 0 13.0 (v=16.1111001 23 PLF@ 7.0 to 23@ 13.01x=16.111 01 15 PLF e -1.5to 15821.51x= 16.111 01 -59 PLF 0 -1.5 to -59 0 21.5 Iv=16.1J11001 146.26 Lbs. Q 7.0, 4.5 Angle =270 - 468.04 Lhs. 0 7.0. 4.5 Anole=270 146.26 Lbs. 8 13.0, 4.5 Anole =270 - 468.04 Lbs. 8 13.0, 4.5 Anole=270 114WFRS ASCE Per01,+ +110C 24.001100 1.3311811 11 -40 PLF 0 13.0 to -40 P 20.0 R [v=10.41110011 11 PLF @ -1.5 to 11 8 0.0 1x=16.1)1 0%1 -58 PLF @ 7.0 to -58 8 10.0(2=13.0(110081 11 PLF 0 0.0 to 11 P 7.0 fv=16.111 011 -40 PLF @ 20.0 to -40 @ 21.5 R fv= 9.91110011 1 PLF 0 0.0 to 1 P 7.0 L 1x=13.0111000) 10 PLF @ 1.0 to 10 @ 13.0 1v= 16.111 001 -58 PLF @ 10.0 to -58 @ 13.0 1x=13.01110011 11 PLF 0 13.0 to 11 P 20.0 1v= 16.11) 011 11 PLF @ 20.0 to 11 a 21.5 1x=16.111 081 55 PLF @ -1.5 to 55 @ 0.0 L Iv=10.4111001J 10 PLF 0 0.0 to 10 P 20.0 Iv= 4.511 011 IMWFRS ASCE Pern /L- +111X: 24.00110F 1.33111111 11 -40 PLF @ 13.0 to -40 @ 20.0 R fv=10.4111001J 11 PLF @ -1.5 to 11 8 0.0 fv=16.11I 011 -58 PLF 0 7.0 to -58 P 10.0 Iv=13.01110011 11 PLF @ 0.0 to 11 @ 7.0 1v= 16.11) 0%1 -40 PLF 0 20.0 to -40 0 21.5 R fv= 9.91[10011 -29 PLF 0 0.0 to -29 @ 7.0 L 1x=13.0111001] 10 PLF @ 1.0 to 10 @ 13.0 Iv=16.111 011 -58 PLF 0 10.0 to -58 P 13.0 [v=13.01110011 11 PLF @ 13.0 to 11 @ 20.0 fv=16.111 011 11 PLF 0 20.0 to 11 P 21.5 fv=16.111 011 - -83 PLF @ -1.5 to -83 @ 0.0 L 1x=10.41110011 10 PLF @ 0.0 to 10 @ 20.0 Iv= 4.511 011 (1 4WFRS ASCE Pero/8+4110C 24.001100 1.3311811 11 1 PLF P 13.0 to 1 0 20.0 R [v=10.4111001] 11 PLF @ -1.5 to 11 @ 0.0 (x=16.111 011 -58 PLF @ 7.0 to -58 @ 10.0 fv=13.01110011 11 PLF 0 0.0 to 11 1.0 )x=16.111 011 55 PLF @20.0to 55 @2T.5R fv= 9.91(10011 -40 PLF 0 0.0 to -40 0 7.0 1 fv= 13.0111008] 10 018' @ 7.0 to 10@13.0 12=16.111 011 -58 PLF @ 10.0 to -58 @ 13.0 f v=13.01110011 11 PLF P 13.0 to 11 P 20.0 [v=16.1(1 011 11 018' @ 20.0 to 11 @21.5 12=16.111 011 -40 PLF 0 -1.5 to -40 0 0.0 L [v=10.4111001] 10 PLF 0 0.0 to 10 @20.0 fv= 4.511 011 M FRS ASCE Pero /R- +110X; 24.001100 1.33111111 11 -29 PLF 0 13.0 to -29 @ 20.0 R [y=10.41[100%1 [ 11 PLF P -1.5 to 11 0 0.0 Iv=16.111 011 -58 PLF @ 7.0 to -58 8 10.0 Iv-13.011100%1 11 PLF P 0.0 to 11 0 7.0 fv=16.11[ 011 -83 PLF @ 20.0 to -83 @ 21.5 R Iv= 9.91110001 -40 PLF 0 0.0 to -40 0 7.0 L 1v=13.0111008) 10 PLF @ 7.0 to 10 @ 13.0 fv=16.111 011 -58 PLF 8 10.0 to -58 @ 13.0 ( v=13.01110011 11 PLF P 13.0 to 11 P 20.0 [v=16.111 011 11 PLF 8 20.0 to 11 @ 21.5 fv=16.111 011 -40 PLF @ -1.5 to -40 @ 0.0 L fv= 10.41110011 10 PLF P 0.0 to 10 P 20.0 fv= 4.511 011 4.00110F 1.33111114 11 @ 20.0 R fv=10.4111001 P 0.0 [v=16.111 011 @ 10.0 [v=13.01110011 @ 7.0 fv=16.1(1 011 P 21.5 R [v= 9.91(1008 @ 7.0 L 1x P 13.0 1v= 16.111 011 @ 13.0 fv=13.01110011 @ 20.0 fv= 16.111 001 P 21.5 fv=16.11I 011 8 0.0 L [v= 10.411100% P 20.0 1v= 4.511 011 4.00110F 1.33(1HM 11 P 20.0 R fv=10.41(1001] @ 0.0 fv=16.111 011 P 10.0 fv=13.01110011 @ 7.0 (x=16.111 001 @21.5R12= 9.91110011 0 1.0 L fv=13.0111001] a 13.Ofv=16.111011 P 13.0 1x=13.01110011 @ 20.0 12=16.111 011 @ 21.5 fv=16.111 0%1 P 0.0 1 fv=10.41I1001] @ 20.0 1v= 4.511 011 ICGC 24.00110F 1.33111111 11 -71 8 13.0 [v=13.011100%1 11 0 0.0 (2=16.111 011 -63 @ 7.0 L 1x=13.01110011 11 0 1.5 Iv= 16.111 001 -110 @ 16.0 R fv=11.9111001] 11 8 1.0 12=16.111 011 -110 0 1.5 L [v=11.01110011 10 910.0fv= 16.111 011 -63 @ 21.5 R Iv= 9.91110011 10 P 13.0 (2=16.111 011 -87 @ 10.0 fv=13.01110011 11 P 16.0 12=16.111 011 11 @21.51x=16.111 011 10 820.0 1x=4.511 011 -173 P 0.0 L [v=10.41110011 IC6C ASCE Wind Rt-+110C 24.00)100 1.3311110 11 -63 PLF @ 13.0 to -63 @ 18.5 R fv=11.01f10011 11 PLF 0 -1.5 to 11 @ 4.0 1x=16.111 081 -11 PLF 0 7.0 to -71 P 10.0 [v= 13.01110011 11 PLF @ 4.0 to 11 @ 7.0 (x=16.111 081 -110 PLF 0 18.5 to -110 0 20.0 R (v= 10.4111001] 10 PLF @ 7.0 to 10 @ 10.0 fv=16.111 011 -110 PLF 8 4.0 to -110 @ 7.0 L N=13.01[100%1 10 PLF P 10.0 to 10 0 13.0 12=16.111 011 -173 PLF @ 20.0 to -173 @ 21.5 R fv= 9.91 [ 10011 11 PLF 0 13.0 to 11 P 18.5 Iv=16.111 011 -81 PLF @ 10.0 to -87 @ 13.0 fv=13.0111001I 11 PLF@ 18.5 to 11 @20.0 fv= 16.11) 011 11 PLF 0 20.0 to 11 P 21.5 12=16.111 011 10 PLF@ 0.0 to 10 @20.0 fv= 4.511 011 -63 PLF 0 -1.5 to -63 0 4.0 L Iv=11.91110011 MFRS ASCE Part + +1IOC 2 -64 PLF @ 13.0 to -64 11 PLF 0 -1.5 to 11 -64 PLF @ 7.0 to -64 11 PLF @ 0.0 to 11 -11 PLF 0 20.0 to -11 -64 PLF @ 0.0 to -64 10 PLF 0 7.0 to 10 -64 PLF @ 10.0 to -64 11 PLF @ 13.0 to 11 11 PLF 0 20.0 to 11 -11 PLF @ -1.5 to -11 10 PLF 0 0.0 to 10 IMWFRS ASCE Pori- +110C 2 -64 PLF 0 13.0 to -64 11 PLF a -1.5 to 11 -64 PLF 0 7.0 to -64 11 PLF a 0.0 to 11 -118 PLF a 20.0 to -118 -64 PLF 0 0.0 to -64 10 PLF 7.0 to 10 -64 PLF 0 10.0 to -64 11 PLF @ 13.0 to 11 11 PLF @ 20.0 to 11 -118 PLF 0 -1.5 to -118 10 PLF @ 0.0 to 10 ASCE Wind Lt - +IfOC PLF @ 10.0 to -71 PLF 0 -1.5 to 11 PLF @ 1.5 to -63 PLF 0 0.0 to 11 PLF @ 13.0 to -110 PLF @ 1.5 to 11 PLF 0 0.0 to -110 PLF @ 7.0 to 10 010 a 16.0 to -63 PLF 0 10.0 to 10 PLF @ 7.0 to -87 PLF P 13.0 to 11 PLF @ 16.0 to 11 PLF Q 0.0 to 10 PLF 0 -1.5 to -173 Job: (03040903) FRADER ONE /5XX NE 96 STREET / H94 THIS OWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 :Lt Level Return 2x4 SP 03::Rt Level Return 2x4 SP #3: T 0 3X4(B1) 1.5X4(R) sis MARTINEZ TRUSS CO., INC. 9280 N.v. South River Or. Medley, FL 33166 (3057 883 -6261 5'8"12 9' • 5'8 "12 12 4.5 p Rv- 1219 # -b33# W - 9' 9' 9' 3'3 "4 11' 20' 14'3 "4 3'3 "4 20' 9' 9' 146 MPH WINO, 11.90 F7 MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP I, WIND TCDL -5.0 PSF, WIND BCDL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. 20' 5'8"12 Rv •1219# U 93 ,1 DESC. = H94 SE0 = 193508 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 2 TOTAL= 2 REV. 19.610 SCALE = 0.2500 ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRIC ING HANDLING SHIPPING INSTALLING RND BRACING. REFER TO HIB -91 (HANDLING INSTRLLING 'RND BRACING), PUBLISHED BY TPI (TRUSS TC LL 30.0 PSF REF PLATE INSTITUTE, 583 O'ONOFRIO OR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES ' PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHRLL HA TC DL 15.0 PSF DATE 06-11-2003 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HRVE A PROPERLY ATTACHED R CEILING. •eIMPORTRNT•e FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. / BC DL 10.0 PSF DR WG ALPINE ENGINEERED PRODUCTS, INC. SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH AP)LICRBLE BC LL 0.0 P S F PROVISIONS OF NOS (NATIONRL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND � 2 1 003 . TOT.LD. SS.O PSF 0/A LEN. 20 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MROE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SERL ON THIS DRAWING INDICATES RCCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. OUR.FAC. 1.33 SPACING 24.0" TYPE hips IALPINEI(TPI CODEI1H941103040903 /FRADER ONE /5XX NE 96 STREET) [TCLL 30.0J(TCDL 15.0J1BCDL 10.01[BCLL 0.01[DF 1.331f0C 24.0](11+I 1][SOFFIT 2.0] Bearings = = IX- LoclIReactllSizel -= f 0.0011 121911 - 186h110.671 119.3311 1219110.671 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade Length Pitch 0- 2 42 -0 0.00 0.19 0.19 7 4 SP 12 N 16.25 4.50 3- 5 1290 -2044 0.19 0.30 0.50 7 4 SP 42 N 69.54 . 4.75 5- 6 1091 -1603 0.17 0.27 0.44 6 4 SP 42 N 42.61 4.52 6- 9 1046 -1434 0.16 0.05 0.22 6 4 SP 12 N 24.00 -0.00 9 -11 1092 - 1603 0.17 0.27 0.44 6 4 SP 12 N 42.61 -4.52 11 -12 1288 -2044 0.19 0.30 0.50 7 4 SP 42 N 69.54 -4.75 14 -16 42 -0 0.00 0.19 0.19 7 4 SP 42 N 16.25 -4.50 4- 7 1021 - 1067 0.34 0.21 0.55 1 4 SP 42 N 104.54 -0.20 7- 8 1434 -750 0.26 0.20 0.47 1 4 SP 42 N 12.00 0.00 0 -10 1434 - 750 0.26 0.20 0.47 1 4 SP 12 N 12.00 0.00 10 -13 1821 -1095 0.34 0.21 0.55 1 4 SP 42 N 104.54 0.20 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 13 13.96 -2.25 15 -16 1 -0 0.00 0.02 0.02 1 4 SP 13 .13.96 2.25 3- 4 905 -1108 -=-= Plate Member = -_- PLATE MEMBER 0.50 -Vert - 2- 3 90 -29 -� = Fictions 14ember = - =- SP 12 N 3.47 -0.23 12 -13 905 -1108 -_-= Plate Member = - =- PLATE MEMBER 0.50 -Vert - 12-14 98 -29 -_ = Fictious Member = - =- SP 12 N 3.47 0.23 EndPts llaxTen MaxComo AXL GLC S Grade 5- 1 420 -471 0.15 1 4 SP 13 6- 7 353 -243 0.11 1 4 SP 13 9 -10 353 -244 0.11 1 4 SP 43 10 -11 420 -471 0.15 1 4 SP 13 Node X -Lnc. 0 -1.27 1 -0.13 2 0.00 3 0.29 4 0.29 5 5.68 6 9.00 7 9.00 8 10.00 9 11.00 10 11.00 11 14.32 12 19.11 13 19.71 14 20.00 15 20.13 16 21.27 Y -Loc. 9.86 9.65 10.34 10.33 10.29 12.47 13.72 10.15 10.15 13.12 10.15 12.41 10.33 10.29 10.34 9.65 9.86 Lenath Brace 46.27 39.44 39.44 46.27 Plate Method deflYfLl deflY(TI dxL dxT 1.504 N 0.01 L/417 0.09 L/331 0.02 0.03 -- -- - ---- -- -- -- - -- - --- - --- ---- - - - -- - - -- - - - -- - - -- - - -- 3X4 0.00 1/999 0.00 L/999 0.00 0.00 1.5X4 11 0.01 L/999 0.13 L/999 0.02 0.03 4X4 N 0.08 L/999 0.14 L/999 0.02 0.03 304 N 0.08 L/999 0.14 L/999 0.01 0.02 304 N 0.07 L/999 0.13 L/999 0.01 0.03 404 N 0.08 L/999 0.14 L/999 0.01 0.02 304 N 0.08 L/999 0.14 L/999 0.02 0.03 1.504 N 0.01 L/999 0.13 L/999 0.01 0.02 3X4 0.00 1/999 0.00 L/999 0.03 0.05 1.504 N 0.01 L/417 0.09 L/331 0.04 0.07 1STD.AUTO.LOAD110C 24.00110E 1.331INM 11 60 PLF @ -1.5 to 60 8 21.5 1v= 16.91110011 30 PLF R -1.5 to 30 R 21.5 Iv= 16.911 0%1 4 PLF @ -1.4to 4 @ -0.1 Iv= 9.611 041 Brace 4 PLF.@ 20.1 to 4 4 21.4 (v= 9.61( 041 Plvwd 20 PLF R 0.0 to 20 P 20.0 Iv= 4.511 0%) Plvwd---- = -- - -- -- -- -- --- - = = Plvwd (MWFRS ASCE Pern /L + +11OC 24.0011DF 1.331114M 1] Plvwd -58 PLF @ 9.0 to -58 @ 10.0 1v=13.811I0041 Plvwd 11 PLF R -1.5 to 11 R 0.0 Iv= 16.911 011 Plvwd -40 PLF @ 20.0 to -40 @ 21.5 R 1v= 9.91110041 P1vwd 11 PLF @ 0.0 to 11 @ 9.0 fv= 16.911 041 Diaoh 1 PLF R 0.0 to 1 P 9.0 L fv= 13.81110041 Diaoh -14 PLF @ 0.0 to -14 @ 10.0 fv= 10.1111004 Diaoh ' 10 PLF P 9.0 to . 10 R 11.0 fv= 16.911 01 Diaoh -58 PLF @ 10.0 to -58 @ 11.0 (v= 13.811100% 11 PLF @ 11.0 to 11 @ 20.0 (v= 16.911 04 11 PLF R 20.0 to 11 R 21.5 fv= 16.911 01 -14 PLF @ 10.0 to -14 @ 20.0 (v= 10.1111004 10 PLF P 0.0 to 10 R 20.0 fv= 4.511 01 55 PLF @ -1.5 to 55 @ 0.0 L 1v= 10.41110041 -40 PLF .0 11.0 to -40 @ 20.0 R fv= 10.41110011 114WFRS ASCE Pero /L - +110C 24.001 -58 PLF R 9.0 to -58 P 10.0 11 PLF @ -1.5to 11@ 0.0 -40 PLF @ 20.0 to -40 @ 21.5 11 PLF P 0.0 to 11 P 9.0 -30 PLF @ 0.0 to -30 @ 9.0 -14 PLF 0 0.0 to -14 P 10.0 10 PLF @ 9.0 to 10 @ 11.0 -58 PLF @ 10.0 to -58 @ 11.0 11 01.E 0 11.0 to 11 0 20.0 11 PLF@ 20.0 to 11 @21.5 -14 PLF R 10.0 to -14 R 20.0 10 PLF @ 0.0 to 10 @ 20:0 -83 PLF @ -1.5 to -83 @ 0.0 -40 PLF R 11.0 to -40 0 20.0 IMWFRS ASCE Pero /R + +1MOC 24.001 -58 PLF @ 9.0 to -58 @ 10.0 11 PLF @ -1.5to 11 0.0 55 PLF R 20.0 to 55 R 21.5 11 PLF @ 0.0 to 11 @ 9.0 -40 PLF @ 0.0 to -40 @ 9.0 -14 PLF R 0.0 to -14 R 10.0 10 PLF @ 9.0 to 10 0 11.0 -58 PLF 0 10.0 to -58 R 11.0 11 PLF@ 11.0 to 11 @20.0 11 PLF @ 20.0 to 11 @ 21.5 -14 PLF R 10.0 to -14 P 20.0 10 PLF@ 0.0 to 10 @20.0 -40 PLF 0 -1.5 to -40 8 0.0 1 PLF @11.0to 1 @20.0 f0F 1.33111111 11 (v=13.8I 1 10011 fv= 16.911 041 R fv= 9.91110041 fv= 16.911 0%1 L fv= 13.8111001] (v= 10.11110091 fv= 16.911 04) N=13.811100%1 (v= 16.911 011 fv= 16.91) 041 fv= 10.11110041 Iv== 4.511 041 L f v= 10.41110041 R fv= 10.41110041 (DF 1.331111M 1] 1v= 13.81110041 Iv= 16.911 041 R Iv= 9.91110041 Iv= 16.911 041 L f v= 13.8111001 J fv= 10.1111004 fv= 16.911 09 Iv=13.R11100% fv= 16.911 04 fv=16.911 04 10=10.1111001 Iv= 4.511 04 L Iv= 10.41110011 R Iv= 10.41(10011 MFRS ASCE Pero /R - +110C 24.0011DF 1.33111114 1] -58 PLF @ 9.0 to -58 @ 10.0 fv= 13.81110011 11 PLF 6 -1.5 to 11 R 0.0 10=16.911 041 -83 PLF @ 20.0 to -83 @ 21.5 R Iv= 9.91110041 11 PLF @ 0.0 to 11 @ 9.0 10=16.9)1 041 -40 PLF P 0.0 to -40 R 9.0 L Iv=13.R111000] -14 PLF @ 0.0 to -14 @ 10.0 (v= 10.1111004 10 PLF R 9.0 to 10 P 11.0 Iv=16.911 01 -58 PLF @ 10.0 to -58 @ 11.0 N=13.811100% 11 PLF@ 11.0 to 11@20.0 (v=16.911 04 11 PLF R 20.0 to 11 R 21.5 Iv=16.911 04 -14 PLF @ 10.0 to -14 @ 20.0 (v=10.1111001 10 PLF R 0.0 to 10 R 20.0 Iv= 4.511 01 -40 PLF @ -1.5 to -40 @ 0.0 L f v=10.41110011 -30 PLF @ 11.0 to -30 @ 20.0 R 10=10.4111004) 114WFRS ASCE Par1 + +11OC 24.00110F 1.3311NM 11 - 65 PLF R 9.0 to -65 R 10.0 (v= 13.811100%1 11 PLF @ -1.5 to 11 @ 0.0 Iv=16.911 041 -12 PLF @20.0 to - 12421.5R fv= 9.91110091 11 PLF R 0.0 to 11 P 9.0 10=16.911 011 - 65 PLF @ 0.0 to -65 @ 9.0 L [y =13.81 [1004] -14 PLF R 0.0 to -14 10 PLF @ 9.0 to 10 -65 PLF R 10.0 to -65 11 PLF @ 11.0 to 11 11 PLF R 20.0 to 11 -14 PLF @ 10.0 to -14 10 PLF @ 0.0 to 10 -12 PLF P -1.5 to -12 -65 PLF @ 11.0 to -65 MFRS ASCE Parl - +110C 2 -65 PLF @ 9.0 to -65 11 PLF R -1.5 to 11 -119 PLF @20.0 to -119 11 PLF P 0.0 to 11 -65 PLF @ 0.0 to -65 -14 PLF @ 0.0 to -14 10 PLF P 9.0 to 10 -65 PLF @ 10.0 to -65 11 PLF P 11.0 to 11 11 PLF @ 20.0 to 11 -14 PLF @ 10.0 to -14 10 PLF R 0.0 to 10 -119 PLF @ - 1.5,to -119 -65 PLF R 11.0 to -65 ICEC ASCE Wind Lt - +I(OC -63 PLF R 1.5 to -63 11 PLF @ -1.5 to 11 -63 PLF P 14.0 to -63 11 PLF @ 0.0 to 11 -110 PLF @ 0.0 to -110 11 PLF 0 1.5 to 11 -14 PLF @ 0.0 to -14 10 PLF R 9.0 to 10 -87 PLF @ 9.0 to -87 11 PLF @ 11.0 to 11 -14 PLF R 10.0 to -14 11 PLF @ 14.0 to 11 -110 PLF P 11.0 to -110 -173 PLF @ -1.5 to -173 10 PLF @ 0.0 to 10 1C6C ASCE Wind Rt - +1IOC -87 PLF P 9.0 to -87 11 PLF @ -1.5 to 11 -113 PLF @ 20.0 to -173 . 11 PLF P 6.0 to 11 -110 PLF.@ 6.0 to -110 10 PLF @ 9.0 to 10 -14 PLF 0 0.0 to -14 . 11 PLF @ 11.0 to 11 -63 PLF R 11.0 to -63 11 PLF @ 18.5 to 11 • -14 PLF @ 10.0 to -14 11 PLF 0 20.0 to 11 ' -110 PLF @ 18.5 to -110 -63 PLF P -1.5 to -63 10 PLF@ 0.0 to 10 R 10.0 Iv= 10.1111008 @ 11.0 (0=16.91) 08 0 11.0 Iv= 13.0111001 @ 20.0 f v= 16.911 09 0 21.5 Iv= 16.911 09 @ 20.0 (v= 10.11(1001 @ 20.0 (v= 4.511 01 P 0.0 L (v= 10.41110011 @ 20.0 R (v=10.41110011 4.00110E 1.3311011 11 @ 10.0 10= 13.81110011 R 0.0 (v= 16.911 011 @ 21.5 R Iv= 9.91110011 R 9.0 (v= 16.911 011 8 9.0 L 10=13.81110041 @ 10.0 10=10.1111004 P 11.0 fv= 16.911 01 @ 11.0 (v= 13.8111004 P 20.0 fv= 16.911 01 @ 21.5 Iv= 16.911 04 @ 20.0 10= 10.1111001 P 20.0 1v= 4.511 0% @ 0.0 L 10=10.41110041 R 20.0 R fv= 10.41110011 24.00110F 1.331 1N11 11 P 9.0 L (v= 13.8111001] @ 0.0 (v= 16.911 011 R 21.5 R Iv= 9.91110041 @ 1.5 10=16.911 011 @ 1.5 L fv= 11.0111001] R 9.0 Iv= 16.911 04 @ 10.0 Iv= 10.1111004 P 11.0 fv= 16.911 01 @ 11.0 10=13.8111001 @ 14.0 (v= 16.911 01 A 20.0 (v= 10.1111001 @ 21.5 fv= 16.911 01 R 14.0 R fv= 12.711100%1 @ 0.0 L fv= 10.4111001] @ 20.0 Iv= 4.511 041 24.0011DF 1.331111M 11 P 11.0 fv= 13.01110011 @ 6.0 f 0=16.911 041 21.5 R 1v= 9.9111004] P 9.0 (v= 16.911 011 @ 9.0 L N=13.811100%1 @ 11.0 10=16.911 041 R 10.0 Iv= 10.11(10011 @ 18.5 f 0=16.911 041 P 18.5 R (v= 11.01110041 @ 20.0 10=16.911 041 @ 20.0 (v=10.11110011 P 21.5 10=16.911 011 Q 20.0 R fv= 10.41110011 0 6.0 L fv== 12.11110041 @ 20.0 1v= 4.511 041 Job: (03040903) FRADER ONE /5XX NE 96 STREET / MG7 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x6 SP #2 WEBS 2x4 SP #3 SPECIAL LORDS (LUMBER OUR.FRC. -1.33 / PLATE DUR.FAC. - 1.33) TC - From 45 PLF ot 0.00 to 45 PLF of 7.00 BC - From 445 PLF ot 0.00 to 445 PLF of 7.00 OEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 3X4 (Al) Rv -.1790# U ..1453# W.41" 3'6' 3'6' 3'6" 3'6' BC 1 ) .3X8 7. 7' 3'6" 7' 3'6' " ON THIS TRUSS CALCULATED BY JOB-DESIGNER, AND MODIFIED BY TRUSS FABRICATOR•■■ 146 MPH WINO, 21.64 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP 1, WINO TCOL -5.0 PSF, WIND BCOL - 5.0 PSF. COMPONENTS AND CLADDING WINO PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. W3 n 01 3X5 Rv�1640# U °1332# DESC. = MG7 SEO = 193392 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 2 TOTAL= 2 ,REV. 19.610 SCALE =0.7500 ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICR ING HANDLING SHIPPING INSTALLING AND BRRCING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS TC LL 30.0 PSF REF PLATE INSTITUTE, 583 O'ONOFRIO OR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICE *•� PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHRLL HAVE ; TC DL 15.0 PSF DATE 06-10-2003 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVER PROPERLY ATTACHED RIGIC CEILING. • +IMPORTANT•• FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. , BC DL 1 O • O PSF DRWG ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE. WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE BC LL 0 0 P S F PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO MARTINEZ TRUSS CO. , INC. PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL 1 TOT.LD 55.0 PSF 0/A LEN. 7 9280 N.V. South River or. EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED On JUN 1 2 LO M (305T' 883 - 6266 6 RCCEPTTANCE SOLELY �FOROTHEHTRUSSACOMPONENTINDICATES OUR.FAC . 1 3 3 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING S PACING 24.0 TYPE mono IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER flNSI /TPI 1-1995 SECTION 2. EALPINEIfTPI CODE1114G71103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.0][TCDL 15.0]1BCDL 10.0] [BCLL 0.01(DF 1.331[OC'24.0][NM 1] [SOFFIT 2.0] Bearings = == 10- LoclfReactllSizel 1 0.0011 119011 291h110.671 1 6.1511 1640110.251 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade Length Pitch Brace 1- 4 1902 - 2343 0.35 0.06 0.41 2 4 SP 12 N 42.53 4.67 Plvwd 4- 5 26 -102 0.00 0.22 0.22 7 4 SP 12 N 43.64 4.50 Plvwd 2- 3 2182 - 1172 0.27 0.36 0.63 1 6 SP 12 30.53 -0.49 Diaoh 3- 6 2053 -1666 0.26 0.51 0.76 1 6 SP 12 42.00 0.00 Diaoh 1- 2 865 -1065 - -= Plate Member = -_- PLATE MEMBER 0.50 -Vert - 0- 1 30 -24 =-= Fictious Member =- SP 12 N 3.58 2.51 EndPts MaxTen MaxCmmn AXL Aft S Grade 3- 4 1517 -1280 0.48 1 4 SP 13 4- 6 1013 - 2233 0.56 1 4 SP 03 5- 6 254 -15 0.08 10 4 SP 13 Node X -Loc 0 0.00 1 0.29 2 0.29 3 3.50 4 3.59 5 7.00 6 1.00 Y -Lnc 20.17 20.23 20.19 20.06 21.52 22.79 20.06 1enoth Brace 13.10 39.02 28.20 Plate Method def1Y1L1 3X4 0.00 L/999 3X8 N 0.03 1/999 306 G 0.03 1/999 1.504 N 0.00 L/999 305 N 1.00 1/999 deflYlT) 0.00 1/999 0.05 L/999 0.05 1/999 0.00 L/999 0.00 L/999 dx1 0.00 0.00 0.00 0.01 0.01 dxT 0.00 0.00 0.00 0.01 0.01 1STD.AUTO.1.000110C 24.00110F 1.33110111 11 -45 PLF @ 0.0 to -45 @ 7.0 (v= 25.911100% 60 PLF 8 0.0 to 60 01 7.0 N=25.911100% 30 PLF @ 0.0 to 30 @ 1.0 fv= 25.911 0% 193 PLF 6 0.0 to 193 @ 1.0 (v= 14.811 0% 232 PLF R 0.0 to 232 P 7.0 (v=14.0111001 20 PLF @ 0.0 to 20 @ 1.0 Iv= 14_811 01 IMWFRS-STD.AUTO.L0ADl10C 24.0011DF 1.33110111 1] 24 PLF P 0.0 to 24 0 1.0 fv=25.911 051 -61 PLF @ 0.0 to -61 @ 7.0 Iv- 25.911100 %1 16 PLF @ 0.0 to 16 @ 7.0 1v= 14.811 0 %1 157 PLF R 0.0 to 151 P 7.0 Iv= 14.811 011 -534 PLF @ 0.0 to -534 @ 1.0 fv=14.811100%1 IMWFRS ASCE Pero /1 + +110C 24.001(0F 1.331(0111 11 11 PLF @ 0.0 to 11 6 7.0 fv=25.91I 0 %l -49 PLF 0 0.0 to -49 W 7.0 L fv=22.9111000] 10 PLF@ 0.0 to 10@ 7.0Iv=14.611 011 -15 PLF P 0.0 to -15 P 7.0 Iv= 19.91110011 11401015 ASCE Pero /1- +110C 24.00110E 1.33110M 11 11 PLF P 0.0 to 11 8 7.0 Iv=25.911 0 %1 -49 PLF @ 0.0 to -49 @ 7.0 L fv=22.9111000] 10 P10' 0' 0.0 to 10 0 7.0 1v= 14.811 001 -15 PLF @ 0.0 to -15 @ 7.0 Iv=19.911100%1 1MWFRS ASCE Pero/R + +I10C. 24.00110F 1.33110111 1] 11 PLF @ 0.0 to 11 @ 7.0 fv=25.911 0 %1 -43 PLF P 0.0 to -43 01 1.0 L Iv=22.911100 %1 10 PLFQ 0.0 to 10@ 7.0fv=14.81f 001 -15 PLF @ 0.0 to -15 @ 7.0 fv=19.91110011 IMWFRS ASCE Pera /R - +110C 24.00110F 1.33110111 1] 11 PLF P 0.0 to 11 0 7.0 fv=25.91f 011 -43 PLF @ 0.0 to -43 9 1.0 L [v=22.911100 %J 10 PLF @ 0.0 to 10 @ 7.0 f v=14.811 011 -15 PLF P 0.0 to -15 8 7.0 1v=19.911100 %1 MFRS ASCE Par1+ +111X: 24.00110F 1.33110111 11 11 PLF @ 0.0 to 11 @ 7.0 fv=25.911 0 %1 -94 PLF @ 0.0 to -94 @ 1.0 L Iv= 22.911100 %J . 10 PLF P 0.0 to 10 0. 1.0 1v= 14.811 0 %1 -15 PLF @ 0.0 to -15 6 1.0 fv=19.91110011 IMWFRS ASCE Parl - +110C 24.00110F 1.33110114 11 11 PLF @ 0.0 to 11 @ 7.0 fv=25.911 0 %1 -94 PLF P 0.0 to -94 P 7.0 1 1x=22.911100 %] 10. PLF @ 0.0 to 10 @ 7.0 (v=14.8(1 011 . -15 PLF @ 0.0 to -15 @ 7.0 N=19.911100%1 IC6C ASCE Wind Lt - +110C -15 PLF P 0.0 to -15 11 PLF @ 0.0 to 11 -75 PLF @ 3.0 to -75 11 PLF 01 3.0 to 11 10 PLF @ 0.0 to 10 -166 PLF P 0.0 to -166 IC6C ASCE Wind Rt-+110C -15 PLF 8 0.0 to -15 11 PLF 4 0.0 to 11 -166 PLF 0 4.0 to -166 11 PLF @ 4.0 to 11 10 PLF 9 0.0 to 10 -75 PLF 0 0.0 to -75 24.00110E 1.33110111 11 P 7.0 Iv=19.911100 %1 @ 3.0 (v=25.911 0 %1 . @ 7.0 L fv=22.911100 %] P 7.0 fv =25.911 011 @ 7.0 Iv=14.811 0 %1 P 3.0 L Iv=21.41110011' 24.00110F 1.3311011 11 P 7.0 1v=19.91110011 @ 4.0 Iv=25.91f 0 %1 8 7.0 L 1x=22.911100 %1 @ 1.0 Iv=25.911 011 @ 7.01v= 14.811 0 %1 0 4 0 L Iv=21.81f100 %I Job:(0 FRADER ONE /5XX NE 96 STREET / J1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N 80T CHORD 2x4 SP #2 N :4t Level Return 2x4 SP #3: 1'6' PLT. TYP.- WAVE_TPI95 TPI(STD) Rv- -109# U -180# Rv =351 U .-1015 #. W -8" Rv - -13# U -180# NAILED 146 MPH WIND, 20.23 FT MEAN HGT ASCE 7 -98, CLOSEO BLDG LOCATED ANYWHERE IN ROOF, CAT II, EXP C, WIND TCOL -5.0 PSF, WINO 8CDL -5.0 PSF. COMPONENTS RND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. SE0 = 193429 OTY= 12 TOTAL= 12 REV. 19.610 SCALE = 1.0000 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 130ST 883 -6261 JUN 1 2063 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FRBRICRIING HANDLING SHIPPING INSTALLING , • / • RNO BRRCING. REFER TO HIB -91 (HANDLING INSTALLING FIND BRRCING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICE PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICRN FOREST AND PAPER ASSOCIATION) RND TPI. REPINE CONNECTORS ARE MADE OF 20GA ASTM Rg53 GR90 GRLV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UuNLESS OTHERWISE LOCATED OD THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SERL ON THIS GRAVING INDICATES RCCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY RNO USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING ' 16 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION y TC LL TC DL BC DL BC LL TOT.LD. 30.0 PSF 15.0 PSF 10.0 PSF 0.0 PSF 55.0 PSF DUR . FAC . 1.33 SPACING 24.0" REF DATE 06 -11 -2003 ORWG 0/A LEN. 1 TYPE jock IALPINEIITPI CODE1IJ11103040903 /FRADER ONE /5XX NE 96 STREETI [TCLL 30.0)[TCDL 15.0)[BCOL 10.0)[BCLL 0.0)[DF 1.331(OC 24.0)[614 1)[SOFFIT 2.01 ISTD.AUTO.LOAD1f0C 24.0011DF 1.3311614 11 Bearings = == 1X- LocllReactlfsizel 60 PLF @ -1.5 to 60 Q 1.0 [v=23.71110011 0.0011 35111 216h110.671 1 1.0011 61110.131 1 1.0011 401110.131 30 PLF P -1.5 to 30 P 1.0 fv= 23.711 001 4 PLF Q -1.4 to 4 @ -0.1 fv 19.411 001 20 PLF @ 0.0 to 20 @ 1.0 fv= 14.311 081 EndPts MaxTen MaxCnmo AXL END CSI GLC S Grade Lenoth Pitch Brace - - - - - - - - - - - - - - - - - -= - _ -- 0- 2 42 -0 0.00 0.24 0.24 7 4 SP 12 N 16.25 4.50 Plvwd IMWFRS ASCE Pero /L - +110C 24.001IDF 1.3311611 11 3- 5 204 -02 0.02 0.30 0.31 7 4 SP 12 N 9.6R 6.43 Plvwd -48 PLF P 0.0 to -411 P 1.0 L [v=20.61110001 4- 6 6 -13 0.00 0.04 0.04 7 4 SP 12 N 8.11 -2.46 Diaph 11 PLF Q -1.5 to 11 @ 0.0 Iv= 23.711 081 0- 1 1 -0 0.00 0.02 0.02 l 4 SP 13 13.96 -2.25 • 11 PLF P 0.0 to 11 P 1.0 fv= 23.711 001 • 3- 4 950 -323 -= = Plate Member = - =- PLATE MEMBER 0.50 -Vert- 105 PLF @ -1.5 to -105 @ 0.0 L 1v= 20.3111008] 2- 3 115 -5 -=-= Fictious Member = - =- SP 12 N 3.47 -0.23 10 PLF @ 0.0 to 10 @ 1.0 Iv= 14.311 081 -15 PLf P 0.0 to -15 0 1.0 Iv= 19.91110081 EndPts MaxTen MaxComp AXL GLC S Grade Lenoth Brace - - - -- - - - - - - - - - - - --- = - - - - -- - IMWFRS ASCE Pero /R + +110C 24.O01fDF 1.3311614 11 Node X -Loc Y -Loc Plate Method deflYlL) deflY(T1 dxL dxT -43 PLF @ 0.0 to -43 Q 1.0 L fv=20.61110081 0 -1.21 19.69 1.5X4 N 0.02 L/999 0.04 L/847 0.01 0.01 11 PLF @ -1.5 to 11 Q 0.0 fv= 23.711 081 1 -0.13 19.48 - - - -- - - - -- - - -- - - - -- - - -- 11 PLF 0 0.0 to 11 P 1:0 fv= 23.711 001 2 -0.00 20.11 - - -- - - - -- - - -- - - - -- - - -- -43 PLF @ -1.5 to -43 Q 0.0 L fv= 20.31110081 3 0.29 20.16 - - -- - - -- - - -- - - - -- - - -- 10 PLF P 0.0 to 10 0 1.0 fv= 14.311 0%1 4 0.29 20.12 3X4 0.00 1/999 0.00 L/999 0.00 0.00 -15 PLF @ 0.0 to -15 @ 1.0 1v= 19.91110081 5 1.00 20.54 0.00 L/999 0.00 L/999 0.00 0.00 ----------------------------------------------- 6 1.00 19.91 0.00 L/999 0.00 L/999 0.00 0.00 MFRS ASCE Pero /R - 4110C 24.0011DF 1.3311614 11 -43 PLF @ 0.0 to -43 @ 1.0 L [v= 20.611100%1 11 PLF P -1.5 to 11 P 0.0 1v23.711 001 11 PLF @ 0.0 to 11 @ 1.0 Iv= 23.711 011 -43 PLF Q -1.5 to -43 @ 0.0 L fv=20.311100%1 10 PLF P 0.0 to 10 0 1.0 Iv= 14.311 001 -15 PLF @ 0.0 to -15 @ 1.0 fv=19.91110011 IMWFRS ASCE Part + +110C 24.001)DF 1.3311614 11 =93 PLF Q 0.0 to -93 @ 1.0 L Iv= 20.61110011 11 PLF P -1.5 to 11 P 0.0 fv=23.11I 001 11 PLF @ 0.0 to 11 Q .1.0 fv= 23.111 081 -36 PLF 0 -1.5 to -36 P 0.0 L Iv= 20.3111001) 10 PLF Q 0.0 to 10 @ 1.0 Iv= 14.311 011 -15 PLF @ 0.0 to -15 Q 1.0 fv= 19.91110081 IMWFRS ASCE Parl - +110C 24.0011DF 1.3311614 11 -93 PLF 0 0.0 to -93 P 1.0 L Iv= 20.61110011 11 PLF @ -1.5 to 11 Q 0.0 Iv= 23.711 011 11 PLF@ 0.0 to 11@ 1.0fv= 23.711 011 -150 PLF 0 -1.5 to -150 P 0.0 L fv= 20.3111001) 10 PLF@ 0.0 to 10@ 1.0fv= 14.311 011 -15 PLF @ 0.0 to -15 @ 1.0 fv )CfC ASCE Wind Lt - +110C 24.001101 1.3311614 11 -310 PLF P -1.5 to -310 P 0.0 L Iv=20.31I1008] 11 PLF @ -1.5 to 11 @ 0.0 fv= 23.711 081 -15 PLF Q 0.0 to -15 @ 1.0 fv= 19.91110011 11 PLF P 0.0 to 11 P 1.0 fv= 23.711 081 -176 PLF @ 0.0 to -176 @ 1.0 L Iv=20.61110081 10 PLF P 0.0 to 10 0 1.0 Iv=14.311 011 IC&C ASCE Wind Rt - +1 IOC 24.001101 1.331 1NM 11 -176 PLF 0 -1.5 to -176 0 1.0 L Iv= 20.611100%) 11 PLF @ -1.5 to 11 Q 1.0 Iv= 23.711 081 -15 PLF P 0.0 to -15 P 1.0 Iv=19.91I10081 10 PLF @ 0.0 to 10 @ 1.0 )v=14.311 081 Job: (03040903) FRRDER ONE /5XX NE 96 STREET / J3 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N :Lt Level Return 2x4 SP #3: n r.3x4 (81) OESC. = J3 PLT. TYP.- WAVE_TPI95 MARTINEZ TRUSS CO., INC. 9280 N.V. South River Dr. Medley, FL 33166 (305T 883-6281 12 4.5 p TPI (STD) 3' Rv 7342# U -518# W 8 ". 3' Rv -84# U -230# 146 MPH WIND, 20.60 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP C, WINO TCOL -5.0 PSF, WIND 8COL -5.0 PSF. COMPONENTS ANO CLADDING WINO PRESSURES CONSIDERED FOR UPLIFT CRLLOUTS. ...WARNING.. TRUSSES REOUIRE EXTREME CARE IN FRBRICR ING HANDLING SHIPPING INSTALLING AND BRRCING. REFER TO HIB-91 (HANDLING INSTALLING OND (�RRCING), PUBLISHED BY TPI (TRUSS PLRTE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 537191 FOR SAFETY PRACTICES PROPERLY ATTACHED FUNCTIONS. ACHEDSTRUCTURALPAN UNLESS OTHERWISE INDICATED, CHORD ELS ANDBOTTOMCHORDSHALLHAVEA PROPERLYATTRCH R EORIOI CEILING. ••IMPORTRNT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FRILURE TO BUILD THE TRUSSES IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. RLPINE CONNECTORS RRE MADE OF 200A ASTM A653 GR40 GALV.STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2 NAILED . (0 N (2) /6 !i/a<<.s Rs.-23# U -180# NAILED 1934 OTY= 12 TOTAL= 12 REV. 19.610 SCREE RLE = =1.0000 55 .111■ .1 2003 LL 30.0 PSF TC DL 15.0 PSF BC DL 10.0 PSF BC. LL 0.0 PSF TOT . LD . 55.0 PSF DUR . FRC . 1 .33 SPACING 24.0" REF DATE 06 -11 -2003 ORWG 0/R LEN TYPE jock IALPINEIITPI CODEI]J31103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.0][TCDL 15.0](BCDL 10.0](BCLL 0.01[DF 1.33]]0C 24.0][NM 1](SOFFIT 2.0] Bearinas = == IX -Locl IReactl fSizel =__ f 0.0011 34211 2320110.611 1 3.0011 23110.131 EndPts MaxTen MaxCnmo AR BND CSI GLC S Grade Lenoth 0- 2 42 -0 0.00 0.24 0.25 7 4 SP 12 N 16.25 3- 5 32 -62 0.00 0.30 0.30 7 4 SP 12 N 35.25 4- 6 2 -1 0.00 0.04 0.04 7 4 SP 12 N 32.50 0- 1 1 -0 0.00 0.02 0.02 1 4 SP 13 13.96 3- 4 503 -310 -=-= Plate Member = -- PLATE MEMBER 0.50 2- 3 110 -5 - =- =Fictions Member = - =- SP 12 N 3.47 EndPts MaxTen MaxComo AXL GLC S Grade Lenoth Brace Node X -Loc Y -Loc Plate Method deflYlL) 0 -1.27 19.69 1.5X4 N 0.02 1/999 1 -0.13 19.48 - - -- - - - -- 2 -0.00 20.17 - - -- - - - =- 3 0.29 20.16 -- -- -- - -- 4 0.29 20.12 304 0.00 L/999 5 3.00 21.29 0.00 1/999 6 3.00 19.91 0.00 1/999 ISTD.AOTO.LOAD110C 24.00](DF 1.3311114 11 60 PLF @ -1.5 to 60 @ 3.0 fv= 24.41110081 f 3.0011 84110.131 4PLF P -1.4 to 4 P -0.1 fv= 19.411 001 30 PLF @ -1.5 to 30 @ 3.0 fv= 24.411 081 • 20 PLF @ 0.0 to 20 0 3.0 1v= 14.311 001 Pitch Brace - --- - - -- -- - = -- - -- = - - -- -- 4.50 Plvwd IMWFES ASCE Pero /1: +11OC 24.00)1DF 1.3311911 11 5.01 P1vwe1 -49 PLF P 0.0 to -49 A 3.0 1 (v= 21.4111008] -0.65 Diaoh 11 PLF @ -1.5 to 11 @ 0.0 1v= 24.411 011 2.25 11 PLF 0 0.0 to 11 P 3.0 fv= 24.411 011 Vert 106 PLF @ -1.5 to -106 @ 0.0 L Iv= 20.311100%1 -0.23 10 PLF @ 0.0 to 10 @ 3.0 fv= 14.311 011 -15 PLF P 0.0 to -15 P 3.0 fv= 19.91110001 f1WFRS ASCE Pero/114+110C 24.0011DF 1.3311101 11 deflY(T1 dxL dxT -43 PLF @ 0.0 to -43 Q 3.0 L fv=21.4111009] 0.03 L/999 0.01 0.01 11 PLF @ -1.5 to 11 Q 0.0 1v=24.411 081 - - - -- 11 PLF P 0.0 to 11 P 3.0 Iv- 24.411 091 - - - -- -43 PLF @ -1.5 to -43 @ 0.0 L 1v =20.3111008] - - - -- 10 PLF P 0.0 to 10 P 3.0 fv=14.311 001 0.00 L/999 0.00 0.00 -15 PLF @ 0.0 to -15 @ 3.0 (v=19.911100 %1 0.00 L/999 0.00 0.00 -- = - - - -- - -- ------ -- - - - - - -= - - -= --- - 0.00 L/999 0.00 0.00 MFRS ASCE Pero /R - +1 IOC 24.001(0F 1.331fNM 11 -43 PLF Q 0.0 to -43 0 3.0 L 1v=21.4111009] 11 PLF P -1.5 to 11 P 0.0 fv=24.41f 091 11 PLF @ 0.0 to 11 Q 3.0 fv =24.411 0%1 43 PLF @ -1.5 to -43 @ 0:0 L (v=20.3111000] 10 PLF P 0.0 to 10 P 3.0 1v=14.311 0%1 -15 PLF @ 0.0 to -15 @ 3.0 fv=19.9111009] 91401FRS ASCE Part + +lIOC 24.00110F 1.3311114 11 -93 PLF Q 0.0 to -93 @ 3.0 L f v=21.41110091 11 PLF P -1.5 to 11 9 0.0 fv=24.41I 081 11 PLF Q 0.0 to 11 Q 3.0 fv=24.411 0%1 . -36 PLF P -1.5 to -16 P 0.0 1 'v=20.311100%1 10 PLF @ 0.0 to 10 @ 3.0 1v=14.31) 0%1 -15 PLF @ 0.0 to -15 @ 3.0 Iv= 19.911100%1 (MWFRS ASCE Parl - +110C 24.0011DF 1.3311NM 11 -93 PLF P 0.0 to -93 0 3.0 L Iv=21.41I1008) 11 PLF 0 -1.5 to . 11 Q 0.0 ]v=24.411 081 11 PLF @ 0.0 to • 11 @ 3.0 1x=24.411 081 -150 PLF 0 -1.5 to -150 P 0.0 1 1x=20.311100%1 10 PLF @ 0.0 to 10 @ 3.0 fv= 14.311 081 -15 PLF @ 0.0 to -15 @ 3.0 (x=19.911100%1 10EC ASCE Wind Lt - +110C 24.0011DF 1.3311114 11 • -15 PLF P 0.0 to -15 P 3.0 [v=19.91110091 11 PLF Q -1.5 to 11 Q 0.0 f v== 24.411 0 %1 -185 PLF @ -1.5 to -185 Q 0.0 L Iv 20.3111008] 11 PLF P 0.0 to 11 P 1.5 Iv=24.411 091 -177 PLF @ 0.0 to -177 Q 1.5 L fv= 20.811100%] 11 PLF 0 1.5 to 11 P 3.0 fv=24.41f 081 -76 PLF @ 1.5 to -76 @ 3.0 L fv= 21.41(1001) 10 PLF Q 0.0 to 10 0 3.0 fv=14.311 081 ICUC ASCE Wind Rt- +110C 24.0011DF 1.33110M 11 -177 PLF P 0.0 to -177 0 3.0 L (v=21.41I1008)' 11 PLF Q -1.5 to 11 @ 0'0 (v== 24.411 081 -15 PLF @ 0.0 to -15 Q 3.0 N=19.911100%1 11 PLF 0 0.0 to 11 P 3.0 )v= 24.41( 091 -76 PLF @ -1.5 to. -76 Q 0.0 L Iv=20.3111008] 10 PLF 0 0.0 to 10 P 3.0 fv=14.311 081 1. I Job :(03040903) FRADER ONE /5XX NE 96 STREET / TOP CHORO 2x4 SP #2 N BOT CHORD 2x4 SP #2 N :Lt Level Return 2x4 SP #3: DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. OESC. = J5 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medieq, FL 33166 (3O5T 883-6261 1'6' Rv -434# U -560# W -8" J5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 5' TPI (STD) OTY= 12 TOTAL= 12 •■WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRIC�ITING HANDLING SHIPPING INSTALLING AND BRRCING. REFER TO HIB-91 (HANDLING INSTALLING 'AND BRACING), PUBLISHED BY TPI (TRUSS PLATE PRIOR TO THESE O FUNCTIONS . MADISON, INDICATED, TOP FOR CHORD T PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL'HAVE PROPERLY ATTACHE CEILING. ••IMPORTANT +• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICRN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS RRE MADE OF 2O0A ASTM A653 GR4O GRLV. STEE EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0 THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE S ON THIS DRAWING INDICATE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SECTION 2. 146 MPH WINO, 20.98 FT MEAN HGT ASCE 7-98, CLOSED SLOG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT II, EXP C, WIND TCOL -5.0 PSF, WINO BCOL -5.0 PSF. COMPONENTS AND CLADDING WINO PRESSURES CONSIDERED FOR UPLIFT CRLLOUTS. Rv -183# U .•384# 'NAILED Rv ■52# U -180# NAILED ;PIA 2,1NY SEO = 193453 REV, 19.610 SCALE =1.0000 TC LL TC DL BC ' DL BC LL TOT.LD. DUR FAC. SPACING NU ,e1e /LAA/E GL /O B it.px (JSe I(/c/LI/ /,e,&eC �$• ( /( I A/4 /1 S 30.0 PSF 15.0 PSF 10.0 PSF 0 . 0 PSF 55.0 PSF 1 33 24 0 REF DATE 06 -11 -2003 DRWG 0/A LEN. 5 TYPE jock fALPINEIfTPI CODE! IJ51103040903 /FRADER ONE /5XX NE 96 STREET1 1TCLL 30.011TCDL 15.011BCDL 10.011BCLL 0.0J[DF 1.331100 24.0)1NM 11ISOFFIT 2.0) Bearinas = == 1X -Locl fReactl ISizel = 1 0.0011 43411 290h110.611 f 5.0011 52110.131 EndPts MaxTen 4axCnmo AXL BNO CSI GLC S Grade 0- 2 42 -0 0.00 0.25 0.25 7 4 SP 12 N 3- 5 68 -89 0.00 0.43 0.43 6 4 SP 12 N 4- 6 1 -2 0.00 0.13 0.13 1 4 SP 12 N 0- l 1 -0 0.00 0.02 0.02 1 4 SP 13 3- 4 551 -392 -=-= Plate Member =-=- PLATE MEMBER 2- 3 110 -5 = =Fictious Member = - =- Se 12 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node X -Loc 0 -1.27 1 -0.13 2 -0.00 3 0.29 4 0.29 5 5.00 6 5.00 Y -Loc Plate Method 19.69 1.5X4 N 19.48 20.11 20.16 20.12 3X4 22.04 19.91 deflY(L) 0.12 L/259 0.00 L/999 0.00 L/999 0.00 L/999 ISTD.AUTO.LOADIIOC 24.001100 1.331fNM 11 4 PLF @ -1.4 to 4 0 -0.1 f v= 19.41( 011 1 5.0011 183110.131 20 PLF P 0.0 to 20 0 5.0 fv= 14.311 081 60 PLF @ -1.5 to 60 @ 5.0 fv= 25.211100%1 30 PLF @ -1.5 to 30 @ 5.0 fv== 25.211 081 Length Pitch 16.25 4.50 60.81 4.19 56.56 -0.37 13.96 -2.25 0.50 -Vert - 3.41 -0.23 deflYlT1 0.13 L/230 0.00 L/999 0.00 L/999 0.00 L/999 dxL 0.03 0.00 0.00 0.00 Plvwd Plvwd Diaph dxT 0.04 0.00 0.00 0.00 IHWFRS ASCE Pero /L - +110C 24.00 -49 PLF P 0.0 to -49 P 5.0 11 PLF @ -1.5 to 11 @ 0.0 11 PLF P 0.0 to 11 0 5.0 106 PLF @ -1.5 to -106 @ 0.0 10 PLF @ 0.0 to 10 @ 5.0 1100 1.3311NM 11 L Iv=22.1111001j fv= 25.211 011 fv= 25.211 011 L fv= 20.31110011 Iv== 14.311 011 -15 PLF 0 0.0 to -15 P 5.0 1v= 19.91110011 MFRS ASCE Pero /R+ +1100 24.00110F 1.3311174 11 -43 PLF @ 0.0 to -43 @ 5.0 L fv= 22.1111001) 11 PLF @ -1.5 to 11 @ 0.0 fv= 25.211 011 11 PLF 0 0.0 to 11 0 5.0 Iv= 25.211 011 -43 PLF @ -1.5 to -43 @ 0.0 L Iv= 20.3111001] 10 PLF 0 0.0 to 10 P 5.0 1v=14.311 011 -15 PLF @ 0.0 to -15 @ 5.0 fv= 19.91110011 IMWFRS ASCE Pero /R - +110C 24 001100 1.33111714 11 -43 PLF @ 0.0 to -43 @ 5.0 L Iv=22.1111001J. 11 PLF 0 -1.5 to 11 0 0.0 lv=25.211 011 11 PLF @ 0.0 to 11 @ 5.0 fv= 25.211 011 -43 PLF @ -1.5 to -43 @ 0.0 L fv=20.31I100%J 10 PLF 0 0.0 to 10 0 5.0 1v= 14.311 011 -15 PLF 0 0.0 to -15 @ 5.0 Iv=19.911100%1 1MWFRS ASCE Parl++1 -93 PLF @ 0.0 to 11 PLF P -1.5 to 11 PLF @ 0.0 to -36 PLF P -1.5 to 10 PLF @ 0.0 to -15 PLF @ 0.0 to MFRS ASCE Pad- +1100 24. • -93 PLF P 0.0 to -93 P 11 PLF @ -1.5 to 11 @ 11 PLF@ 0.0 to 11 -151 PLF P -1.5 to -151 P .10 PLF @ 0.0 to 10 -15 PLF @ 0.0 to -15 @ ICEC ASCE Wind Lt -41100 24 -15 PLF P 0.0 to -15 P 11 PLF @ -1.5 to 11 @ -186 PLF @ -1.5 to -186 @ 11 PLF P 0.0 to 11 P -111 PLF @ 0.0 to -117 @ 11 PLF 0 1.5 to 11 0 76 PLF @ 1.5 to -76 @ 10 PLF 0 0.0 .to 10 @ 1C&C ASCE Wind Rt - +IIOC 24 ' -111 PLF P 2.0 to -117 0 11 PLF @ -1.5 to 11 @ -15 PLF @ 0.0 to -15 @ 11 PLF P 2.0 to 11 0 -16 PLF @ -1.5 to -16 @ 10 PLF 0 0.0 to 10 0 100 24.001100 1.3311014 11 -93 @ 5.0 L fv= 22.1111001) 11 0 0.0 Iv== 25.211 0%1 11 @ 5.0 Iv =25.21 1 011 -36 P 0.0 L fv= 20.3111001) 10@ 5.0Iv= 14.311 011 -15 0 5.0 Iv=19.91110091 00110F 1.3311814 11 5.0 L 1v= 22.1111001) 0.0 Iv= 25.211 011 5.0 1v= 25.211 011 0.0 L Iv= 20.3111001] 5.0 fv= 14.31( 011 5.0 Iv=19.911100%1 .0011DF 1.331111H 11 5.0 1v= 19.91110011 0.0 (v= 25.211 011 0.0 L fv= 20.3111001) 1.5 fv= 25.211 091 1.5 L Iv= 20.8111001) 5.0 1v= 25.211 011 5.0 L f v=22.111100%) 5.0 Iv =14.311 011 .00I1DF 1.3311N14 11 5.0 L 1v=22.111100%1 2.0 Iv =25.211 011 5.0 fv=19.91110011 5.0 fv=25.211 011 2.0 L fv=21.011100%1 5.0 fv=14.311 011 • • Job: (03040903) FRADER ONE /5XX NE 96 STREET / J7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N :Lt Level Return 2x4 SP #3: ih MARTINEZ TRUSS CO., INC. 9280 N.W. South River Or. Medley, FL 33166 1305F 883 -6261 � - 1'6 Rv -537# U =594# W-8" DESC. = J7 PLT. TYP.- WAVE_TPI95 TPI(STD) 3 7' 146 MPH WIND, 21.36 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATEO WITHIN 4.50 FT •FROM ROOF EDGE, CAT II, EXP 1�, WIND TCDL -5.0 PSF, WIND BCDL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CRLLOUTS. Rv •271# U -457# Rv -81# U -180# NAILED NAILED !Il URR /� G, A!E �y / y 0449A (/S, L /f O.t 5 /fit (f) /G L,/secs SEO = 193451 OTY= 17 TOTAL= 17 • REV. 19.610 SCALE = 0.7500 +WARNING•• TRUSSES REOUIRE EXTREME CRRE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HRNOLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS TC LL 30.0 PSF REF PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200, MADISON, WI. 537191 FOR SAFETY PRACTICES C DL 15.0 PSF DATE 06-11-2003 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE'INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R CEILING. "IMPORTANT*. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. BC DL I 0 PSF DR WG T ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS / ' DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE BC LL P S F PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO ZO�, TOT PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A RSTM 8653 GR40 GALV. STEEL �1 .LD 55.0 PSF1O /A LEN. 7 EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON Am � . � THIS ACCEPTANCE SOLELY�FORDTHEHTRUSSACOMPONENTCRTEE D • OU R.F RC . 1.33 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULRR BUILDING SPACING 24.0" ( TYPE e jack IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. fALPINEIITPI CODEI3J11103040903 /FRADER ONE /5XX NE 96 STREET1 (TM 30.01(TCDL 15.0J(BCDL 10.0J[BCLL 0.0J(DF 1.331(0C 24.0J[NM 1J[SOFFIT 2.01 Bearings = == IX -Locl IReactl fSizel f 0.0011 53711 33811110.671 f 7.0011 81110.131 f 7.0011 271110.131 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade 0- 2 42 -0 0.00 0.25 0.25 7 4 SP 12 N 3- 5 99 -180 0.00 OAR O.80 6 4 SP 12 N 4 -6 1 -2 0.00 0.31 0.31 1 4SP1283 0- l 1 -0 0.00. 0.02 0.02 1 4 SP 13 3- 4 589 -484 -_ -= Plate Member = - =- PLATE MEMBER 2- 3 110 -5 -_ =Fictious Member = - =- SP 12 N EndPts MaxTen MaxComo AXL GLC S Grade Length Brace Node 0 1 2 3 4 5 6 X -1.oc -1.21 -0.13 -0.00 0.29 0.29 7.00 7.00 Y -Loc Plate 19.70 1.5X4 19.48 20.11 20.17 20.13 304 22.80 19.98 Method def1YIL1 0.27 L /112 0.00 L/999 0.00 L/999 0.00 L/999 Lenoth Pitch 16.25 4.50 86.50 4.10 80.55 -0.26 13.96 -2.25 0.50 -Vert - 3.47 -0.23 deflYIT) 0.31 L/ 98 0.00 1/999 0.00 1/999 0.00 L/999 dxL 0.08 0.00 0.00 0.00 Brace Plvwd P1vwd Diaoh dxT 0.09 0.00 0.01 0.00 ISTD.AUTO.LOAD110C 24.001(DF 1.33119M 11 4 PLF @ -1.4 to 4 @ -0.1 fv=19.411 061 20 PLF 0 0.0 to 20 0 7.0 fv= 14.311 011 60 PLF @ -1.5 to 60 @ 7.0 fv=26.01110011 30 PLF @ -1.5 to 30 @ 7.0 fv=26.01I 061 (14WFRS ASCE Pero /L + +I[OC 24.00110E 1.33)3NM 1] -15 PLF 0 0.0 to -15 P 7.0 fv=19..91110081 11 PLF @ -1.5 to 11 @ 0.0 fv=26.011 011 11 PLF 0 0.0 to 11 0 7.0 fv=26.01( 011 -49 PLF @ 0.0 to -49 9 7.0 L fv=22.911100%J 10 PLF9 0.0 to 109 7.0 fv=14.31I 0%1 9 PLF 0 -1.5 to 9 0 0.0 L fv=20.3111001I IMWFRS ASCE Pero /L - +1f0C 24.001IDF 1.3311NM 1] -15 PLF 9 0.0 to -15 @ 7.0 fv=19.91110011 11 PLF @ -1.5 to 11 @ 0.0 fv=26.011 011 11 PLF 0 0.0 to 11 0 7.0 fv=26.011 011 -49 PLF 9 0.0 to -49 @ 7.0 L 8v=22.911100%1 10 PLF P 0.0 to 10 0 7.0 fv= 14.311 011 -107 PLF @ -1.5 to -107 @ 0.0 L f v =20.31(10061 IMWFRS ASCE Pero /R + +1IOC 24.0011DF 1.33141M 1] -15 PLF @ 0.0 to -15 9 7.0 (v= 19.91110011 11 PLF 9 -1.5 to 11 P 0.0 Iv=26.011 011 11 PLF 9 0.0 to 11 9 7.0 Iv=26.011 061 -43 PLF @ 0.0 to -43 9 1.0 L N=22.9111001] 10 PLF 0 0.0 to 10 0 7.0 Iv=14.311 011 -43 PLF @ -1.5 to -43 9 0.0 L (x=20.311100%1 IMWFRS ASCE Pero /R - +110C 24.0013DF 1.3311NM 11 -15 PLF @ 0.0 to -15 @ 7.0 fv=19.91110011 11 PLF 0 -1.5 to 11 P 0.0 fv=26.011 011 11 PLF 9 0.0 to 11 @ 7.0 fv=26.011 011 -43 PLF P 0.0 to -43 P 7.0 L (v=22.91110011 10 PLF@ 0.0 to 10@ 7.0 fv=14.311 011 -43 PLF 9 -1.5 to -43 @ 0.0 L fv =20.31110061 IMWFRS ASCE Par1 + +1IOC 24.001IDF 1.3311NM 11 -15 PLF 0 0.0 to -15 P 7.0 fv=19.91110011 11 PLF 9 -1.5 to 11 @ 0.0 fv=26.011 011 11 PLF @ 0.0 to 11 @ 7.0 (v= 26.011 061 -94 PLF P 0.0 to -94 P 7.0 L fv=22.911100%] 10 PLF 9 0.0 to 10 @ 7.0 fv=14.311 011 -36 PLF @ -1.5 to -36 @ 0.0 L fv =20.31110011 MFRS ASCE Par1 - +110C 24.001fDF 1.331INM 11 -15 PLF 0 0.0 to -15 0 7.0 Iv=19.91110011 11 PLF 9 -1.5 to 11 @ 0.0 Iv=26.011 011 11 PLF @ 0.0 to 11 @ 7.0 lv=26.01I 011 -94 PLF 0 0.0 to -94 9 7 :0 L fv=22.9111001J 10 PLF9 0.0 to 10@ 7.0fv=14.311 011 -151 PLF 9 -1.5 to -151 0 0.0 1 1v= 20.31110011 LCCC ASCE Wind Lt - +I IOC 24.001(DF 1.331111M 11 -165 PLF 0 0.0 to -165 0 1.5 L Iv =20.81(1001]. 11 PLF 9 -1.5 to 11 9 0.0 Iv= 26.011 061 -15 PLF P 0.0 to -15 0 7.0 Iv=19.91110011 -` 11 PLF @ 0.0 to 11 @ 1.5 Iv=26.011 OBI -187 PLF @ -1.5 to -187 9 0.0 L (x=20.3111001] 11 PLF P 1.5 to 11 P 7.0 fv=26.01I 011 10 PLF 9 0.0 to 10@ 7.0 fv=14.311 011 . -75 PLF P 1.5 to -75 0 7.0 L (x=22.91110011 IC&C ASCE Wind Rt - +110C 24.0011DF 1.33111IM 11 -15 PLF P 0.0 to -15 0 7.0 1v=19.91310081 11 PLF @ -1.5 to 11 @ 14.0 fv=26.011 011 -165 PLF P 4.0 to -165 P 7.0 L Iv=22.9111001J 11 PLF 9 4.0 to 11 @ 7.0 fv=26.011 011 10 PLF 9 0.0 to 10 9 7.0 Iv=14.311 011 -75 PLF 0 -1.5 to -75 0 4.0 L fv=21.81110011 Job: (03040903) FRADER ONE /5XX NE 96 STREET / CJ7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N • WEBS 2x4 SP #3 :L't Level Return 2x4 SP #3: SPECIAL LORDS (LUMBER OUR.FAC. -1.33 / PLATE OUR.FRC. -1.33) TC - From 0 PLF ot -2.06 to 75 PLF ot 0.00 TC - From 0 PLF ot 0.00 to 210 PLF ot 9.90 BC - From 0 PLF of 0.00 to 43 PLF ot 9.90 PLO- From 4 PLF ot -1.96 to 4 PLF ot -0.06 2X4 (R) 2X4 (A1) "T 5211 2 R 515# I U-742# W -11 "5 3.18 '-. 5'10"10 5'10"10 5'10 ".10 5'10 "10 9'10 "13 9'10 "13 ** *LORDING ON THIS TRUSS CALCULATED BY JOB-DESIGNER, 'FIND MODIFIED BY TRUSS FABRICATOR * ** 146 MPH WINO, 21.35 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP C, WIND TCOL -5.0 PSF, WINO BCDL -5.0 PSF. COMPONENTS ANO CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. 9'10"13 9'10 "13 4'0 "3 4'0 "3 Rv -295# U 239# NAILED Rv =528# U -428# yoev641/r D ui: Ire cO.L 05/ lizaNAPA siy OS/- 1H4 zi3 DESC. = CJ7 SEO = 193477 PLT. TYP.- WRVE_TPI95 TPI(STD) OTY= 6 TOTAL= 6 . REV. 19.610 SCALE = 0.5000 ••WARNING•. TRUSSES REOUIRE EXTREME CRRE IN FABRICAJ ING HANDLING SHIPPING INSTALLING ` RND BRACING. REFER TO HIB-91 (HANDLING INSTALLING pNO ORRCING), PUBLISHED BY TPI (TRUSS , " C LL 30.0 PSF REF PLATE PRIOR TO FUNCT INDICATEDWI. 53719) TOP FOR CHORD TSHRLLCHAVES �J TC DL 15.0 PSF DATE 06 -11 -2003 PROPERLY ATTACHED STRUCTURAL PANELS RND BOTTOM CHORD SHALL HAVE Il PROPERLY ATTACHED R CEILING. ..IMPORTANT.. FURNISH A COPY OF THIS DESIGN TO THE INSTRLLRTION CONTRACTOR, r' BC DL 10.0 PSF DRWG d„,.e_A2L ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE � B C L L PSF PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE RMERICRN FOREST AND ``11►R�11 ' 1 MRRTINEZ TRUSS CO., INC. PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM R653 GR40 GRLV. STEEL JUI@ - TOT.LD. 55.0 PSF 0/A LEN. 91109 9280 N.V. 0 y South 261 Or: EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED Oh M ( 3 0 5 ))' 88 ACCEP )LITY SOLELY PFOROTHEHTRUSSACOMPONENTCRTE£ OU R.F A C. 3 3 THIS DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING SPACI NG 1 ING 24.0" TYPE comn IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI j 1995 SECTION 2. 1ALPINE1ITPI CODE11CJ71103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.01[TCDL 15.01IBCDL 10.01(BCLL 0.0j10F 1.33][00 24.01(1IM 1J(SOFFIT 2.0] - Bearings = == IX- LoclfReactl[Sizel 1 0.0611 62511 320h110.941 1 9.7111 528110.251 f 9.9611 295110.131. EndPts Maclan MaxCono AXL BND CSI GLC S Grade 0- 2 22 -18 0.00 0.48 0.48 8 4 SP 12 N 3- 6 834 - 1030 0.01 0.60 0.68 8 4 SP 42 N 6- 8 15 -93 0.00 0.53 0.53 1 4 SP f2 N 4- 5 964 - 780 0.18 0.01 0.25 1 4 SP 12 N 5- 1 951 -115 0.18 0.11 0.29 1 4 SP 12 N 1- 9 0 -0 0.00 0.00 0.00 1 4 SP 12 N 0- 1 1 -1 0.00 0.04 0.04 1 4 SP 13 3- 4 703 -618 = -= Plate Member = -_- PLATE MEMBER 2- 3 121 -85 - = -= Fictions Member= -- SP 42 N EndPts IlaxTen MaxComp AXL GLC S Grade 5- 6 95 -17 0.03 1 4 SP 13 6- 1 858 -1061 0.36 1 4 SP 13 Node X -Loc Y -Loc Plate Method 0 -1.17 19.69 214 N 1 -0.06 19.46 2 0.06 20.17 3 0.35 20.15 4 0.35 20.11 2X4 5 5.95 19.97 1.5X4 6 6.06 21.16 304 7 9.80 19.97 304 8 9.96 22.80 9 9.96 19.97 Length Brace 18.00 41.93 Length 22.79 71.11 48.49 61.16 46.11 2.00 20.70 0.50 3.51 Pitch 3.18 3.39 3.18 -0.29 0.00 0.00 -1.55 -Vert - -0.81 1ST .A010.LOAD110C 24.001108 1.33118111 11 PLF @ 0.1 to 95 8 10.0 [v= 25.911 01 PLF A 0.1 to 115 A 10.0 1v= 25.9111001 PLF @ -2.1 to 34 @ 0.1 fv= 25.911 01 PLF @ -2.1 to 41 8 0.1 fv= 25.9111001 Brace PLF A -2.0 to 4 A -0.1 fv= 19.411 01 Plvwd PLF @ 0.1 to 20 8 10.0 Iv= 14.311 01 Plvwd PLF A 0.1 to 23 A 10.0 Iv= 14.3111001 Diaph fMWFRS- STD.AIITO.LOAD110C 24.001108 1.331188 ) Diaph 0 PLF @ 0.1 to 77 @ 10.0 fv= 25.911 01 Diaph 0 PLF @ 0.1 to -247 @ 10.0 Iv= 25.9111001 0 PLF 0 -2.1 to -88 8 0.1 Iv= 25.9111001 0 PLF @ -2.1 to 28 8 0.1 fv= 25.91( 01 -6 PLF A -2.0 to -6 A -0.1 fv= 19.4111001 3 PLF 8 -2.0 to 3 @ -0.1 Iv= 19.41 ] 01 0 PLF @ 0.1 to 16 @ 10.0 fv=14.311 01 0 PLF 0 0.1 to -51 A 10.0 [v= 14.3111001 IMWFRS ASCE Pero /L+ +1100 24.001188 1.3311614 11 dxT 67 PLF @ 0.1 to 61 8 5.0 L Iv= 21.6111001] 0.03 10 PLF @ -2.1 to 10 @ 0.1 Iv= 25.911 011 - - -- -15 PLF A 0.1 to -15 A 10.0 1v= 19.91110011 - - -- 10 PLF @ 0.1 to 10 @ 10.0 I0== 25.911 011 -- 125 PLF A -2.0 to 125 0 0.1 L fv= 20.31110011 0.00 1/999 0.00 L/999 0.00 0.00 10 PLF @ 0.1 to 10 0 10.0 Iv= 14.311 011 N 0.02 L/999 0.04 L/999 0.00 0.01 67 PLF @ 5.0 to 67 8 10.0 L fv= 22.911100%1 N 0.02 1/999 0.04 L/999 0.00 N 0.00 L/999 0.00 L/999 0.01 0.01 IMWFRS ASCE Perp /L - +110C 24.001108 1.33118111 11 0.00 L/999 0.00 L/999 0.01 0.01 61 PLF 0 0.1 to 67 A 5.0 L fv= 21.6111001) 0.00 L/764 . 0.00 L/581 0.01 0.01 10 PLF @ -2.1 to 10 8 0.1 (v= 25.91( 011 -15 PLF @ 0.1 to -15 @ 10.0 (v= 19.91110011 10 PLF,A 0.1 to 10 0 10.0 Iv= 25.911 011 9 PLF @ -2.0 to 9 @ 0.1 L Iv= 20.3111001] 10 PLF P 0.1 to 10 A 10.0 fv= 14.311 011 61 PLF @ 5.0 to 67 @ 10.0 L fv=22.91110011 deflY1L1 deflYlTl dxL 0.11 L/384 0.14 L/320 0.03 -- -- --- -- -- -- -- - -- - --- ---- --- -- - - -- - - - -- -- -- IMWFRS ASCE Pero /1+ +110X: 24.001IDF 1.33111104 11 -43 PLF @ 0.1 to -43 @ 5.0 L Iv= 21.61)1001] 10 PLF 0 -2.1 to 10 A 0.1 fv= 25.911 011 -15 PLF @ 0.1 to -15 8 10.0 Iv== 19.91110011 10 PLF @ 0.1 to 10 8 10.0 Iv= 25,91( 011 -43 PLF A -2.0 to -43 A 0.1 L fv= 20.3111001) 10 PLF @ 0.1 to 10 0 10.0 )v= 14.31( 081 -43 PLF @ 5.0 to -43 8 10.0 1 [v= 22.911100%1 IMWFRS ASCE Pero /R - +110C 24.001108 1.33118114 11 -43 PLF A 0.1 to -43 A 5.0 L 1v= 21.6111001] 10 PLF @ -2.1 to 10@ 0.1 fv= 25.911 011 -15 PLF @ 0.1 to -15 @ 10.0 1x=19.91110011 10 PLF A 0.1 to 10 A 10.0 fv=25.911 011 -43 PLF @ -2.0 to -43 @ 0.1 L fv= 20.3111001) 10 PLF 0 0.1 to 10 0 10.0 fv=14.311 0[1 -43 PLF @ 5.0 to -43 @ 10.0 L fv= 22.91110011 1140805 ASCE Parl. + +1 -94 PLF @ 0.1 to 10 PLF A -2.1 to -15 PLF @ 0.1 to 10 PLF @ 0.1 to -36 PLF 0 -2.0 to 10 PLF @ 0.1 to -94 PLF A 5.0 to 1MOFRS ASCE Parl - +I -94 PLF A 0.1 to 10 PLF @ -2.1 to -15 PLF A 0.1 to 10 PLF 8 0.1 to -151 PLF @ -2.0 to 10 PLF A 0.1 to -94 PLF @ 5.0 to 10C 24.0011DF 1.3.31184 11 -94 9 5.0 1 (v=21.611100%1 10 A 0.1 fv=25.911 001 -15 @ 10.0 Iv=19.91110011 10 @ 10.0 1v=25.911 011 -36 A 0.1 L 10=20.3111001] 10 @ 10.0 fv=14.311 011 -94 A 10.0 L fv=22.91110011 IOC 24.00110F 1.33118111 11 -94 A 5.0 L 1x=21.6111001] 10 @ 1.1 1v=25.911 011 -15 A 10.0 10=19.91110001 10@ 10.0fv=25.9)1011 -151 @ 0.1 L Iv= 20.3111001] 10 A 10.0 1v=14.3)1 0%1 -94 @ 10.0 L fv=22.91110011 1C6C ASCE Wind 1t -4110C 24.001108 1.3311614 11 -148 PLF @ 0.1 to -148 @ 1.0 L lv=20.511100%) 10 PLF A -2.1 to 10 A 0.1 Iv= 25.911 011 -15 PLF @ 0.1 to -15 @ 10.0 (y= 19.9] [100%] 10 PLF A 0.1 to 10 A 0.9 fv= 25.911 081 -187 PLF @ -2.0 to -187 @ 0.1 L (v= 20.3111001) 10 ALF A 0.9 to 10 A 10.0 Iv= 25.911 011 10 PLF @ 0.1 to 10 @ 10.0 fv= 14.311 011 -72 PLF A 1.0 to -12 A 10.0 L Iv= 22.91110011 fC6C ASCE Wind Rt - +110C -15 PLF A 0.1 to -15 10 PLF @ -2.1 to 10 -148 PLF @ 7.0 to -148 10 PLF A 7.0 to 10 10 PLF @ 0.1 to 10 -72 PLF A -2.0 to -72 24.001108 1.3311811 11 10.0 fv= 19.91110011 @ 7.0 fv=25.9)1 011 @ 10.0 L fv= 22.9111001] P 10.0 fv= 25.911 011 @ 10.0 fv= 14.311 011 A 7.0 L fv= 22.11110011 Job: (03040903) FRADER ONE /5XX NE 96 STREET / MV2 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N SEE DWG VALTRUSS1001 FOR VALLEY DETAILS. MARTINEZ TRUSS CO., INC. 9280 N.W. South River Or. Modlay, FL 33166 (3051 883 -6261 2Rv -220# U -180# W -2' DESC. = MV2 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 2 TOTAL= 2 "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING RNO BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. "IMPORTANT.. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPICA PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM 8653 GR90 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED On THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNFR. PER ANSI /TPI 1-1995 SECTION 2. 146 MPH WIND, 22.72 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP C, WINO TCOL-5.O PSF, WINO BCOL -5.0 PSF. COMPONENTS AND CLADDING WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. SEO = 193481 REV. 19.610 SCALE =1.0000 TC LL 30.0 PSF REF OL 15.0 PSF DATE 06-11-2003 BC DL 10.0 PSF DRWG BC LL 0.0 PSF 'TOT . LO . 55.0 PSF 0/A LEN. 2 OUR.FRC 1 33 SPACING 24.0" TYPE vo 1 fALPINEIITPI CODEIIMV21103040903 /FRADER ONE /5XX NE 96 STREET) [TCLL 30.0)(TCDL 15.0j[BCDL 10.0][BCLL 0.0j[DF 1.33)10C 24.01[014 1JISOFFIT 2.0J Bearings = == IX- LoclfReactlfSizel 1 0.001f 22011 61h112.091 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade Length Pitch 1- 3 0 -43. 0.00 0.25 0.25 1 4 SP 12 N 21.36 3.51 2- 4 60 0 0.00 0.24 0.24 1 4 SP 12 N 20.53 0.65 1- 2 160 -154 - = -= Plate Member = -� PLATE MEMBER 0.50 -Vert - 0- 2 5 -0 - = -= Fictions Member= SP 12 N 3.54 1.80 EndPLs MaxTen MaxComo AXL GLC S Grade Length Brace Node X -Lnc 0 -0.00 1 0.29 2 0.29 3 2.00 4 2.00 Y 22.21 22.29 22.25 22.19 22.34 2X4 Plate Method deflYlLl def1YIT1 - - -- - - - -- - - -- - -- -- - - -- -- --- - - -- --- -- 0.00 L/999 0.00 L/999 0.11 L/380 0.20 L/207 0.00 L/999 0.00 L/999 dab 0.00 0.03 0.00 Brace Plvwd Diaoh deT 0.00 0.06 0.00 ISTD.AUTO.LOADIIOC 24.00110E 1.3311814 11 60 PLF @ 0.0 to 60 @ 2.0 Iv= 25.91110041 30 PLF 0 0.0 to 30 P 2.0 1v= 25.911 041 20 PLF @ 0.0 to 20 @ 2.0 Iv= 17.211 041 IMWFRS ASCE Pero /1+ +1IOC 24.00110E 1.3311014 11 11 PLF @ 0.8 to 11 @ 2.0 Iv= 25.911 041 -15 PLF 0 0.2 to -15 P 2.0 Iv= 22.31(10041 10 PLF @ 0.0 to 10 @ 2.0 Iv= 11.211 041 -50 PLF 0 1.0 to -50 0 2.0 L (v= 22.91110091 308WFRS ASCE Pero /L - MCC 24.003IDF 1.3311014 1) 11 PLF 0 0.8 to 11 P 2.0 Iv=25.91f 001 -15 PLF @ 0.2 to -15 @ 2.0 fv= 22.31310041 10 PLF 0 0.0 to 10 P 2.0 Iv= 17.211 011 . -50 PLF @ 1.0 to -50 @ 2.0 L Iv= 22.911100%1 MFRS ASCE Pero/8+0110C 24.001(0F 1.3311014 1) 11 PLF @ 0.8 to 11 @ 2.0 Iv= 25.911 041 -15 PLF P 0.2 to -15 P 2.0 Iv= 22.31110011 10 PLF @ 0.0 to 10 @ 2.0 Iv= 17.211 041 -44 PLF @ 1.0 to -44 @ 2.0 L (v= 22.9111004) IBWFRS ASCE Perp /R - +)FOC 24.001IDF 1.3311014 1) 11 PLF P 0.8 to 11 0 2.0 Iv= 25.911 011 -15 PLF @ 0.2 to -15 @ 2.0 fv= 22.311100%1 10 PLF @ 0.0 to 10 @ 2.0 fv =17.211 0%1 -44 PLF P 1.0 to -44 P 2.0 L Iv= 22.91110011 (MWFRS ASCE 11 PLF @ -15 PLF @ 10 PLF P -95 PLF @ IMWFRS ASCE 11 PLF @ -15 PLF 0 10 PLF @ -95 PLF P Part ++)IOC 24.00110E 1.33111114 11 0.8 to 11 @ 2.0 fv= 25.911 041 . 0.2 to -15 @ 2.0 Iv= 22.31110041 0.0 to 10 P 2.0 fv= 11.21( 011 1.0 to -95 @ 2.0 L Iv=22.91110011 Parl - +l IOC 24.001IDF 1.3311814 1) 0.8 to 11 @ 2.0 fv= 25.911 041 0.2 to -15 P 2.0 Iv= 22.31110091 0.0 to 10 @ 2.0 3v= 17.211 041 1.0 to -95 P 2.0 L fv= 22.91110091 IC&C ASCE Wind Lt - MCC 24.001IDF 1.33111814 11 -180 PLF P 1.0 to -180 P 2.0 L fv= 22.9111004) 11 PLF @ 0.0 to 11 @ 2.0 fv= 25.911 041 -15 PLF @ 0.2 to -15 @ 2.0 fv= 22.31110041 10 PLF P 0.0 to 10 P 2.0 fv= 17.211 081 1C6C ASCE Wind Rt +110X: 24.001IDF 1.331(014 11 -180 PLF @ 1.0 to -180 @ 2.0 L (v= 22.9111004) 11 PLF @ 0.0 to 11 @ 2.0 f v= 25.911 041 -15 PLF 0 0.2 to -15 0 2.0 Iv= 22.31110091 10 PLF @ 0.0 to 10 @ 2.0 fv=17.211 041 P' •;. Job: (03040903) FRRDER ONE /5XX NE 96 STREET / MV4 THIS DWG. PREPARED 8Y THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP d2 N 80T CHORD 2x4 SP 42 N WEBS 2x4 SP 43 SEE DWG VALTRUSS1001 FOR VALLEY DETAILS. 2X4(01)'" MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 (305r 883.6261 1.5X4 Rv =110pIF 146 MPH WIND, 22.34 FT MEAN HGT ASCE 7 -98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CRT II, EXP C, WIND TCOL -5.0 PSF, WIND BCOL -5.0 PSF. COMPONENTS AND CLRODINb WIND PRESSURES CONSIDERED FOR UPLIFT CALLOUTS. U =127pIF 1 DESC. = MV4 SEO = 193485 REV, 19.610 SCALE =1 0000 PLT. TYP.- WAVE_TPI95 TPI(STO) OTY= 2 TOTAL= 2 •*WARNING.• TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED NY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MROISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTRCHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE f'1 PROPERLY ATTACHED RIGIC � CEILING. ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ' — ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING PROVISIONSSOF ' (NATIONAL I DESIGN SPECIFI CRTI ON SHEO ICAN 1111 L j� n4'I�}�� PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR RSTM A653 GR40 GALV. STEEL ' (� EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED On THIS DESIGN POSITION CONNECTORS PER ORAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER RNSI /TPI 1-1995 SECTION 2. TC LL - 30.0 PSF REF TC OL 15.0 PSF DATE 06- 11-2003 BC DL 10.0 PSF DRWG BC LL 0.0 PSF TOT . LD . 55.0 PSF 0/R LEN. 4 DUR.FAC. 1 33 SPACING 24.0" TYPE vol fALPINEIFTPI CODE1IMV41103040903 /FRADER ONE /5XX NE 96 STREET1 [TCLL 30.01ITCDL 15.01[BCD1, 10.0J[BCLL 0.0][DF 1.33][OC 24.0][NM l][SOFFIT 2.0] Bearinas = == IX- LocIIReactllSizel 1 0.0011 44011 199h114.001 ISTD.AUTO.LOADIIOC 24.00110F 1.331INM 11 60 PLF @ 0.0 to 60 @ 4.0 1v= 25.91110091 30 PLF P 0.0 to 30 P 4.0 Iv= 25.911 041 20 PLF @ 0.0 to 20 @ 4.0 Iv= 16.411 061 EndPts MaxTen HaxComo AXL BND CSI GLC S Grade Length Pitch 1- 3 51 -134 0.00 0.26 0.26 1 4 SP 82 N 46.96 4.04 PIvwd MFRS ASCE Pero /L + +I10C 24.00110F 1.311111M 1] 2- 4 199 -1 0.00 0.09 0.09 1 4 SP 62 N 44.51 0.30 Dinh 11 PLF 8 0.8 to 11 @ 4.0 Iv= 25.911 081 1- 2 179 -175 - = -= Plate Member =-=- PLATE MEMBER 0.50 -Vert- -15 PLF 0 0.2 to -15 P 4.0 Iv= 21.51110081 0- 2 6 -0 �- =Fictious Member= - =- SP 42 N 3.56 2.30 10 PLF @ 0.0 to 10 @ 4.0 1v= 16.411 081 =49 PLF P 1.0 to -49 P 4.0 L fv= 22.91110081 EndPts MaxTen HaxComo AXL GLC S Grade Lenath Brace 3- 4 320 -158 0.10 9 4 SP 13 10.76 IMWFRS ASCE Pero /L - +110C 24.001IDF 1.331fNM 1] 11 PLF P 0.8 to 11 P 4.0 Iv= 25.911 081 Node X -Loc Y -Loc Plate Method deflY(L) deflY(T) dxL dxT -15 PLF @ 0.2 to -15 @ 4.0 fv= 21.51110091 0 0.00 21.44 - - -- - - - -- - - -- - - - -- - - -- - - -- 10 PLF P 0.0 to 10 P 4.0 Iv= 16.411 0%1 1 0.29 21.54 2X4 -49 PLF @ 1.0 to -49 @ 4.0 L Iv=22.911100%I 2 0.29 21.50 0.00 L/999 0.00 1/999 0.00 0.00 -- - -- - -- - - -- - - - - -- - -- -- --- - - - - - - -- 3 4.00 22.79 1.5X4 N 0.00 L/999 0.00 1/999 0.00 0.00 OMMFRS ASCE Pero /R+ +110X: 24.001IDF 1.3311NM 1] 4 4.00 21.59 1.5X4 N 0.00 L/999 0.00 L/999 0.00 0.00 11 PLF @ 0.8 to 11 @ 4.0 fv= 15.911 081 -15 PLF P 0.2 to -15 P 4.0 (v= 21.511100%1 10 PLF @ 0.0 to 10 6 4.0 Iv=16.411 081 -44 PLF @ 1.0 to -44 @ 4.0 L N=22.911100%1 fMNFRS ASCE Pero /R - +110C 24.6011DF 1.3311411 1] 11 PLF P 0.8 to 11 0 4.0 Iv =25.911 0%1 -15 PLF @ 0.2 to -15 @ 4.0 Iv=21.511100%1 10 PLF @ 0.0 to 10 @ 4.0 lv=16.41 f 081 -44 PLF 0 1.0 to -44 P 4.0 L (v=22.91110011 114WFRS ASCE Parl+ +I(OC 24.001IDF 1.3311014 11 11 PLF @ 0.8 to 11 @ 4.0 Iv=25.91 f 081 -15 PLF @ 0.2 to -15 @ 4.0 Iv=21.51I100%1 10 PLF P 0.0 to 10 P 4.0 Iv=16.411 081 -95 PLF @ 1.0 to -95 @ 4.0 1 (v= 22.91[10081 [MYNAS ASCE Parl - +IIOC 24.001IDF 1.33114M 11 11 PLF @ 0.8 to 11 @ 4.0 Iv=25.911 081 -15 PLF P 0.2 to -15 P 4.0 lv=21.51I10081 10 PLF @ 0.0 to 10 @ 4.0 Iv =16.41( 081 -95 PLF P 1.0 to -95 P 4.0 L (v=22.911100%I IC&C ASCE Wind Lt - +110C 24.001IDF 1.3311411 11 -77 PLF P 3.8 to -77 P 4.0 L Iv=22.9111001] 11 PLF @ 0.0 to 11 @ 3.8 Iv=25.911 081 -15 PLF @ 0.2 to -15 @ 4.0 fv=21.51(10011 11 PLF P 3.8 to 11 P 4.0 fv =25.91( 081 -180 PLF @ 1.0 to -180 @ 3.8 L [v=22.8111001] 10 PLF P 0.0 to 10 P 4.0 fv=16.411 081 IC&C ASCE Wind Rt - +1IOC 24.001IDF 1.331INM 11 11 PLF 0 0.0 to 11 P 1.0 fv=25.911 091 -180 PLF @ 1.0 to -180 @ 4.0 L Iv =22.9111008] 11 PLF P 1.0 to 11 P 4.0 Iv=25.911 091 -15 PLF @ 0.2 to -15 @ 4.0 Iv=21.51110011 10 PLF 0 0.0 to 10@ 40Iv=16_411 011 Job:(03040303) FRADER ONE /5XX NE 96 STREET / MV6 TOP CHORD 2x4 SP tt2 N BOT CHORO 2x4 SP #2 N WEBS 2x4 SP U3 DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. SEE DWG VALTRUSS1001 FOR VALLEY DETAILS. 2X4 (01) DESC. = MV6 PLT. TYP.- WRVE_TPI95 TPI(STD) MRRTINEZ TRUSS CO., INC. 9280 N.W. South Slyer Or. Medle , FL 33168 (3051 883.6261 THIS DWG. PREPARED **WARNING** TRUSSES REOUIRE EXTREME CRRE IN FRBRICRIING HANDLING SHIPPING INSTALLING RNO BRACING. REFER TO HIB -91 (HANDLING INSTALLING RNO BRACING), PUBLISHED BY TPI (TRUS PLATE INSTITUTE, DR., PRIOR TO PERFORM ING ONS . TOP PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI CEILING. •*IMPORTRNT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTO ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY OEVIATI N FROM THI DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABR GATING, HANDLING, SHIPPING, INSTRLLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIRTION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCRTED rUF THIS DESIGN POSITION CONNECTORS PER DRAWINGS I60 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PFR ANSIYTPI 1-1995 SECTION 2. BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 MPH WIND, 21.97 FT MEAN HGT ASCE 7-98, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, CAT II, EXP C, WIND TCOL -5.0 PSF, WIND BCDL -5.0 PSF. COMPONENTS ANO CLADDING WIND PRESSURES CONSIOEREO FOR UPLIFT CRLLOUTS. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. WI T t s M M N N 1.5X4 R.0- 110pIF U- 106p1F W -6' SEC) = 193487 OTY= 2 TOTAL= 2 REV. 19.610 SCALE =1.0000 Jt14 i tµtld TC LL TC OL BC OL BC LL TOT.LO. 30.0 PSF 15.0 PSF 10.0 PSF 0.0 PSF 55.0 PSF DUR . FRC . 1.33 SPACING 24.0" REF DATE 06 -11 -2003 DRWG 0/A LEN. 6 TYPE vo fALPINEIFTPI CODEl1M061103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 30.0][TCDL 15.01[BCDL 10.0](BCLL 0.0][DF 1.331[OC 24.0][NM•1][SOFFIT 2.0] Bearings = == IX-Locl IReactl fSizel f 0.0011 66011 251h116.001 EndPts MaxTen HaxComo AXL BND CSI GLC S Grade Length 1- 3 80 -117 0.00 0.62 0.62 6 4 SP 12 N 72.58 2 -. 4 251 -1 0.00 0.25 0.25 1 4 SP 12 N 68.51 1- 2 300 -273 - = -= Plate Member =-_- PLATE MEMBER 0.50 0- 2 6 -0 =- =Fictious Member = - =- SP 82 N 3.51 EndPts MaxTen MaxComn AXL GLC S Grade 3- 4 428 -241 0.13 9 4 SP (3 Node 0 1 2 3 4 X -Loc 0.00 0.29 0.29 6.00 6.00 Y -Loc 20.69 20.79 20.75 22.79 20.84 Lenath Brace 19.76 Plate Method deflY1L1 deflY(T) - -- - - - -- - - -- - - - -- 204 - - --- -- - -- 0.00 L/999 0.00 L/999 3X5 N 0.00 L/999 0.00 L/999 1.5X4 N 0.00 L/999 0.00 L/999 ISTD.AUTO.LOAD110C 24.00110F 1.33111IM 11 60 PLF @ 0.0 to 60 @ 6.0 [v =25.911100%1 30 PLF A 0.0 to 30 A 6.0 Iv=25.91I 011 20 PLF @ 0.0 to 20 @ 6.0 10=15.71( 011 Pitch Brace -- - -- - - - - - - - - - -- -- - - - - --- 4.20 Plvwd IMWFRS ASCE Pero /L + +110C 24.00110F 1.331fNM 1] 0.20 Diaph 11 PLF @ 0.8 to 11 @ 6.0 Iv=25.911 011 -Vert- -15 PLF A 0.2 to -15 A 6.0 Iv-20.811100U 2.48 10 PLF @ 0.0 to 10 @ 6.0 Iv=15.711 011 -49 PLF A 1.0 to -49 A 6.0 L fv=22.91110011 IMWFRS ASCE Perm /L - +11OC 24.0011DF 1.331114M 1] 11 PLF A 0.0 to 11 A 6.0 Iv=25.911 011 dxL dxT -15 PLF @ 0.2 to -15 @ 6.0 ;v=20.811100%1 - - -- 10 PLF A 0.0 to 10 A 6.0 Iv=15.711 011 - - -- -49 PLF @ 1.0 to -49 @ 6.0 L 1v=22.91110011 0.00 _ -_ _ _-_- -- -- -= ---- ------ - -- -- ----- = 0.00 0.00 IMWFRS ASCE Pero /0+1IOC 24.00110F 1.331111M 1] 0.00 0.00 11 PLF @ 0.8 to 11 @ 6.0 Iv=25.911 011 -15 PLF A 0.2 to -15 A 6.0 10=20.81110011 10 PLF @ 0.0 to 10@ 6.0fv=15.711 011 -44 PLF @. 1.0 to -44 @ 6.0 L fv= 22.91110011 -- - - - - - - - - - - - - - - - - - - - - IMWFRS ASCE Pero /R - +lFOC 24.00110F 1.3311NM 1] 11 PLF A 0.8 to 11 A 6.0 fv= 25.911 011 -15 PLF @ 0.2 to -15 @ 6.0 f v=20.81 110011 10 PLF 0.0 to 10@ 6.0 fv=15.711 011 -44 PLF A 1.0 to -44 A 6.0 L 1v =22.91110011 MFRS ASCE Part + +1IOC 24 11 PLF @ 0.8 to 11 -15 PLF @ 0.2 to -15 @ 10 PLF A 0.0 to 10 0 -94 PLF @ 1.0 to -94 @ (M11FRS ASCE Parl - +110C 24 11 PLF @ 0.8 to 11 -15 PLF A 0.2 to -15 A 10 PLF @ 0.0 to 10@ -94 PLF A 1.0 to -94 A ICCC ASCE Wind Lt - +110C 2 -16 PLF A 3.8 to -16 A 11 PLF @ 0.0 to 11 . -15 PLF @ 0.2 to -15 @ 11 PLF A 3.8 to 11 A -174 PLF @ 1.0 to -114 @ 10 PLF A 0.0 to 10 A ICE ASCE Wind Rt - +1100 -174 PLF A 3.0 to -174 11 PLF @ 0.0 to 11 -15 PLF A 0.2 to -15 11 PLF @ 3.0 to 11 -76 PLF @ 1.0 to -76 10 PLF A 0.0 to 10 .0011DF 1.331INM 11 6.0 fv= 25.911 011 6.0 fv= 20.81110011 6.0 10=15.711 001 6.0 L 10=22.91110011 .0011DF 1.331 1NM 11 6.0 (v=25.911 011 6.0 [v=20.81110011 6.0 Iv= 15.711 011 6.0 L fv=22.91110011 4.0011DF 1.33118M 11 6.0 L 10=22.91110011. 3.8 Iv=25.91I 011 6.0 N=20.811100%1 6.0 10=25.911 011 3.8 L (0=22.0111001] 6.0 fv=15.711 011 24.00110F 1.3311NM 11 A 6.0 L 10=22.9111001] @ 3.0 fv= 25.911 011 A 6.0 fv=20.81110011 @ 6.0 Iv=25.91] 011 @ 3.0 L Iv=21.8111001J A 6.0 Iv=15.711 011 1 Job: (030409031 FRADER ONE /5XX NE 96 STREET / FTI THIS DWG. PREPARED TOP CHORD 2x4 SP 42 N BOT CHORD 2x4 SP 42 N WEBS 2x4 SP fl3 1.5X4 X Rv -h281* MRRTINEZ TRUSS CO., INC. 9280 N.W. South River Or. Medley, FL 33166 (305T 883 -6261 3'8 "6 3'8 "6 3X5 7'2" 7'2" 3'5 "10 .7'2" 1.5X4 3X4 3X4 17'. 9 .1 6 7.: . 2'4' - W1 Wl W2 W1 2L 17' 9'6" 16'8" 17' 1.5)(4 3X4 12'11 "10 3'5"10 12'11 "10 3'5 "10 DESC. = FTI PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 7 TOTAL= 7 OEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. ' TRUSS MUST BE INSTALLED RS SHOWN WITH TOP CHORD UP. 3X4 3X4 3X7 16'B" 3'8 "6 16'8" 3'8 "6 BY THE ALPINE JOB OESIGNER 4X5 AO .1 ZAW 3,c4 J 17' **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRIC HRNOLING SHIPPING INSTALLING RNO BRRCING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) FOR SRFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS._ UNLESS OTHERWISE INDICATED TOP CHORD SHALL HA PROPERLY ATTACHED STRUCTURAL PRNELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN T1 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLEEEEEE FOFI ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTIONRL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRLIO GRLV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ' THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SE 0 AL ON THIS DRAWING INDICATES ACCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. 4" Rv■9394 N -3" T TT mm W1 0 pp N N _L _L REV. TC LL TC DL BC OL BC LL TOT.LO. OUR.FAC. SPACING PROGRAM FROM TRUSS MFR'S LAYOUT SEO = 193435 9.610 SCALE =0.3750 40.0 PSF REF 10.0 PSF DATE 06-11-2003 5.0 PSF ORWG 0.0 PSF 55.0 PSF 0/R LEN. 161000 1.00 24.0" TYPE comn fALPINEIFTPI CODEI1FT11103040903 /FRADER ONE /5XX NE 96 STREETI ['ICU 40.01[TCDL 10.01(BCDL 5.0J[BCLL 0.01(DF 1.001[0C 24.01[11M 11[SOFFIT 0.0J Bearinas = -- fX- LoclIReactllSizel ---- f 0.1711 9211110.251 116.9211 939110.251 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade Lenath Pitch Brace 0- 2 0 -0 0.00 0.00 0.00 1 4 SP 42 N 1.00 0.00 Plvwd 2- 4 0 -0 0.00 0.30 0.30 1 4 SP 12 N 43.31 0.00 Plvwd 4- 6 0 -2250 0.07 0.30 0.37 1 4 SP 12 N 41.62 0.00 P1ve1 6- 7 0 -2272 0.08 0.08 0.16 1 4 SP 12 N 10.00 0.00 Plvwd 7- 8 0 -2272 0.08 0.09 0.17 1 4 SP 02 N 18.00 n.Dn Plvwd 8 -11 0 -2251 0.07 0.44 0.51 1 4 SP 12 N 39.81 0.00 Plvwd 11 -13 0 -1634 0.04 0.10 0.14 1 4 SP f2 N 45.62 -0.00 Plvwd 13 -15 0 0 0.00 0.51 0.51 1 4 SP 12 N 3.00 0.00 Plvwd 1- 3 0 0 0.00 0.20 0.20 1 4 SP 42 N 1.00 0.00 Dinh 3- 5 1592 0 0.39 0.24 0.63 1 4 SP 12 N 83.25 n.nn Dinh 5- 9 2212 0 0.56 0.08 0.64 1 4 SP 12 N 31.50 0.00 Diaoh 9 -10 1764 0 0.43 0.01 0.50 1 4 SP f2 N 28.25 0.00 Diaph 10 -12 1164 0 0.43 0.06 0.50 1 4 SP 12 N 13.31 0.00 Diaph 12 -14 0 -1 0.00 0.06 0.06 1 4 SP 12 N 42.62 0.00 Diaph 15 -16 0 0 -=-= Fictious Member = - =- SP 12 N 1.50 0.00 EndPts MaxTen MaxComo AXL GLC S Grade Lenath Brace 2- 3 0 - 156 0.03 1 4 SP 13 17.00 3- 4 0 -1761 0.56 1 4 SP 13 43.35 4- 5 740 0 0.30 1 4 SP 13 43.35 5- 6 0 -259 0.05 1 4 SP 13 17.00 8- 9 0 -248 0.05 1 4 SP 13 11.00 9 -11 552 0 0.22 1 4 SP 13 41.74 11 -12 0 -115 0.16 1 4 SP 13 11.00 12 -13 1818 0 0.13 1 4 SP 13 42.66 13 -14 21 0 0.01 1 4 SP 13 17.00 Node X -Lnr. Y -I,nr. Plate Method def1YILI deflY(T1 dxL dxT 0 0.17 10.82 0.00 L / ? ?? 0.00 L / ? ?7 0.00 0.00 1 0.17 9.11 0.00 L/999 0.00 L/999 0.00 0.00 2 0.25 10.82 1.594 N 0.01 L/999 0.01 L/999 0.03 0.04 3 0.25 9.11 3X5 N 0.01 L/999 0.01 L/999 0.00 0.00 4 3.86 10.82 3X5 N 0.10 1.1999 0.13 L/999 0.03 0.04 5 7.19 9.11 3X4 N 0.14 L/999 0.19 L/999 0.01 0.02 6 7.33 10.82 1.514 N 0.14 L/999 0.20 L/999 0.02 0.03 7 8.11 10.82 3X4 N 0.14 L/999 0.20 L/999 0.02 0.03 8 9.67 10.82 1.594 N 0.14 L/999 0.19 L/999 0.02 0.02 9 9.81 9.11 394 N 0.14 L/999 0.19 L/999 0.02 0.03 10 12.17 9.11 304 N 0.12 L/999 0.16 L/999 0.03 0.03 11 12.99 10.82 304 N 0.11 L/999 0.15 L/999 0.01 0.01 12 13.28 9.11 397 N 0.10 L/999 0.14 L/999 0.03 0.04 13 16.79 10.82 4X5 N 0.03 L/999 0.04 L/999 0.00 0.00 14 16.83 9.11 1.5X4 N 0.03 L/999 0.04 L/999 0.03 0.04 15 17.04 10.82 0.00 L/999 0.00 L/999 0.00 0.00 16 11.17 10.82 - - -- - - - -- - - -- - - - -- - - -- - - -- 1STD.AUTO.LOADIIOC 24.001FDF 1.0011NM 11 10 PLF 0.2 to 10 @ 16.81v = 4.011 0%1 80 PLF A 0.2 to 80 A 17.2 Iv= 14.01110001 20 PLF @ 0.2 to 20 0 17.2 Fv= 14.011 091 Job: (03040903) FRADER ONE /5XX NE 96 STREET / FG1 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT' TOP CHORD 2x4 SP 112 N BOT CHORD 2x6 SP #1 WEBS 2x4 SP #3 :W1 2x6 SP #2: • SPECIAL LORDS (LUMBER OUR.FAC. -1.00 / PLATE OUR.FAC. -1.00) TC - From 50 PLF ot 0.00 to 50 PLF ot 14.00 BC - From 799 PLF ot 0.00 to 799 PLF ot 3.90 BC - From 470 PLF ot 3.90 to 470 PLF ot 13.71 BC - From 10 PLF of 13.71 to 10 PLF at 14.00 TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORO UP. O6A, 1.5X4 W1 ' 14X7 Rv- 4628 # W -4" DESC. = FG1 PLT. TYP.-WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9260 N.V. South River Or. Medteu, FL 33166 (305T 883 -6261 3'6" 7' 3'5 3'6" 3'6' 3'5" 4X7 4X6 W3 7' 3'6 14' 14' 3X7 3X4 14' 143 2 Complete Trusses Required NAILING SCHEOULE: (16d_oommon..nolls) TOP CHORD: 1 ROW 0 12" 0.0. BOT CHORD: 1 ROW 0 4" o.c. WEBS : 1 ROW 0 4" o.o. USE EOURL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOIO SPLITTING. ** *LORDING ON THIS TRUSS CALCULATED BY JOB-DESIGNER, AND MODIFIED BY TRUSS FABRICATOR * ** DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. THE TC OF THIS TRUSS SHALL BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 10'6" 3'6" 10'6" 3'6" W4 3X6 •+WARNING *• TRUSSES REOUIRE EXTREME CARE IN FABRICAJING HANDLING SHIPPING INSTALLING BRACING. AND TO HI8-91 ( PLATE INSTITUTE, 5830'ONOFRIO0R. INSTALLING SUITE200, MADISON, �WI. 537191 F FOR SSAFFE� (TRUSS SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Ii PROPERLY ATTACHED R CEILING. "IMPORTANT.* FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICRTING HANDLING, SHIPPING, INSTALLING RNO BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTIONRL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM R653 GR40 GRLV. STEEL EXCEPT AS NOTED. RPPLY CONNECTORS TO ERCH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SERL ON THIS DRAWING INDICATES RCCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULRR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGNER. PER_ANSILTP1_1 5 - _ SECTION 2 . 3X8 TPI(STD) OTY= 1 PLIES= 2 TOTAL= 2` W2 13'11" 3'5' 1.5X4 13'11" 14' 3'5" 4X7 1 W1 N Rv -3665# W -4" TC LL TC DL BC DL BC LL TOT.LD. E5 SE0 = 193296 REV. 19.610 SCALE = 0.5000 DUR.FAC. 1 00 40.0 PSF REF 10.0 PSF DATE 06-10-2003 5.0 PSF DRWG 0 . 0 PSF 55.0 PSF 0/A LEN. SPACING 24.0" TYPE comn 140104 fALPINEIITPI CODEl1FG11103040903 /FRADER ONE /5XX NE 96 STREET1 1TCLL 40.011TCDL 10.01(BCDL 5.01(BCLL 0.01(DF 1.001[0C 24.01(N14 21[SOFFIT 0.01 ISTD.AUTO.LOADIIOC 24.0011DF 1.0011NM 21 Bearings = == 1X- LocllReactllSizel -- -- 10 PLF @ 0.1 to 10 @ 14.1 fv= 4.011 09 1 0.1911 4621110.331 113.6911 3665110.331 80 PLF P 0.1 to 80 P 14.1 fv= 14.0111001 335 PLF @ 0.1 to 335 @ 13.8 fv= 4.0111001 EndPts MaxTen MaxComo AXL BND CSI GLC S Grade Length Pitch Brace 125 PLF @ 0.1 to 125 @ 13.8 fv= 4.011 01 0- 2 0 -0 0.00 0.00 0.00 1 4 SP 12 N 1.00 0.00 Plvwd 239 PLF P 0.1 to 239 P 4.0 fv= 4.0111001 2- 5 0 -0 0.00 0.11 0.11 1 4 SP 12 N 39.25 0.00 Plvwd 90 PLF @ 0.1 to 90 @ 4.0 fv= 4.011 01 5- 1 0 - 6622 0.18 0.16 0.33 1 4 SP 12 N 43.75 0.00 Plvwd -50 PLF P 0.1 to -50 P 14.1 fv= 14.011100% 7- 9 0 -5890 0.14 0.10 0.24 1 4 SP 12 N 10.75 0.00 Plvwd 20 PLF @ 0.1 to 20 @ 14.1 fv=14.01I 01 9 -11 0 -5890 0.14 0.14 0.28 1 4 SP 12 N 33.00 0.00 Plvwd 11 -13 0 -0 0.00 0.10 0.10 1 4 SP 12 N 39.25 -0.00 Plvwd 13 -15 0 0 0.00 0.00 0.00 1 4 SP 12 N 1.00 0.00 Plvwd 1- 4 0 -0 0.00 0.01 0.01 1 6 SP 11 3.00 0.00 Diaoh 3 4 0 -0 0.00 0.31 0.31 1 6 SP 11 2.00 0.00 Diaoh 3- 6 6106 0 0.41 0.37 0.78 1 6 SP 11 42.75 0.00 Diaoh 6- 8 8040 0 0.54 0.22 0.76 1 6 SP 11 40.25 0.00 Diaoh 8 -10 8040 0 0.54 0.25 0.79 1 6 SP 11 40.25 0.00 Diaoh 10 -14 5436 0 0.37 0.29 0.66 1 6 SP 81 42.75 0.00 Diaoh 12 -14 0 -0 0.00 0.29 0.29 1 6 SP 11 2.00 0.00 Diaph EndPts MaxTen MaxComo AXL GLC S Grade Lenoth Brace 12 -16 0 -0 0.00 1 6 SP 11 3.00 2- 3 0 -93 0.00 1 6 SP 12 15.00 3- 5 0 6818 0.92 1 4 SP 13 36.93 5- 6 2920 0 0.59 1 4 SP 13 15.00 6- 7 0 1516 0.24 1 4 SP 13 41.32 7- 8 1539 0 0.31 1 4 SP 13 15.00 7 -10 0 - 2309 0.36 1 4 SP 13 41.32 10-11 2571 0 0.52 1 4 SP 13 15.00 11 -14 0 -6069 0.82 1 4 SP 83 36.93 13-14 0 -88 0.00 1 6 SP 12 15.00 Node X -Loc Y -Lnc Plate Method deflYIL1 deflYfT1 dxL dxT 0 0.10 10.82 0.00 L/999 0.00 L/999 0.00 0.00 1 0.10 9.19 - --- --- -- - -'- ----- - --- ----- 2 0.19 10.82 1.504 N 0.00 L/999 0.00 L/999 0.03 0.04 3 0.19 9.19 0.00 L/999 0.00 L/999 0.00 0.00 4 0.35 9.19 407 N 0.00 L/999 0.00 L/999 0.00 0.00 5 3.46 10.82 4X7 N 0.09 L/999 0.12 L/999 0.03 0.04 6 3.75 9.19 406 N 0.10 L/999 0.13 L/999 0.01 0.01 7 7.10 10.82 301 N 0.12 L/999 0.17 L/968 0.02 0.02 8 7.10 9.19 208 N 0.13 L/999 0.17 L/957 0.02 0.02 9 8.00 10.82 304 N 0.12 L/999 0.17 L/978 0.01 0.02 10 10.46 9.19 306 G 0.09 L/999 0.13 L/999 0.02 0.03 11 10.75 10.82 3X8 N 0.09 L/999 0.12 L/999 0.00 0.00 12 13.85 9.19 4X7 N 0.00 L/999 0.00 L/999 0.03 0.04 13 14.02 10.82 1.5X4 N 0.00 L/999 0.00 L/999 0.00 0.00 14 14.02 9.19 0.00 L/999 0.00 L/999 0.03 0.04 15 14.10 10.82 0.00 L/999 0.00 L/999 0.00 0.00 16 14.10 9.19 1 Job:(03040903) FRADER ONE /5XX NE 96 STREET / FG2 TOP CHORD 2x4 SP #2 N BOT CHORD 2x6 SP 42 WEBS 2x4 SP 43 :W1 2x6 SP #2: SPECIAL LORDS (LUMBER OUR.FRC. -1.00 / PLATE OUR.FRC. -1.00) TC - From 100 PLF ot 0.00 to 100 PLF ot 28.58 BC - From 395 PLF ot 0.00 to 395 PLF ot 3.93 8C - From 210 PLF of 3.93 to 210 PLF ot 11.63 BC - From 10 PLF ot 11.63 to 10 PLF of 28.58 TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. T N 1 3'11 "3 7'10 "5 3'11 "3 5 3'11 "3 Rv =2146# W -3 "8 DESC. = FG2 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 (305T 883.6261 3X8 \ ""l 3X5 3X4 3'11 "3 BC1 3'11"3 7'10"5 3'(( "3 TPI (STD) 11'9 "8 3'11 "3 11'9 "8 3'11 "3 X 28'7" 15 ? 3'7 "12 ( X1 15'5 "4 3'72 Rv -3328# W -4" 28'7" 2 Complete Trusses Required 19'1" 3'7"12 2'4" 3X4 3X4 1.5X4 19'1' 21'4 "15 3'7 "12 OTY= 1 PLIES= 2 TOTRL= 21'4 "15 25' 2'4" 4 3 '7" 25' 3'7" ++WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICF�TING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTRLLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES i, PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY RTTACHED RIGI CEILING. *•IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED 0t, THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULRR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SECTION 2. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT NAILING SCHEOULE: (16d_common_notis) TOP CHORD: 1 ROW 0 12" o.c. BOT CHORD: 1 ROW 0 8" o.o. WEBS : 1 ROW 0 4" o.o. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** *LOADING ON THIS TRUSS CALCULATED BY JOB-OESIGNER, AND MODIFIED BY TRUSS FABRICATOR * ** DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. THE TC OF THIS TRUSS SHALL BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 3 121203 28'7" 3'7' 28'7" 3'7" Rv -722# 5X4 W3T N 1 3X -3 "8 SE0 = 193584 REV. 19.610 SCALE = 0.2500 TC LL 40.0 PSF REF l TC DL 10.0 PSF I - DATE 06-11-2003 BC OL PSF,DRWG BC LL (5):(0) PSF TOT . LD . 55.0 PSF I O/A LEN. 280700 DUR.FAC. 1.00 I SPACING 24.0" I comn • it - -- r - - 3X5 3X4 4X4 3X4 4X4 1.5X4 IS 3X4 d- 1 i •o••o 'c.o••o Job:(03040903) FRADER ONE /5XX NE 96 STREET / FG2 TOP CHORD 2x4 SP #2 N BOT CHORD 2x6 SP 42 WEBS 2x4 SP 43 :W1 2x6 SP #2: SPECIAL LORDS (LUMBER OUR.FRC. -1.00 / PLATE OUR.FRC. -1.00) TC - From 100 PLF ot 0.00 to 100 PLF ot 28.58 BC - From 395 PLF ot 0.00 to 395 PLF ot 3.93 8C - From 210 PLF of 3.93 to 210 PLF ot 11.63 BC - From 10 PLF ot 11.63 to 10 PLF of 28.58 TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. T N 1 3'11 "3 7'10 "5 3'11 "3 5 3'11 "3 Rv =2146# W -3 "8 DESC. = FG2 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33166 (305T 883.6261 3X8 \ ""l 3X5 3X4 3'11 "3 BC1 3'11"3 7'10"5 3'(( "3 TPI (STD) 11'9 "8 3'11 "3 11'9 "8 3'11 "3 X 28'7" 15 ? 3'7 "12 ( X1 15'5 "4 3'72 Rv -3328# W -4" 28'7" 2 Complete Trusses Required 19'1" 3'7"12 2'4" 3X4 3X4 1.5X4 19'1' 21'4 "15 3'7 "12 OTY= 1 PLIES= 2 TOTRL= 21'4 "15 25' 2'4" 4 3 '7" 25' 3'7" ++WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICF�TING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTRLLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES i, PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY RTTACHED RIGI CEILING. *•IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED 0t, THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULRR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SECTION 2. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT NAILING SCHEOULE: (16d_common_notis) TOP CHORD: 1 ROW 0 12" o.c. BOT CHORD: 1 ROW 0 8" o.o. WEBS : 1 ROW 0 4" o.o. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** *LOADING ON THIS TRUSS CALCULATED BY JOB-OESIGNER, AND MODIFIED BY TRUSS FABRICATOR * ** DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. THE TC OF THIS TRUSS SHALL BE BRACED WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 3 121203 28'7" 3'7' 28'7" 3'7" Rv -722# 5X4 W3T N 1 3X -3 "8 SE0 = 193584 REV. 19.610 SCALE = 0.2500 TC LL 40.0 PSF REF l TC DL 10.0 PSF I - DATE 06-11-2003 BC OL PSF,DRWG BC LL (5):(0) PSF TOT . LD . 55.0 PSF I O/A LEN. 280700 DUR.FAC. 1.00 I SPACING 24.0" I comn (ALPINEIITPI CODEIlFG21 [03040903 /FRADER,ONE /5XX NE 96 STREET] (TCLL 40.01(TCDL 10.01[BCDL 5.01IBCLL 0.01[DF 1.001(0C 24.01(4M 21(SOFFIT 0.01 Bearings = == fX- LoclfReactllSizel --- f 0.0011 2146110.291 111.6311 3320110.331 128.2911 7221(0.291 EndPts MaxTen MaxComo 0- 2 0 -0 2- 5 0 -2001 5- 6 1678 0 6- 8 1678 0 8 -10 1678 0 10 -13 0 -3 11 -15 0 -1311 15 -17 0 -1311 17 -19 0 - 1209 19 -20 0 -0 1- 3 3079 0 3- 4 3079 0 4- 7 1797 0 7- 9 1791 0 9 -11 0 -74 11 -12 1287 0 12 -14 1287 0 14 -16 1311 0 16 -18 1327 0 18 -21 1184 0 EndPts MaxTen MaxComo 0- 1 0 -166 l- 2 0 -3332 2- 3 1295 0 2- 4 0 -1173 4- 5 1155 0 5- 9 0 -3782 8- 9 0 -422 9 -10 0 -1169 10 -11 433 0 11 -13 0 -1421 13 -14 265 0 16 -17 0 -188 17 -18 0 -132 18 -19 146 0 19 -21 0 -1309 20 -21 0 -136 AXL 0.00 0.01 0.21 0.21 0.21 0.00 0.01 0.01 0.01 0.00 0.26 0.26 0.15 0.15 0.00 0.11 0.11 0.11 0.11 0.10 AND 0.20 0.18 0.12 0.27 0.21 0.11 0.11 0.08 0.18 0.18 0.40 0.17 0.12 0.30 0.30 0.08 0.09 0.14 0.14 0.02 AXL GLC S Grade 0.01 6 SP 12 0.52 4 SP 13 0.26 4 5P 83 0.20 4 SP 13 0.23 4 SP 13 0.64 4 SP 13 0.02 6 SP 12 0.21 4 SP 13 0.09 4 SP 13 0.22 4 SP 13 0.05 4 SP f3 0.02 4 SP 43 0.02 4 SP 13 0.03 4 SP 83 0.19 4 SP 13 0.01 4 SP 13 Node 8 - Inc Y - T.nr. P ate 0 -0.00 10.82 1. X4 1 -0.00 9.19 38. 2 3.93 10.82 3X 3 3.93 9.19 3X 4 7.72 9.19 38 5 8.01 10.82 3X 6 9.36 10.02 38 7 10.00 9.19 4X 8 11.79 10.82 1. X4 9 11.19 9.19 40 0 10 15.29 10.82 30 11 15.58 9.19 38 12 18.58 9.19 4X 13 18.94 10.82 3x 14 19.08 9.19 1..X4 15 19.36 10.82 3x 16 21.41 9.19 1..X4 17 21.56 10.82 3X 18 24.85 9.19 30 19 25.14 10.82 3X 20 28.58 10.82 1. X4 21 28.58 9.19 3X CSI 0.20 0.19 0.32 0.48 0.48 0.17 0.17 0.09 0.19 0.18 0.66 0.43 0.21 0.45 0.30 0.18 0.20 0.25 0.25 0.12 GLC S Grade 1 4SP12N 1 4SPt2N 1 4SP12N 1 4SP12N 1 45P12N 14SP82N 1 4 SP42N 14 SP82N 1 4 SP82N 148P82N 1 6 SP 82 1 6SP12 16 SP 12 1 6 SP 42 1 6 SP 12 1 6 SP 12 1 6 SP 12 1 6 SP 12 1 6 5P 12 1 6 SP 12 Length Brace 15.00 42.64 15.00 46.11 15.00 45.23 15.00 42.01 15.00 42.94 15.00 15.00 42.27 15.00 40.64 15.00 deflY(Ll 0.00 1/ 0 0.00 L/999 0.04 1/999 0.05 L/999 0.04 L/999 0.04 L/999 0.03 L/999 0.02 L/999 0.00 L/999 0.00 L/999 0.01 L/999 0.01 L/999 0.02 L/999 0.02 1/999 0.02 L/999 0.03 L/999 0.04 1/999 0.04 1/999 0.03 1/999 0.03 L/999 0.00 L/999 0.00 L/999 Length 41.17 48.92 16.29 29.12 41.99 43.74 5.15 26.34 43.02 41.21 47.17 45.42 21.42 21.50 45.49 36.01 5.97 21.99 41.27 44.17 deflYlTl 0.00 L/ 0 0.00 1/999 0.06 L/999 0.06 1/999 0.05 L/999 0.05 L/999 0.04 1/999 0.03 1/999 0.00 L/999 0.00 L/999 0.02 L/999 0.02 L/999 0.03 L/999 0.03 1/999 0.03 L/999 0.03 L/999 0.05 L/999 0.05 L/999 0.04 L/999 0.04 L/999 0.00 L/999 0.00 L/999 Pitch 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n.nn 0.00 0.00 0.nn 0.00 0.00 0.00 dxL 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 Brace Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Plvwd Diaph Diaph Diaph Diaoh Diaoh Diaph Diaph Diaoh Diaoh Diaph dx7 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.01 0.02 0.02 0.02 0.02 0.02 0.01 0.02 0.01 0.01 0.02 fStd.LoadslllOC 24.001100 1.00II1O4 21 80 PLF @ 0.0 to 80 @ 28.6 f v= 14.0111006 10 010 P 0.0 to 10 P 20.6 Iv= 4.011 00 280 PLF @ 0.0 to 280 @ 3.9 fv= 4.01[100% 105 PLF @ 0.0 to 105 @ 3.9 fv= 4.011 0% 20 PLF 8 0.0 to 20 P 28.6 fv= 14.0I1 OA 55 PLF @ 3.9 to 55 @ 11.6 fv= 4.0If 0% 145 PLF 8 3.9 to 145 P 11.6 fv= 4.0111000 Ja4. ;gD 410$03) FRADER ONE /5XX NE 96 STREET / FT2 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT' TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N :BC2 2x6 SP #2: WEBS 2x4 SP #3 Rv -1073# 3x4` 4x7 T 1'8'8 1 H 4" 3'3 "6 3'3 "6 W •3 "8 MRRTINEZ TRUSS CO., INC. 9280 N.V. South River 0r Medley, FL 33166 (3051 883 -6261 3'3 "6 3'3 "6 1.5X4 6'8 "10 3 "4 10' 3'3 "6 10' 6'8 "10 29'3" 13'1"7 IS "5'9 18'7" • 3'1 "7 2'4 • • X5 3X4 3X4 I.5X4 .1, 3X4 3X4 3X4 3" 13'1 "7 15'5 "9 18'7" 3'1 "7 3'1 28'7" 29'3" DESC. = FT2 PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 11 TOTAL= 11 ..WARNING** TRUSSES REOUIRE EXTREME CARE IN FRBRICRSSING HANDLING SHIPPING INSTALLING RNO BRRCING. REFER TO HIB-91 (HRNOLING INSTRLLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS FIND BOTTOM CHORD SHALL HRVE A PROPERLY ATTACHED R CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONRL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED On THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATEE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPJ Ljy95 SECTION 2. TRUSSES TO BE SPACED AT 16.0" OC MAXIMUM. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. 3'1 "7 21'10 "7 3'3 "7 3X5 25'3 "10 6'8 "10 25'3 "10 3'5 "3 28'7" 3'3 "6 4X10 . 28'7" 3'3 "6 C LL TC DL BC DL BC LL TOT.LD. 4X7 29'3" Rv -1073# -3 "8 OUR . FAC . 1.00 )Ts TT 1'8'8 1 N N 1 11 SEO - 193617 REV. 19.610 SCALE = 0.2500 SPACING 16.0" 40.0 PSF REF 10.0 PSF DATE 06-11-2003 5.0 PSF ORWG 0.0 PSF 55.0 PSF 0/A LEN. 280700 TYPE comn IALPINEIITPI CODE11FT21103040903 /FRADER ONE /5XX NE 96 STREET) [TCLL 40.0]ITCDL 10.0)[BCDL 5.01(BCLL 0.0J1DF 1.001[0C 16.01[00 11[SOFFIT 0.01 ISTD.AUTO.LOAD110C 16.00IfDF 1.001100 11 Bearings = == f0 -Loci 1Reactl lSizel - - -- 7 PLF 0 -0.3 to 7 0 28.9 fv= 4.01 f 011 1- 0.3311 1073110.291 128.6311 .10731(0.291 ' 67 PLF P -0.3 to 67 P 28.9 fv=14.011 8001 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 1- 3 0 0 0.00 0.61 0.61 1 4 SP 12 N 2.75 0.00 Plvwd 3- 4 0 -1956 0.05 0.61 0.66 1 4 SP.12 N 38.86 0.00 Plvwd 4- 6 0 - 1956 0.05 0.27 0.32 1 4 SP 12 N 41.24 0.00 Plvwd 6- 7 0 -4207 0.28 0.22 0.50 1 4 SP 12 N 30.90 0.00 Plvwd 7- 9 0 -4207 0.28 0.16 0.44 1 4 SP 12 N 12.00 0.00 Plvwd 9 -11 0 -4566 0.32 0.15 0.47 1 4 50 f2 N 33.94 0.00 Plvwd 11 -12 0 -4580 0.31 0.14 0.45 1 4 SP 12 N 28.11 0.00 Plvwd 12 -14 0 - 4566 0.32 0.15 0.41 1 4 SP 12 N 33.94 0.00 Plvwd 14 -16 0 -4207 0.28 0.16 0.44 1 4 SP 12 N 12.00 0.00 Plvwd 16 -17 0 -4207 0.28 0.22 0.51 1 4 SP 12 N 30.96 0.00 P1vw1 17 -18 0 -1956 0.05 0.27 0.32 1 4 SP 82 N 41.17 0.00 Plvwd 18 -20 0 -1956 0.05 0.61 0.66 1 4 SP 12 N 38.86 -0.00 Plvwd 20 -22 0 0 0.00 0.61 0.61 1 4 SP 12 N 2.75 0.00 PIvw1 2- 5 0 -0 0.00 0.03 0.03 1 4 SP 12 N 39.36 0.00 Diaph 5- A 3299 0 0.81 0.10 0.91 1 4 SP 12 N 80.64 0.07 Diaoh 8 -10 4278 0 0.72 0.20 0.92 1 6 SP 82 35.70 0.17 Diaph 10 -13 4580 0 0.77 0.21 0.98 1 6 SP 82 . 31.61 0.00 Diaph 13 -15 4270 0 0.72 0.20 0.92 1 6 SP 12 35.70 -0.17 Diaoh 15 -19 3297 0 0.81 0.10 0.91 1 4 SP 12 N 80.64 -0.07 Diaoh 19 -21 0 -0 0.00 0.01 0 .03 1 4 SP 12 N 39.36 0.00 Diaoh 0- 1 0 -0 -- = Fictious Member=-=- SP 12 N 1.75 0.00 22 -23 0 0 - = -= Fictious Member = - =- SP 12 N 1.75 0.00 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 2- 3 13 0 0.01 4 SP 03 17.00 3- 5 2211 0 0.89 4 SP 13 38.11 4- 5 0 -354 0.07 4 SP 13 . 17.00 5- 6 0 - 1500 0.47 4 SP 13 42.99 . 6- 8 1019 0 0.41 4 SP 13 42.91 A- 9 0 -411 0.08 4 SP 13 15.00 9 -10 337 0 0.14 4 SP 13 35.52 10-11 0 -159 0.03 4 SP 13 15.00 12 -13 0 -159 0.03 4 SP 13 15.00 13 -14 337 0 0.14 4 SP 13 35.52 14 -15 0 - 411 0.08 4 SP 13 15.00 15 -17 1020 0 0.41 4 SP 13 42.97 17 -19 0 -1499 0.47 4 SP 13 42.93 18 -19 0 -154 0.07 4 SP 83 17.00 19 -20 2211 0 0.89 4 SP 13 38.11 20 -21 13 0 0.01 4 SP 13 17.00 Node X -Loc Y -Loc P ate Method deflYlLl deflY(Tl dxL dxS 0 -0.33 10.82 - - -- - - --- ---- -- - -- - --- ---- 1 -0.19 10.82 0.00 L/999 0.00 L/999 0.00 0.00 2 0.00 9.11 1.514 N 0.03 L/999 0.04 L/999 0.00 0.00 3 0.04 10.82 4X7 N 0.03 L/999 0.04 L/999 0.00 0.00 4 3.28 10.82 1.504 N 0.24 L/999 0.33 L/999 0.00 0.00 5 3.28 9.11 4X10 N 0.24 L/999 0.32 L/999 0.00 0.00 6 6.72 10.82 3X5 N 0.41 1/840 0.57 1 /611 0.00 0.00 7 9.29 10.82 3X4 N 0.51 1/675 0.71 1/491 0.00 0.00 8 10.00 9.15 7X6 N 0.53 L/659 0.73 L/479 0.00 0.00 9 10.29 10.82 3X4 N 0.53 L/650 0.13 L/473 0.00 0.00 10 12.97 9.19 304 N 0.58 1/600 0.80 1/436 0.00 0.00 11 13.12 10.82 1.5X4 N 0.58 1/599 0.80 L/435 0.00 0.00 12 15.46 10.82 1.5X4 N 0.58 1/599 0.80 L/435 0.00 0.00 13 15.61 9.19 304 N 0.58 1/600 0.80 1/436 0.00 0.00 14 18.29 10.82 3X4 N 0.53 L/650 0.13 L/473 0.00 0.00 15 18.58 9.15 706 N 0.53 L/659 0.73 L/479 0.00 0.00 16 19.29 10.82 3X4 N 0.51 L/675 0.71 1/491 0.00 0.00 11 21.87 10.82 3X5 N 0.41 L/840 0.51 1 /611 0.00 0.00 18 25.30 10.82 1.5X4 N 0.24 L/999 0.33 L/999 0.00 0.00 19 25.30 9.11 4010 N 0.24 L/999 0.32 1/999 0.00 0.00 20 28.54 10.82 4X7 N 0.03 L/999 0.04 L/999 0.00 0.00 21 28.58 9.11 1.5X4 N 0.03 L/999 0.04 1/999 0.00 0.00 22 28.77 10.82 0.00 L/999 0.00 L/999 0.00 0.00 23 28.92 10.82 - - -- -- - -- ---- ----- - - -- -- -- Job: (0,3040903) FRROER ONE /SXX NE 96 STREET / FT3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 'SP 112 N WEBS 2x4 SP #3 W1 4" _ 4' Rv -830# 1 W -3 "8 W2 3X5 DESC. = FT3 PLT. TYP.- WAVE_TPI95 TPI(STD) MARTINEZ TRUSS CO., INC. 9280 N.V. Sayth River Or. Medley, FL 33166 (3057 883 -6261 3'1 "3 6'0 "9 3'1"3 2'11 "7 2'3 "14 3)0 WI 3'1 "3 6'0 "9 3'1 "3 2'11 "7 W2 1.5X43X4 n 3X4 W1 15'1" 6 15'X4 3X4 8'4 "7 2 14'5' 15'1" 1.5X4 DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. • TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. WI "WARNING.. EXTREME D ) TPI INSTALLING (TRUSS. PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. RLPINE ENGINEERED PRODUCTS, INC. SHRLL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO PAPER ASSOCIATION) RNO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR90 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED 0t. THIS DESIGN POSITION CONNECTORS PER DRRWINGS 160 R -2. THE SEAL ON THIS DRAWING INDICATES RCCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RD USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. 11'3 "13 14'5" 2'11 "7 3'1 "3 8C2 3X4 3X5 W1 11'3 "13 14'5" 2'11 "7 3'1 "3 4X4 1.5XL Rv -830# W -3 "8 SEO = 193187 OTY= 3 TOTAL= 3 -REV. 19.610 SCALE =0.5000 TC LL 40.0 PSF IREF TC OL 10.0 PSFIDRTE 06 -10 -2003 BC DL 5.0 PSF IORWG JUN r') e LL 0.0 PSFI JOT.LO. 55.0 PSF IO /R LEN. 140904 j DUR . FRC . 1 . 00 SPACING 24.0" ITYPE comn 3,4 ITT = N N W1 om IT -1 15'1" 4 " IALPINEIITPI CODE1IFT3 1103040903 /FRADER ONE /5XX NE 96 STREETI [TCLL 40.0J1TCDL 10.0J[BCDL 5.0][BCLL 0.01(DF 1.00][0C 24.0](014 1][SOFFIT 0.0J Bearings == fX- Locl)ReactllSizel 0.0211 830110.291 114.8111 830110.291 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Lenath Pitch Brace 1- 3 0 0 0.00. 0.46 0.46 1 4 SP 12 N 2.75 0.00 Plvwd 3- 5 0 -1204 0.02 0.52 0.55 1 4 50 12 N 38.41 0.00 Plvwd 5- 7 0 - 1704 0.04 0.12 0.36 1 4 SP 42 N 33.66 0.00 Plvwd 7- 8 0 -1722 0.04 0.06 0.10 1 4 SP 12 N 4.93 0.00 Plvwd R -10 0 - 1722 0.04 0.12 0.16 1 4 SP 42 N 22.92 0.00 Plvwd 10 -12 0 -1704 0.04 0.32 0.36 1 4 SP 12 N 33.66 0.00 Plvwd 12 -14 0 -1204 0.02 0.52 0.55 1 4 SP 12 N 38.41 -0.00 Plvwd 14 -16 0 0 0.00 0.46 0.46 1 4 SP 12 N 2.75 0.00 Plvei 2- 4 0 -0 0.00 0.04 0.04 1 4 SP 12 N 35.41 0.00 Diaph 4- 6 1320 n 0.32 0.05 0.38 1 4 SP 12 N 35.41 0.00 Diaph 6- 9 1722 0 0.42 0.05 0.47 1 4 SP 12 N 22.18 0.00 Diaph 9 -11 1722 0 0.42 0.05 0.47 1 4 SP 12 N 9.17 0.00 Diaph 11 -13 1320 n 0.32 0.05 0.38 1 4 SP 42 N 35.41 0.00 Diaph 13 -15 0 -0 0.00 0.04 0.04 1 4 SP 12 N 35.41 0.00 Diaph 0- 1 0 -0 =-= Firti.nns Memher - - =- SP 42 N 1.75 0.00 16 -17 0 -0 - =- =Fictions Hember= =- SP 12 N 1.75 0.00 EndPts Hagen MaxCnmo AXL GIC 5 Grade Lenoth Brace 2- 3 18 0 0.01 1 4 SP 13 17.00 3- 4 1397 0 0.56 1 4 SP 13 36.16. 4- 5 0 -689 0.14 1 4 SP 13 11.00 5- 6 456 0 0.18 1 4 SP 13 36.16 6- 7 0 -220 0.04 1 4 SP 13 17.00 10 -11 0 -220 0.04 1 4 SP 13 17.00 11 -12 456 0 0.18 1 4 SP 13 36.16 12 -13 0 -689 0.14 1 4 SP *3 . 17.00 13 -14 1397 0 0.56 1 4 SP 13 36.16 14-15 18 0 0.01 1 4 SP 13 17.00 Node X -Lor. Y -Lnr. Plate Method deflY(L1 def1YITI dxL dxT 0 0.02 10.82 ---- - - --- - --- - - - -- - - -- - - -- 1 0.11 10.82 0.00 1/999 0.00 L/999 0.00 0.00 2 0.35 9.11 1.594 N 0.02 L/999 0.03 1/999 0.00 0.00 3 0.40 10.82 404 G 0.02 1/999 0.03 L/999 0.00 0.00 4 3.31 9.11 3X5 G 0.06 L/999 0.09 1/999 0.00 0.00 5 3.60 10.82 394 N 0.01 1/999 0.09 L/999 0.00 0.00 6 6.26 9.11 3X4 N 0.09 L/999 0.12 1/999 0.00 0.00 7 6.40 10.82 1.5X4 N. 0.09 L/999 0.12 L/999 0.00 0.00 8 6.81 10.82 3X4 N 0.09 L/999 0.13 L/999 0.00 0.00 9 8.10 9.11 3X4 N 0.09 L/999 0.12 L/999 0.00 0.00 10 8.12 10.82 1.5X4 N 0.09 L/999 0.12 1/999 0.00 0.00 11 8.87 9.11 394 N 0.09 L/999 0.12 L/999 0.00 0.00 12 11.53 10.82 394 N 0.07 L/999 0.09 1/999 0.00 0.00 13 11.82 9.11 395 G 0.06 L/999 0.09 L/999 0.00 0.00 14 14.73 10.82 494 G 0.02 L/999 0.03 L/999 0.00 0.00 15 14.17 9.11 1.5X4 N 0.02 1/999 0.03 L/999 0.00 0.00 16 14.96 10.82 0.001/999 0.001/999 0.00 0.00 11 15.10 10.82 - - -- - -- - - - -- - - - -- - - -- - - -- 1STD.AUTO.LOAD110C 24.001fDF 1.001(014 11 10 PLF@ 0.0 to 10 @15.1 (v= 4.01f 091 100 PLF A 0.0 to 100 A 15.1 Iv- 14.011 8011 • I Job; DA0903) FRADER ONE /5XX NE 96 STREET / FT3A THIS DWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 1 3" 3" 1.5X4 T 3" 3304 Rvi824# MRRTINEZ TRUSS CO., INC. 9280 N.V. South Rlver Dr. Netileti, FL 33166 (3051 883 -6261 3'4 "3 3'1 "3 3X4 T Cl 3( .1 6'3 "10 6'0"9 6'3 "10 2'11 "7 1.5X43X4 3X4 15' 8 "7 2'3 "14 $'7 "7 ''.14 14'8" 15' 1.5X4 15 3X4 3X4 OEFLECTION MEETS L/360 LIVE ANO L/240 TOTAL LOAD. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORO UP. DESC. = FT3A PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 6 TOTAL= 6 11'6 "14 2'11 "7 11'6 "14 2'11"7 "WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICI�TING HANDLING SHIPPING INSTALLING RNO BRRCING. REFER TO HIB-91 (HANDLING INSTALLING 'AND BRRCING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHRLL HA PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED CEILING. ••IMPORTANT•• FURNISH R COPY OF THIS DESIGN T3 THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER RSSOCIRTiON) RND TPI. ALPINE CONNECTORS RRE MADE OF 20GR RSTM A653 GR40 GRLV. STEEL EXCEPT RS NOTED. RPPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0l THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES RCCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULRR BUILDING IS mg RESPONSIBILITY OF THE BUILDING DESIGNER. PE ANSI /TPI 1-1995 SECTION 2. 3X4 3X5 14'8" 3 "3 4X4 3,4 14'8" 3 "3 15' 9" Rv 823# 4 -3 "8 SE0 = 193209 19.610 SCALE =0.5000 40.0 PSFIREF OL 10.0 PSF (DATE 06-10-2003 BC DL 5.0 PSF I ORWG BC LL 0.0 PSF I _ TOT.LD. 5510 PSF 0/A LEN. 140904 DUR . FAC . 1.00 SPACING 24.0" ITYPE comn W2 W1 W3 o� W1 o W6 W1 W6 W1 1.5X, W1 Job; DA0903) FRADER ONE /5XX NE 96 STREET / FT3A THIS DWG. PREPARED BY THE ALPINE JOB OESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP #2 N BOT CHORD 2x4 SP #2 N WEBS 2x4 SP #3 1 3" 3" 1.5X4 T 3" 3304 Rvi824# MRRTINEZ TRUSS CO., INC. 9280 N.V. South Rlver Dr. Netileti, FL 33166 (3051 883 -6261 3'4 "3 3'1 "3 3X4 T Cl 3( .1 6'3 "10 6'0"9 6'3 "10 2'11 "7 1.5X43X4 3X4 15' 8 "7 2'3 "14 $'7 "7 ''.14 14'8" 15' 1.5X4 15 3X4 3X4 OEFLECTION MEETS L/360 LIVE ANO L/240 TOTAL LOAD. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORO UP. DESC. = FT3A PLT. TYP.- WAVE_TPI95 TPI(STD) OTY= 6 TOTAL= 6 11'6 "14 2'11 "7 11'6 "14 2'11"7 "WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICI�TING HANDLING SHIPPING INSTALLING RNO BRRCING. REFER TO HIB-91 (HANDLING INSTALLING 'AND BRRCING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHRLL HA PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED CEILING. ••IMPORTANT•• FURNISH R COPY OF THIS DESIGN T3 THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER RSSOCIRTiON) RND TPI. ALPINE CONNECTORS RRE MADE OF 20GR RSTM A653 GR40 GRLV. STEEL EXCEPT RS NOTED. RPPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0l THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES RCCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULRR BUILDING IS mg RESPONSIBILITY OF THE BUILDING DESIGNER. PE ANSI /TPI 1-1995 SECTION 2. 3X4 3X5 14'8" 3 "3 4X4 3,4 14'8" 3 "3 15' 9" Rv 823# 4 -3 "8 SE0 = 193209 19.610 SCALE =0.5000 40.0 PSFIREF OL 10.0 PSF (DATE 06-10-2003 BC DL 5.0 PSF I ORWG BC LL 0.0 PSF I _ TOT.LD. 5510 PSF 0/A LEN. 140904 DUR . FAC . 1.00 SPACING 24.0" ITYPE comn IALPINEIITPI CODEIIFT30.1103040903 /FRADER ONE /5XX NE 96 STREET! (TCLL 40.01(TCDL 10.0IIBCDL 5.0J(BCLL 0.0)[DF 1.00J[OC 24.0)(NM 1J[SOFFIT 0.01 Bearinas = == FX- LoclIReactlFSizel f 0.1011 824110.251 114.8111 823110.291 EndPts MaxTen MaxComn AXL BND CSI GLC S Grade Lenath Pitch Brace 0- 2 0 0.00 0.00 0.00 1 4 SP 12 N 1.02 0.00 Plvwd 2- 5 0 0.00 0.23 0.23 1 4 SP 12 N . 39.16 0.00 Plvwd 5- 7 0 -169. 0.04 0.23 0.21 1 4 SP 12 N 35.41 0.00 Plvwd 1- 8 0 -111 0.04 0.07 0.12 1 4 5P 12 N 4.93 0.00 Plvwd 8-10 0 - 111 0.04 0.10 0.15 1 4 5P 12 N . 22.92 0.00 Plvwd 10 -12 0 -169 0.04 0.31 0.35 1 4 SP 12 N 33.66 0.00 Plvwd 12 -14 0 -119 0.02 0.52 0.55 1 4 SP 12 N 38.41 -0.00 P1vwd 14 -16 0 0.00 0.46 0.46 1 4 SP 12 N 2.75 0.00 Plvwd 3- 4 0 0.00 0.09 0.09 1 4 SP 12 N 0.50 0.00 Diaph 3- 6 1221 0.30 0.09 0.39 1 4 SP 12 N 12.83 0.00 Ricoh 6- 9 1114 0.42 0.04 0.46 1 4 SP 12 N 22.18 0.00 Diaph 9 -11 1114 0.42 0.04 0.46 1 4 SP 12 N 9.11 0.00 Diaph 11 -13 1312 0.32 0.05 0.31 1 4 SP 12 N 35.41 0.00 Diaoh 13 -15 0 - 0.00 0.04 0.04 I 4 SP 12 N 35.41 0.00 Diaph 16 -17 0 --Fictions Member= -- SP 42 N 1.75 0.00 EndPts MaxTen NaxComp AXL GLC S Grade Lenath Brace I- 4 0 -0 0.00 4 SP 12 N 1.52 2- 3 0 -144 0.03 4 SP 43 17.00 3- 5 0 -1385 0.40 4 SP 13 39.51 5- 6 546 0 0.22 4 SP 13 37.11 6- 1 0 -246 0.05 4 SP 13 11.00 10 -11 0 - 221 0.05 4 SP 13 11.00 11 -12 455 0 0.18 4 SP 43 36.16 12 -13 0 -686 0.14 4 SP 13 11.00 13 -14 1388 0 0.56 4 SP 43 36.16 14 -15 18 0 0.01 4 SP 43 11.00 Node X-Loc Y -Loc P ate Method deflY(L) deflY(T) dxL dxT 0 0.10 10.82 0.00 L/999 0.00 L/999 0.00 0.00 1 0.10 9.11 - --- --- -- - --- -- - -- - - -- -- -- 2 0.19 10.82 1.5X4 N 0.00 L/999 0.00 L/999 0.02 0.03 3 0.19 9.11 0.00 L/999 0.00 L/999 0.00 0.00 4 0.23 9.11 3X4 N 0.00 L/999 0.00 L/999 0.00 0.00 5 3.45 10.82 304 N 0.05 L/999 0.08 L/999 0.02 0.03 6 6.26 9.11 3X4 N 0.08 1/999 0.11 L/999 0.01 0.01 7 6.40 10.82 1.504 N 0.08 L/999 0.11 L/999 0.02 0.02 A 6.81 10.82 304 N 0.08 1/999 0.12 L/999 0.02 0.02 9 8.10 9.11 3X4 N 0.08 L/999 0.11 L/999 0.01 0.02 10 8.12 10.82 1.5X4 N 0.08 L/999 0.11 L/999 0.01 0.02 11 8.81 9.11 304 N 0.08 1/999 0.11 L/999 0.01 0.02 12 11.53 10.82 304 N 0.06 L/999 0.09 L/999 0.01 0.01 13 11.82 9.11 385 5 0.06 L/999 0.08 L/999 0.02 0.03 14 14.73 10.82 4X4 G 0.02 L/999 0.03 1/999 0.00 0.00 15 14.71 9.11 1.584 N 0.02 L/999 0.02 L/999 0.02 0.03 16 14.96 10.82 0.00 L/999 0.00 L/999 0.00 0.00 11 15.10 10.82 - - -- - - - -- - - -- - - - -- - - -- - - -- 1STD.AUTO.LOAD110C 24.0011DF 1.0013NM 11 10 6164 0.1 to 10414.81v=4.011 091 100 PLF P 0.1 to 100 P 15.1 Iv=14.0(1 8011 •r Job :(03040903) FRAOER ONE /5XX NE 96 STREET / FG3 TOP CHORD 2x4 SP #2 N BOT CHORO 2x6 SP #2 WEBS 2x4 SP. #3 :W1 2x6 SP #2: GIROER SUPPORTS: 13 -10-0 SPAN TO BC ONE FACE AND 14 -10 -0 SPAN TO BC OPPOSITE FRCE. • TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. 1.5X4 N 1 i 1'4X7 Rv -4232# W =4" MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33168 (3051 883 - 6261 3'9' ' 3'9' 3'8' 3X8 7'6' 3'9' 7'6' 1 11'3" 12 2 Complete Trusses Required DESC. = FG3 PLT. TYP.- WAVE_TPI95 TPI(STO) +•WARNING•• TRUSSES REOUIRE EXTREME CRRE IN FRBRICAJING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HI8 -91 (HANDLING INSTRLLINGYPND ORRCING), PUBLISHED AY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200 MADISON, WI. 537)9) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY RTTACHEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R CEILING. 0eIMPORTRNTee FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACT ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THI DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICRTING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEE EXCEPT AS NOTED. RPPLY CONNECTORS TO ERCH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0 THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBII ITT OF THE BUILDING DESIGNER PER ANSI /TPI 1 -1995 SECTION 2 NAILING SCHEQULE: (16d_oommon_nolls) TOP CHORD: 1 ROW 0 12" o.c. BOT CHORD: 1 ROW 0 5" o.c. WEBS : 1 ROW 0 4" o.o. USE EOURL SPACING BETWEEN ROWS RND STAGGER NAILS IN ERCH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. THE TC OF THIS TRUSS SHALL BE BRACEO WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 11'2" 1J'3" 3'8" 1 1.5X4 11'2" 11'3" 3'8" 4X7 1" OTY= 1 PLIES= 2 TOTAL= 2 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Rv •4232# W -4" UN �- 22003 SEO ° 193258 REV. 19.610 SCALE =0.5000 TC LL 40.0 PSFIREF - TC OL 10.0 PSF I DATE 06-10-2003 BC OL S • 0 PSF IDRWG BC ,LL 0 . 0 PSF T(7T.L0. 55.0 PSF [0/A LEN. 110400 tUR. 1 .00 lypE SPA CIN G 24.0" comn 6 2 W1 4 W3 W3 W2 :4X703) 11'1" 3X8 Job :(03040903) FRAOER ONE /5XX NE 96 STREET / FG3 TOP CHORD 2x4 SP #2 N BOT CHORO 2x6 SP #2 WEBS 2x4 SP. #3 :W1 2x6 SP #2: GIROER SUPPORTS: 13 -10-0 SPAN TO BC ONE FACE AND 14 -10 -0 SPAN TO BC OPPOSITE FRCE. • TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. 1.5X4 N 1 i 1'4X7 Rv -4232# W =4" MRRTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Medley, FL 33168 (3051 883 - 6261 3'9' ' 3'9' 3'8' 3X8 7'6' 3'9' 7'6' 1 11'3" 12 2 Complete Trusses Required DESC. = FG3 PLT. TYP.- WAVE_TPI95 TPI(STO) +•WARNING•• TRUSSES REOUIRE EXTREME CRRE IN FRBRICAJING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HI8 -91 (HANDLING INSTRLLINGYPND ORRCING), PUBLISHED AY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200 MADISON, WI. 537)9) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY RTTACHEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R CEILING. 0eIMPORTRNTee FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACT ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THI DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICRTING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEE EXCEPT AS NOTED. RPPLY CONNECTORS TO ERCH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED 0 THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBII ITT OF THE BUILDING DESIGNER PER ANSI /TPI 1 -1995 SECTION 2 NAILING SCHEQULE: (16d_oommon_nolls) TOP CHORD: 1 ROW 0 12" o.c. BOT CHORD: 1 ROW 0 5" o.c. WEBS : 1 ROW 0 4" o.o. USE EOURL SPACING BETWEEN ROWS RND STAGGER NAILS IN ERCH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LORD. THE TC OF THIS TRUSS SHALL BE BRACEO WITH ATTACHED SPANS AT 24" OC IN LIEU OF STRUCTURAL SHEATHING. 11'2" 1J'3" 3'8" 1 1.5X4 11'2" 11'3" 3'8" 4X7 1" OTY= 1 PLIES= 2 TOTAL= 2 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Rv •4232# W -4" UN �- 22003 SEO ° 193258 REV. 19.610 SCALE =0.5000 TC LL 40.0 PSFIREF - TC OL 10.0 PSF I DATE 06-10-2003 BC OL S • 0 PSF IDRWG BC ,LL 0 . 0 PSF T(7T.L0. 55.0 PSF [0/A LEN. 110400 tUR. 1 .00 lypE SPA CIN G 24.0" comn fALPINEIITPI CODElfFG31(03040903 /FRADER ONE /5XX NE 96 STREET1 ITCLL 40.0] (TCDL 10.01 [BCDL 5.0] [BCLL 0.0] (DF 1.001 (OC 24.0] [NM 2] (SOFFIT 0.0] [Common Gird.Ld.IIOC 24.00IIDF 1.00111111 21 Bearinas = == IX- LocIIReactlfSizel 20 PLF @ 0.0 to .20 @ 11.3 Iv= 14.011 011 f 0.1711 4232110.331 110.9211 4232110.331 482 PLF P 0.0 to 482 A 11.3 Iv= 4.01110011 191 PLF @ 0.0 to 191 @ 11.3 Iv= 4.011 011 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 80 PLF @ 0.0 to 80 @ 11.3 fv =14.01110011 0- 2 0 -0 0.00 0.08 0.00 1 4 SP 12 N 1.00 0.00 Plvwd - - -- ----- - - - - - ------= ---- - - -- -.- - _ -_ 2- 5 0 -0 0.00 0.19 0.19 1 4 SP 12 N 42:25 0.00 Plvwd ISTD.AUTO.IAAD1IOC 24.0011DF 1.0011811 21 5- 1 0 - 6388 0.11 0.22 0.39 1 4 SP 82 N 46.15 0.00 Plvwd 10 PLF A 0.1 to 10 A 11.3 fv= 4.011 011 1 -10 0 -0 0.00 0.20 0.20 1 4 SP 12 N . 44.00 -0.00 Plvwd 100 PLF @. 0.1 to 100 @ 11.3 fv=14.01 f 8011 10 -12 0 -0 0.00 0.00 0.00 1 4 SP 12 N 1.00 0.00 Plvwd - - - --- _ - - - ----- - - - - -- - -= = - = - - - -- - - -- 1- 4 0 -0 0.00 0.01 0.01 1 6 SP f2 . 3.00 0.00 Diaph 3- 4 0 -0 0.00 0.45 0.45 1 6 SP 12 2.00 0.00 Diaoh 3- 6 5962 0 0.50 0.45 0.95 1 6 SP 12 45.75 0.00 Diaoh 6- 8 6292 0 0.53 0.44 0.97 1 6 SP 12 43.25 0.00 Diaph 8 -11 6292 0 0.53 0.45 0.98 1 6 SP 12 44.00 0.00 Diaoh 9 -11 0 -0 0.00 0.45 0.45 1 6 SP (2 2.00 0.00 Diaoh 9 -13 0 -0 0.00 0.01 0.01 1 6 SP (2 3.00 0.00 Diaph EndPts MaxTen MaxComo AXL GLC S Grade Length Brace 2- 3 0 -172 0.01 1 6 SP 82 15.00 3- 5 . 0 -6561 0.95 1 4 SP 13 39.69 5- 6 2411 0 0.48 1 4 SP 83 15.00 6- 7 106 -27 0.02 1 4 SP 13 44.13 7- 8 2345 -5 0.41 1 4 SP 13 15.00 1 -11 0 - 6882 0.99 1 4 SP 83 39.69 10 -11 0 -174 0.01 1 6 SP 12 15.00 Node X -Imr. Y -Loc Plate Method deflYlLl deflY(T1 dxl dxT 0 0.08 10.82 0.00 L/999 0.00 1/999 0.00 0.00 1 0.08 9.19 ---- - - --- - --- - -- -- -- -- - --- 2 0.17 10.82 1.5X4 N 0.00 L/999 0.00 1/999 0.02 0.03 3 0.17 9.19 0.00 L/999 0.00 1/999 0.00 0.00 4 0.33 9.19 4X7 N 0.00 L/999 0.00 1/999 0.00 0.00 5 3.69 10.82 388 N 0.08 L/999 0.11 1/999 0.02 0.03 6 3.98 9.19 487 N 0.08 L/999 0.12 1/999 0.01 0.01 7 1.58 10.82 4012 N 0.08 L/999 0.11 L/999 0.01 0.01 8 7.58 9.19 3X8 N 0.08 L/999 0.11 L/999 0.02 0.02 9 11.08 9.19 481 N 0.00 L/999 0.00 1/999 0.02 0.03 10 11.25 10.82 1.584 N 0.00 L/999 0.00 L/999 0.01 0.01 11 11.25 9.19 0.00 1/999 0.00 L/999 0.02 0.03 12 11.33 10.82 0.00 L/999 0.00 L/999 0.00 0.00 13 11.33 9.19 - - -- -- - -- - - -- -- --- ---- - - -- Job: (GM/40903) FRAOER ONE /5XX NE 96 STREET / FT4 Tar C.4ORD 2x4"'SP #2 BOT CHORO 2x4 SP #2 N WEBS 2x4 SP #3 3xq 4X5 W1 I 4" Rv -775# DESC. = FT4 PLT. TYP.- WAVE_TPI95 MRRTINEZ TRUSS CO., INC. 9280 N.W. So.,th River Or. Medley, FL 33166 (305T 883-6261 5'6 "8 7` ' 4 1 O "8 5'6 "8 2'4 "1 5'6 "8 5'6 "8 142 14'1" 1.5X4 3X4 1.5)(4 3X7 141 14'1" 7'10"8 2 13'5" 14'1" 3X7 TPI(STO) OTY= 2 TOTAL= 2 ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FRBRICRIING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -9l (HANDLING INSTALLING AND BRRCING), PUBLISHED BY TPI (TRUSS PLRTE INSTITUTE, 583 O'ONOFRIO OR. , SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR PROPERLY ATTACHED FUNCTIONS. UNLESS OTHERWISE INDICATED, ACHEDSTRUCTURALPRNELS ANDBOTTOMCHORD A PROPERLY A ATTACHED CEILING. ••IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR. RLPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICRTION PUBLISHED BY THE AMERICRN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM R653 GR80 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICRTE ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING I5 THE RFSP__ON.SIBTI ITY OF THF_B(L(1 DIN _OFSIS,jIFR MUM-VIP' 1 - 1185_SFCTION 2. THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT OEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. TRUSS MUST BE INSTALLED AS SHOWN WITH TOP CHORD UP. 13'5" 5'6 "8 13'5 5'6"8 1 1 (14 s 2 2003 4X5 141 14'1" 4" Rv -775# 1 -3 "8 SE0 = 193619 REV. 19.610 SCALE =0.5000 TC LL 40.0 PSF REF TC OL 10.0 PSF DATE 06 - 11 - 2003 BC OL 5.0 PSF ORWG BC LL 0 PSF TOT .LD. 55.0 PSF 0/A LEN. 130600 OUR . FRC . 1.00 SPACING 24.0" TYPE comn IALPINEIITPI C0DE11FT41103040903 /FRADER ONE /5XX NE 96 STREET] [ICU 40.01[TCDL 10.0)[BCDL 5.01[BCLL 0.0)[DF 1.001[0C 24.0][}114 1JISOFFIT 0.01 - Bearings = == IX- LoclIReactlISizel =___ 1- 0:2511 775110.291 113.5411 775110.291 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 1- 3 0 0 0.00 0.39 0.39 1 4 SP 12 2.75 0.00 Plvwd 3- 5 0 -1596 0.04 0.90 0.94 1 4 SP (2 65.98 0.00 Plvwd 5- 6 0 - 1631 0.04 0.60 0.63 1 4 SP 12 13.52 0.00 P1v4 6- 1 0 -1637 0.04 0.60 0.63 1 4 SP (2 14.52 0.00 Plvwd 7- 9 0 - 1596 0.04 0.90 0.94 1 4 SP 12 65.98 -0.00 Plvwd 9 -11 0 0 0.00 0.39 0.39 1 4 SP (2 2.75 0.00 Plvwd 2- 4 0 -1 0.00 0.10 0.10 1 4 SP (2 N 64.73 0.00 Diaph 4- R 1637 0 0.40 0.03 0.44 1 4 SP 12 N 31.54 0.00 Diaph 8 -10 0 -1 0.00 0.10 0.10 1 4 SP (2 N 64.73 0.00 Diaph 0- 1 0 -0 - = -= Fictions Member = - =- SP 12 1.15 0.00 11 -12 0 -0 - = -= Fictious Member = - =- SP 02 1.75 0.00 EndPts MaxTen MaxComo AXL GLC S Grade Length Brace 2- 3 28 0 0.01 4 SP 13 17.00 3- 4 1676 0 0.67 4 SP 13 63.55 4- 5 0 -472 0.10 4 SP (3 17.00 7- 8 0 -472 0.10 4 SP (3 17.00 8- 9 1676 0 0.67 4 SP 13 63.55 9 -10 28 0 0.01 4 SP (3 17.00 Node X -Loc Y -Loc 0 -0.25 10.82 1 -0.10 10.82 2 0.08 9.11 3 0.12 10.82 4 5.48 9.11 5 5.62 10.82 6 6.75 10.82 7 7.96 10.82 8 8.11 9.11 9 13.46 10.82 10 13.50 9.11 11 13.69 10.82 12 13.83 10.82 ate Method deflYlL► deflY(T) dxL dxT 0.00 1/999 0.00 1/999 0.00 0.00 1.5X4 N 0.03 1/999 0.05 L/999 0.00 0.00 4X5 N 0.03 1/999 0.05 L/999 0.00 0.00 3X7 N 0.111/999 0.161/999 0.00 0.00 1.5X4 N 0.11 1/999 0.16 L/999 0.00 0.00 3X4 N 0.09 1/999 0.13 L/999 0.00 0.00 1.5X4 N 0.11 L/999 0.16 L/999 0.00 0.00 307 N 0.11 L/999 0.16 1/999 0.00 0.00 4X5 N 0.03 L/999 0.05 L/999 0.00 0.00 1.5X4 N 0.03 1/999 0.05 L/999 0.00 0.00 0.00 L/999 0.00 1/999 0.00 0.00 ISTD.AUTO.LOADIIOC 24.001]DF 1.001INM 11 10 PLF0 -0.3to 10813.8 Iv= 4.011 08) 100 PLF 8 -0.2 to 100 0 13.8 1v= 14.011 8081 TOP 6HORO 2x4 SP #2 :TC2 2x4 SP #2 N: BOT•CHORD 2x4 SP #2 N • WEBS 2x4 SP #3 4" Rv -778# I W -3 "8 DESC. = FT4A PLT. TYP.- WAVE_TPI95 MARTINEZ TRUSS CO., INC. 9280 N.V. South River Or. Media , FL 33166 (3051 883 -6261 5'6 "8 5'6 "8 2'4"I 5'6 "8 5'6 "8 • 1.5X4 3X4 3X5 3X7 W1 BC1 14' 7 1 10 " 8 14' 1.5X4 7'10 "8 2'14j 13'8" 14' W1 TPI(STD) OTY= 5 TOTAL= 5 (A) CONTINUOUS DEFLECTION MEE TRUSS MUST BE "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING RNO BRACING. REFER TO HIB- 91 .(HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICRTEO TOP CHORD SHALL HAVE PROPERLY RTTRCHED STRUCTURAL PANELS RND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. "IMPORTANT.. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE RMERICRN FOREST AND PAPER ASSOCIATION) AND TPI. RLPINE CONNECTORS ARE MADE OF 20GR RSTM R653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SERL ON THIS' DRAWING INDICATES ACCEPTRNCE (1F PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY FIND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUIDING QUIGNER PER ANSI /TPI 1-19$1,S4CTION 2. (A) W5 Job :(03040903) FRADER ONE /5XX NE 96 STREET / FT4A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT LATERAL BRACING EOUALLY SPACED ON MEMBER. TS L/360 LIVE AND L/240 TOTAL LOAD. INSTALLED AS SHOWN WITH TOP CHORD UP. 13'7" 5'8 "8 1" 13'5" 5'6 "8 ON -12 'itjw 1.5X4 13'8" 12378" 3X5 21 " Rv -762# SEO = 193242 REV. 19.GIo SCALE =0.5000 TC LL 40.0 PS4REF TC OL ' 10.0 PSF IDRTE 06-10-2003 BC OL 5.0 PSFIDRWG BC LL 0 . 0 PSF TOT.LO. 55.0 PSF I-/A LEN. 130600 DUR . FRC . 1 .00 I SPACING 24.0" ITYPE comn :.TT X11 IALPINEIITPI C0DE11FT4A1103040903 /FRADER ONE /5XX NE 96 STREET] [TCLL 40.0)ITCDL 10.0JIBCDL 5.0](BCLL 0.01(00 1.001[0C 24.011N14 1J[SOFFIT 0.01 Bearings = == 1X- LocllReactlfSizel 1- 0.2511 710110.291 113.5011 162110.251 EndPts MaxTen HaxComp AXL 8ND CSI GLC S Grade 1- 3 0 0 0.00 0.39 0.39 1 4 SP 12 3- 5 0 -1591 0.04 0.91 0.95 1 4 SP 12 5- 6 0 - 1639 0.04 0.50 0.61 1 4 SP 12 6- 8 0 -1639 0.04 0.56 0.60 1 4 SP 12 N A- 9 0 -0 0.00 0.71 0.71 1 4 SP 12 N 9 -11 0 -0 0.00 0.00 0.00 1 4 SP 12 N 2- 4 0 -1 0.00 0.11 0.11 1 4 SP 12 N 4- 1 1639 0 0.40 0.06 0.46 1 4 SP 12 N 1 -10 1632 0 0.40 0.18 0.58 1 4 SP 12 N 10 -12 0 0 0.00 0.16 0.16 1 4 SP 12 N 0- 1 0 -0 - = -= Fictious Member = - =- SP 12 EndPts MaxTen MaxCmmn AXL GLC S Grade Length Brace 2- 3 30 0 0.01 1 4 SP 13 17.00 3- 4 1671 0 0.61 1 4 sP 13 63.55 4- 5 0 -491 0.10 1 4 SP 13 11.00 7- 8 12 0 0.03 1 4 SP 13 17.00 8 -10 0 - 1708 0.51 1 4 SP 13 65.41 1 CLB 9 -10 0 -246 0.05 1 4 SP 13 . 17.00 Length Pitch Brace 2.75 0.00 Plvwd 65.98 0.00 Plvwd 13.52 0.00 Plvwd 16.21 0.00 Plvwd 66.73 -0.00 Plvwd 1.00 0.00 Plvwd 64.73 0.00 Diaph 29.79 0.00 Diaoh 68.48 0.00 Diaph 1.00 0.00 Diaoh 1.75 0.00 Node X -Loc Y -Loc Plate Method def1Y(L1 def1Y(TI dxL dxT 0 -0.25 10.82 ---- - -- -- - - -- - -- -- - - -- - --- 1 -0.10 10.82 0.00 L/999 0.00 L/999 0.00 0.00 2 0.08 9.11 1.5X4 N 0,03 1/999 0.05 L/999 0.00 0.00 3 0.12 10.82 4X5 N 0.03 L/999 0.05 1./999 0.00 0.00 4 5.48 9.11 3X1 N 0.11 L/999 0.15 L/999 0.00 0.00 5 5.62 10.82 1.5X4 N 0.11 L/999 0.15 L/999 0.00 0.00 6 6.75 10.82 3X4 N 0.09 L/999 0.12 L/999 0.00 0.00 1 1.96 9.11 1.5X4 N 0.10 L/999 0.14 L/999 0.00 0.00 8 8.11 10.82 3X5 N 0.10 1/999 0.14 L/999 0.00 0.00 9 13.61 10.82 1.5X4 N 0.01 L/999 0.01 1/999 0.00 0.00 10 13.67 9.11 3X5 N 0.01 1/999 0.01 L/999 0.00 0.00 11 13.15 10.82 0.00 1/999 0.00 L/999 0.00 0.00 12 13.75 9.11 0.00 L/999 0.00 L/999 0.00 0.00 ISTD.ADTO.LOAD1IOC 24.001100 1.001111M 11 10 PLF 8 -0.3 to 10 8 13.8 Iv= 4.01f 001 100 PLF P -0.3 to 100 8 13.8 fv= 14.011 8061 PERMIT NO. ADDRESS: . MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT' SECTION BY DATE ZONING ELECTRICAL MECHANICAL PLUMBING FIRE . PUBLIC WORKS STRUCTURAL BUILDING OFFICIAL 1. Subject to compliance with alt Federal. State County,Vitlage rules and reputations. Wage =Ma: no responsibility for accuracy odor results (roc these Flans. 2. This copy of plans meat be ayallabts cm building site or no Inspection will be conducted 7,17)-4 DATE ZO.NI.NG CRITIQUE SHEET - 7- /j -O3 JOB ADDRESS 556 S / APPLICANT Fe tl'V QNc, (iV c • PHONE If APPLICATION SHEET OF MISCELLANEOUS avr e Oe/z/ e &ir COMMENTS INITIALS i e/61 3 Q) 1e Vo -hho' Ceti *-Pcc e.., tot Jar. pa.s* 4 c-(et.tt,t i" �vrr ka.6 ‘ b l4 s'fr kekre i .s'f bt Co ld a gsoki i kt. (mow 19-y Auo i4rneevap 1 1` _ Ate-- -- -44‘4463- --&-t k „ . Caz-me Co - /-c° ° e e,,ctfr o --/14es 4� i "R d`i,ve 3 / S' l t cJ -� p�CD�P�pCe /0/101b1 "6 / -e iJtorl ce(4 t c4f - rA.a.s4 bP 5 - eajej n6 hfe�oe ' � 1° ?'i (. Color ti'(irk t ( e. B4. MAP AND PANEL NUMBER 12025C0093 B5. SUFFIX J B6. FIRM INDEX DATE 7 -17 -95 B7. FIRM PANEL EFFECTIVE/REVISED DATE 7 -17 95 B8. FLOOD ZONE(S) . X" B9. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) NONE C.O.R.. 8.25' For Insurance Company Use: Policy Number Company NAIC Number BUILDING OWNER'S NAME BUILDING STREET ADDRESS (Including Apt., Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 5xx N.E. 96th ST CITY VILLAGE OF MIAMI SHORES PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, LegalOescrIp i8n, t ... .. LOT 6 BLOCK 54 PB 10' PAGE 37 13:SAIII'•DADE COUNTY BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use Comments section if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: ( ## - ##' - ##.##• or ##.#####°) I NAD 1927 LI NAD 1983 B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES 120652 B2. COUNTY NAME MIAMI -DADE B3. STATE FL B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile I FIRM Li Community Determined L_J Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: LI ICIGVD 1929 Lj NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Lj Yes n No Designation Date: N / A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: nConstruction Drawings* LJBuilding Under Construction* LJFinished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/A0 Complete Items C3a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum N C V D Conversion/Comments Elevation reference mark used N— 6 0 3 Does the elevation reference mark used appear on the FIRM? Yes O a) Top of bottom floor (including basement or enclosure) ❑ b) Top of next higher floor ❑ c) Bottom of lowest horizontai structural member (V zones only) I/ ❑ d) Attached garage (top of slab) ❑ e) Lowest elevation of machinery and /or equipment servicing the building ❑ f) Lowest adjacentgrade(LAG) "THIS IS A VACANT LOT" ❑ g) Highest adjacent grade (HAG) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade O i) Total area of all permanent openings (flood vents) in C3h SECTION D - SURVEYOR: ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME ROBERTO R. BRIZUELA LICENSE NUMBER 3u64 TITLE PROF. LNAD SURVEYOR ADDRESS 7323 —B WEST FLAGLER STREET SIGNATURE FEDERAL EMERGENCY MANAGEMENT 4 GMY NATIONAL FLOOQ,INSUR?�NC�•P�t06t2A411 • ELEVATION IeATE• Important: Read the instructions on pages 1 - 7. F• SECTION A - PROPERT A OWNE FORMA • • • • • • • FRADER ONE INC. , ••• • • • • •• • • .... • • • Sf • •': • • Ff• • •• SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SOURCE: L GPS (Type): LI USGS Quad Map L Other: . ft.(m) . ft.(m) . ft.(m) VI . ft.(m) SEE NOTE OVER., COMPANY NAME al /A ty . ft.(m) . ft.(m) ft.(m N/A sq. in. (sq. cm) O.M.B. No. 3067 -0077 Expires July 31, 2002 ZIP CODE ROBERTO BRIZUELA & ASSOC., CITY MIAMI STATE L ZIP CODE 33144 DATE u4 -02 —u3 TELEPHONE (305) 551 -4393 LkNo INC FE ;Form 81- • • SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copxQe gorresponding information from Section A. BUILDING STREET ADDRESS (Including 4t., 'Spite, Idiot gldg.N4.:OR P.O. ROUTE AND BOX NO. • ••• • : • : CITY COMMENTS ••• ••• • • • • •: 6TATE : ••• • ZIP CODE SECTION J - SWI /EYOR, EiNCIN,E4R;OR ARCHITECT CERTIFICATION (CONTINUED) For Insurance Company Use: Policy Number Company NAIC Number Copy both sides of this Elevation Cdttific3te for (1) community official, (2) insurance agent/company, and (3) building owner. THIS IS VACANT LOT (UN 04-0Z-03) BM USED: Di•- Uai; £J:e tj.gn: FEET •• ••• • • • • • •• 1_1 Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E3. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is LL ft.(m) LLjin.(cm) L above or �� below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain mana•emen, ordinance? Yes No Unknown. The kcal official ust cert i this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED COMMENTS CITY SECTION G - COMMUNITY INFORMATION (OPTIONAL) LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE STATE ZIP CODE DATE TELEPHONE 1_1 Check here if attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. 01. Li The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. LJ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. LJ The following information (Items G4-G9) is provided for community floodplain management purposes. G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for LJ New Construction LJ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: . ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: . ft.(m) Datum: 1J Check here if attachments FEMA Form 81 -31, AUG 99 REPLACES ALL PREVIOUS EDITIONS i c . (20 end. 7:5 - 2 :: ( 234 i :C 1 RIMMING PEMCET/OCNIPACI:1?-1.1=S-V1.eVI: ek.. • Coy of s CF L RIDA .� - Okic. . (MSq) s...REGIS'? ,ZtoN AND DADE MINTY C� ?L ,icy L�c'� LSE. ••• •• ..• • o C ;_ y of crrre t C JPASIOtraS. LIC SE 3 " ..1+�! ;„ • t mess is •looted. .4_ E : s�lity :•re_Ye • Certificate of Insurance for L1Aar, •--- -j�i'Y (R - YS3r L3 !W1 -1 P Shores • • • • • • • • • Cam_ == _ •.n C.'•� of Ins - mince for I R' t (adds sse t - ,v; a:Zi ShoresVillage) or if exeszrt. State of Florin LES. Foam J f -204, Cor. ct or y :r z ,otic Election to be EDce t. 6)0( JVC/ nit Peennit Aaolication (signed by person perfo=ing the work, licensed ontiac .or and the property owner, both siguatu. es rot= r:_ed) . 3%-v sets of plats /dra.rncs sicced and sealed bry �iste_rer free or - y arC'a.. � .. ecgir.eez. Occzoancies by Gray C'- assi*fict:cn twist be on plans and i , ce=it application. All plan risst include folio Prq and procerty address.. Amended plans, in addition to the arove, rust also include the permit t nt r er. PLEASE SUEZLIT r.... • ' C;}EC D OFF Structural Calat)?tions signed and sealed by _r: or engineer when applicable. C survey of the property. Certificate of Elevation signed and sealed by S zvevor. Substantial TrTTovenrnnts Checklist (wnt rctor or owner). • Four sets of energy calculations, Tp sets Of signed a sealed Truss Plans (E DARE Caanty or State of Florida Prcts sheds, windows, exterior/garage dccrs, a? osures, shutters awnings, s�cylicnta, f_e c_ do-ors and .etc. from Approvals f_ IRS, DADE County fact Fee Section Health Department (when acoj G i_.$) . fl y Warranty Dee or Other Proof of O..ze ;tp if necessary. Stzuctaral Revier fe Notice 101). :Defe. of Commencement signed and sealed � o c gi;-).Ze� gals for roof materials, Wi n= carports, s=ear. Fire Departt a 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER V ILLAGE OF MIAMI SHORES 120652 B2. COUNTY NAME MIAMI — DADE B3. STATE FL B4. MAP AND PANEL NUMBER 12025C0093 B5. SUFFIX J B6. FIRM INDEX DATE 7 -17 -95 B7. FIRM PANEL EFFECTIVE/REVISED DATE 7- 17 -.95 B8. FLOOD ZONE(S) "X" B9. BASE FLOOD ELEVATION(S) (Zone AO, use depth of flooding) NONE FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM c . 0. R.: 8.25' ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. BUILDING OWNER'S NAME CITY TITLE PROF. LNAD SURVEYOR SECTION A - PROPERTY OWNER INFORMATION FRADER ONE INC., BUILDING STREET ADDRESS 'Including Apt., Unit, Suite, and/or Bld No.) OR P.O. ROUTE AND BOX NO. 5xx N.E. 96th STREET VILLAGE OF MIAMI SHORES ADDRESS 7323 -B WEST FLAGLER STREE STATE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 6 BLOCK 54 PB 10 PAGE 37 MIAMI - •DADE COUNTY BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use Comments section if necessary.) RESIDENTIAL - "LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: LI GPS (Type): ( ##° - ##' - ##.##" or ##.#####°) Li NAD 1927 Li NAD 1983 SECTION.B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.. L FIS Profile in FIRM L Community Determined L Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: L_JGVD 1929 1J NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? L Yes JX) No Designation Date: N / A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: MConstruction Drawings' IJBuilding Under Construction* LJFinished Construction - 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3a -i below according to the building diagram specified in item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NC VD Conversion /Comments N / A Elevation reference mark used N - 6 0 3 Does the elevation reference mark used appear on the FIRM? L j Yes ❑ a) Top of bottom floor (including basement or enclosure) N / A ft.(m) ❑ b) Top of next higher floor . ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) . ft.(m) ❑ d) Attached garage (top of slab) . ft.(m) ❑ e) Lowest elevation of machinery and /or equipment SEE NOTE 0 V E R , , servicing the building . ft.(m) Q f) Lowest adjacent grade (LAG) "THIS I S A VACANT LOT" ft.(m) O g) Highest adjacent grade (HAG) . ft.(m ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade N / A O i) Total area of all permanent openings (flood vents) in C3h rr / A sq. in. (sq. cm) 76 0) dd &0 ri o E E W E2 z ' SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION CERTIFIER'S NAME ROBERTO R. BRIZUELA LICENSE NUMBER 3064 O.M.B. No. 3067 -0077 Expires July 31, 2002 For Insurance Company Use: Policy Number . CompanyNAIC Number ZIP CODE LL USGS Quad Map LI Other. This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. L COMPANY NAME ROBERTO BRIZUELA & ASSOC., INC CITY MIAMI STATE ZIP CODE FL 33144 DATE u4 -02 -U3 TELEPHONE (305) 51-4393 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and /or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS CROWN OF THE ROAD ELEVATION- 8.25' PROPOSED F.F. ELEVATION; 9.25' SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E3. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is L_LI ft.(m) I_I— Iin.(cm) I_I above or 1_1 below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I No I1 Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. I The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.1 1.,A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for I-1 New Construction 1 1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: COMMUNITY NAME SIGNATURE COMMENTS STATE ZIP CODE SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) THIS IS VACANT LOT (UN 04— .Oz'O3) BM USED: N -6U3 Elevation: 8.11 FEET CITY DATE T tLEPHOliE For Insurance Company Use: Policy Number Company NAIC Number II Check here if attachments STATE ZIP CODE I I Check here if attachments LOCAL OFFICIAL'S NAME FEMA Form 81 -31, AUG 99 TITLE TELEPHONE DATE . ft.(m) Datum: ft.(m) Datum: II Check here if attachments REPLACES ALL PREVIOUS EDITIONS • • °°°°°° • ° °=°°° • • • °°°°°° °° • • • • °° • • • °° ° - • • °°= • • °=° • °° °° °° ° • • • • °° • °°=°° °° °° • • • • =°° °=° °°°= ° °°°° ° • ° °=° ° • • • • • °°�°°° °°°°°° ~ - °°= °' • °°°° • • °° o ° ° • ° Am Q44M Ely The Sunshine State LAURA VICTORIA PAEZ 2 0755 NE 30 PL AVENTURA, FL 331904000 slim DATE SEK NOT REIM Pt. ---�" F 5-02 —~~= —~~ 004040 V8 �� o*�mm*_~~"�, vehicle ��mw�v * �w�� ■ ' FROM :FAMILIRPPEZMPFL ZONING APPLICATION All data and exhibits submitted In connection viitn this application beCOrte a t `'.. -- tJ!t `lEh''T I '1.R3 OF THE PUBLIC RECORDS OF THE VILLAGE : The following enclosures where applicable MUST BE ATTACHED to comptete the appnetila\ • DAL Rygx Q PROS: For vacant•or improved property. Must be r. more t : twie o1.' end sealed by a registered land sure. yon- The Building/Planning a <eJ Zonlnr: is en trt neat may require a more recent lot survey tine 11 a i tru ^tures,dicates any fences landsca;dng. 'ar d r all t physical where applicable, ' improvements. . A. FAX NO. :1326792'0 ', No-. 07 204' a 12: bbt-st P1 SITE t_EVELOpMENT PLAN Where appricabje, plans shat' show {4^.rtion and idnvations of sed buildings, proposed additions, altemticins and use of each: at dime of bu ng and proms tween buildings: setbacks from. property tines: proposed arc, exis``ng off- street > p end space 1la. . ng snoW[ng lined spaeas, driveways, t+anyieep spaces, compact spares; ,a to ^,� �cspe plan that complies with Chapter 1CA of the M Nrni -Dade k nees and of or g nr.c er in location of existing and proposed vegetation, iandicaping (i.e. . and species type. The plan shalt also st+ ..v wail and fence height. Iocatiore :-. .�,aterlef. • C }�i,E VNS: p c le"etions are required for all four r + J e levations. Nev ' and uilding s should be dimensioned existing S con ditions should be clearly shown and clouded. Signs and Located on the situ plan. NER` AFF1ff V : Owner's ef;idavit afowi g the filing Of an application. 1s' requirtd,on alt D. applications Wag: SURVEYS. SITE DEVELOPMENT PLANS. LANDSCAPE PLANS MUST BE SUSMfTTEO,AT STANDARD PLAN SIZE. AN APPLICATION WILL NOT BE CONSIDERED COMPLETE UNLESS 10 C DRAWINGS ARE SU M1TTEO WITH PROPERTY Y SURVEYS. COPIES S OF OF THE APPROPRIATE P art of MIS - in su pport of this request. i submit the following Items, which are attached hereto and made a p O 33 MM Pholo(s) (Mounted e% x 1 t) 0 o other application (a.601910- F1 Plans (Standard Size) Cr Letter of intent ••• O Survey ( Owners Affidavit ✓ - rt road be required discuss wired and arty interested person may Me understand that additional public hearings ' tks,d may 11 ti n with Village staff to the sane extent bt notices applicant t Ls en schedule of the hearings• the app ca o process a additional pa c chae eaos during the heart d, to en a o th ■^;;,a. ounci{ within 10 days of the meeting. If my/our appeal L., .:leteie:d. iMra nw ;,ante s. Pr1ni Norrte Oste • USW Barns Siguaue Of mere Mn one) r 3 Pent Mama T_,no sat aaR cloitco aO now to ZONING APPLICATION — Page 3 All data and exhibits submitted in connection with this application become a PERMANENT PART OF THE PUBLIC RECORDS OF THE VILLAGE : The following enclosures where applicable MUST BE ATTACHED to complete the application:' • - A. SURVEY OF PROPERTY: For vacant or improved property. Must beno more than•five years old and sealed by a registered land surveyor. The Building/Planning and Zoning Department may require a more recent survey if a site visit indicates any discrepancies. Survey must include, where applicable, lot lines, all structures, walls, fences, landscaping, and all physical improvements. , SITE DEVELOPMENT PLAN: Where applicable, plans shall show location and elevations of existing and proposed buildings, proposed additions, alterations and use of each : dimensions of buildings and space between buildings; setbacks from property lines; proposed and existing off - street parking showing lined spaces, driveways, handicap spaces, compact spaces; a landscape plan that complies with Chapter 18A of the Miami -Dade County Code ordinances showing:; location of existing nd proposed vegetation, landscaping �" ` 9 P P 9 p g (i.e. trees and hedges), number, height and species type. The plan shall also show wall and fence height, location and•materiaf. C. ELEVATIONS: Building elevations are required for all four (4) elevations. New and existing conditions should be clearly shown and clouded. Signs should be dimensioned and located on the site plan. ; - - D. OWNER'S AFFIDAVIT: Owner's affidavit allowing the filing of an application is' required_on all applications - NOTE: SURVEYS, SITE DEVELOPMENT PLANS, LANDSCAPE PLANS MUST BE SUBMITTED AT STANDARD PLAN SIZE. AN APPLICATION WILL NOT BE CONSIDERED COMP.LETE.UNLESS 10 COPIES OF THE APPROPRIATE PLAN DRAWINGS ARE SUBMITTED WITH PROPERTY SURVEYS. In support of this request. I submit the following items, which are attached hereto and made a part of this application (10 sets of each): _O Plans (Standard Size) ❑ 35 MM Photo(s) (Mounted 8 Y2 x 11) O' Letter of Intent ✓ ❑ O' Survey ✓ ❑ Other -CY Owner's Affidavit - �- 4 f,i ti:o Lt I/We understand that additional public hearings may be required and any interested person may discuss the application with Village staff to the same extent that the applicant is entitled to. The application may change during the hearing process and additional public notices may affect the schedule of the hearings. If my /our appeal is denied, I /we must file an appeal to the Village Council within 10 days of the meeting. /(t2 , 1-, M Date • Applicant's Signature Print Name Date Applicant's Signature (if more than one) Print Name B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD 69. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) 12025C0093 J 7 -17 -95 7-17-95 "X" NONE FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM c.O.R.: 8.25' ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. BUILDING OWNER'S NAME BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 5xx N.L. 96th STREET CITY PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 6 BLOCK 54 PB 10 PAGE 37 MIAMI,DADE COUNTY BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use Comments section if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: lJ GPS (Type): ( ##° - ##' - ##.##• or ##.#####) Ll NAD 1927 Ll NAD 1983 TITLE PROF. LNAD SURVEYOR ADDRESS _ SIGNATURE VILLAGE OF MIAMI SHORES SECTION A - PROPERTY OWNER INFORMATION FRADER ONE INC., STATE FL SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION ❑ i) Total area of all permanent openings (flood vents) in C3h N / A sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION CERTIFIERS NAME LICENSE NUMBER ROBERTO R. BRIZUELA 3U64 7323 —B WEST FLAGLER STREI'T COMPANY NAME O.M.B. No. 3067 -0077 Expires July 31, 2002 For Insurance Company Use: Policy Number Company NAIC Number ZIP CODE LJ USGS Quad Map Ll Other: B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES 120652 B2. COUNTY NAME MIAMI - DADE B3. STATE FL 610. Indicate th'e source of the Base Flood Elevation (BFE) data or base flood dept;i entered in B9. �J FIS Profile I FIRM U Community Determined 1_J Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: L_ li1GVD 1929 1J NAVD 1988 LJ Other (Describe): _B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? LJ Yes I No Designation Date: N/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: UConstruction Drawings* 1JBuilding Under Construction* LJFinished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO Complete Items C3a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum N C V D Conversion/Comments N/A Elevation reference mark used N-603 Does the elevation reference mark used appear on the FIRM? ❑ a) Top of bottom floor (including basement or enclosure) N/A . ft.(m) 1 ❑ b) Top of next higher floor I I . ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) . ft.(m) I o ❑ d) Attached garage (top of slab) I . ft.(m) E ❑ e) Lowest elevation of machinery and /or equipment w i SEE NOTE OVER„ servicing the building THIS I S A VACANT LOT" ft.(m) 1 1 ❑ f) Lowest adjacent grade (LAG) ri . ft.(m) z Li Yes LNo O g) Highest adjacent grade (HAG) • ft•(m - LS 3064 ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade N/A This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ROBERTO BRIZUELA & ASSUC., INC CITY MIAMI STATE ZIP CODE 33144 DATE u4 - 02 - 03 TELEPHONE (305) 51 FE • .; Form 81 _ • • SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIO- IMPORTANT: In these spaces, copy the corresponding information from Section A. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS CROWN OF THE ROAD ELEVATION; 8.25' PROPOSED F.F. ELEVATION; 9.25'4. I — I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El through E3. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed – see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1 1 1 ft.(m) 1 1 Iin.(cm) Li above or Li below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 1 - I Yes I No LI Unknown. The local official must certify this information in Section G. SECTION F PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE COMMENTS G4. PERMIT' NUMBER COMMENTS SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) THIS IS VACANT LOT (UN 04- 0L –O3) STATE ZIP CODE BM USED: N - 6U3 Elevation: 8.11 FEET DATE TELEPHONE SECTION G - COMMUNITY INFORMATION (OPTIONAL) G5. DATE PERMIT ISSUED LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE For Insurance Company Use: Policy Nutlber ' Company NAIC Number I - I Check here if attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. LI The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. LI A communityy official.completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. LI The following information (Items G4-G9) is provided for community floodplain management purposes. G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for L1 New Construction LI Substantia Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: ft.(m) Datum: I_1 Check here if attachments_ FEMA Form 81 -31, AUG 99 REPLACES ALL PREVIOUS EDITIONS B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) 12025C0093 J 7 -17 -95 7-17 -.95 "X" NONE FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM c . 0 . R.: 8.25' ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. BUILDING OWNER'S NAME BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 5xx N.E. 96th STREET CITY FE .o Form 81- FRADER ONE INC., VILLAGE OF MIAMI SHORES SECTION A - PROPERTY OWNER INFORMATION STATE F L PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc) LOT 6 BLOCK 54 PB 10'PAGE 37 MIAMI-DADE COUNTY SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION ❑ g) Highest adjacent grade (HAG) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ❑ i) Total area of all permanent openings (flood vents) in C3h N / 4. Policy Number Company NAIC Number ZIP CODE BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use Comments section if necessary.) • RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Li GPS (Type): ( ##° - ## - ##.##' or #fit.##### iJ NAD 1927 L_1 NAD 1983 U USGS Quad Map L_I Other. B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER VILLAGE OF MIAMI SHORES 120652 B2. COUNTY NAME MIAMI - •DADE B3. STATE F L B10. Indicate .t 'e source of the Base Flood Elevation (BFE) data or base flood depti entered in B9. 1J FIS Profile ( FIRM 1J Community Determined LJ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: L 1GVD 1929 LJ NAVD 1988 L J Other (Describe): 612. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? L Yes kg No Designation Date: N/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: nConstruction Drawings* LJBuilding Under Construction* 1JFinished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3a -i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum w C V D Conversion/Comments N / A Elevation reference mark used N-603 ❑ a) Top of bottom floor (including basement or enclosure) ❑ b) Top of next higher floor ❑ c) Bottom of lowest horizontal structural member (V zones only) ❑ d) Attached garage (top of slab) ❑ e) Lowest elevation of machinery and /or equipment SEE NOTE 0 V E R „ servicing the building ❑ f) Lowest adjacent grade (LAG) "THIS I S A VACANT LOT Does the elevation reference mark used appear on the FIRM? N/ ft.(m) . ft.(m) . ft.(m) . ft.(m) " ft.(m) . ft.(m) . ft.(m N/A sq. in. (sq. cm) CERTIFIER'S NAME ROBERTO R. BRIZUELA LICENSE NUMBER 3064 O.M.B. No. 3067 -0077 Expires July 31, 2002 For Insurance Company Use: Yes LkNo LS 3064 • SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL PREVIOUS EDITIONS TITLE PROF. LNAD SURVEYOR COMPANY NAME ROBERTO BRIZUELA & ASSOC., INC ADDRESS CITY STATE ZIP CODE 7323 —B WEST FLAGLER STREET MIAMI FL 33144 _ SIGNATURE DATE u4-02-03 TELEPHONE (305) .551-4393 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date Type Insp'n F100 r f2 QQ TiusJps Permit No. 6P63 Name rOiUar • Address SS U t JF q Company Phone # Inspection Date Co /ZG. Approved ❑ Correction Re- Insp'n Fee ❑ c.„„.6,e Type Insp'n MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date / . d� Inspection Date Approved Correction Re- Insp'n Fee Permit No. he a3` c p 3s �= Name 9" iO U0 tf • Address S O Bsj q G Company Phone # gsti MIAMI SHORES VILLAG BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date Type Insp'n True a asp Permit No. BP 03- tra,s Name Frade,l ( n2 Address s4 Company Frode r 0 re, Phone # Inspection Date Approved ❑ Correction Re- Insp'n Fee ❑ (1 - 14 MIAMI SHORES VILLAG BUILDING DEPARTMENT 305-7q5-2204 Building Inspection Request Date Inspection Date Approved Correction Re- Insp'n Fee Typelnsp'n Sp PermitNoa P03- 33 ,`- Name TI(ifl €/ ( Address () () N- C (c, 5 Find( Company I ( ) rte Phone # (,J►LJ MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date‘ 0 I , Type Insp'n Permit No. Na Address SS 14 C. b / Phone # Inspection Date Approved Correction Re- Insp'n Fee 1 3 as _ c 7 q- ' oscTy 6'( 2s/0 ye 17‘n MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date t t ' ( Type Insp' n Permit No. T) o - Namee AJ .9) ) Comp Phone # Approved Correction Re- Insp'n Fee Address STS" v 1/\ , b }( l)S -7 7`I` o 7y Inspection Date (7 2--� / d y O MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Dated _ /Ud Type Insp'n �! /1�1'hKI Permit No. V Name 6P C3 t 33 Address 5 SO m q C0 5-1- Company 140 rzQ Phone # Roittpv o Inspection Date l'i-) Approved Correction Re- Insp'n Fee ;lc Date Type Insp'n Permit No. Name 61 c t133 Address 5 SO G c 51 Company 1` Ort Y ZC ^ Phone # R CA L&Q V OAL Inspection Date Approved Correction ❑ Re- Insp'n Fee 71 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request — P i Type Insp'n 041-'4—DJ . ^ Permit ► : , ? ( '' ) )2_ Na -� Address 5C V 61 )1 C. q 0 Comp y Phone # Dat Inspection Date Approved Correction Re- Insp'n Fee MIAMI SHORES VILLAGE _ c� BUILDING DEPARTMET 305- 795 -2204 Building Inspection Request 0 Too iflAw ke.A4-0, A-0 '' -- MIAMI SHORES VILLAGE ,BUILDING DEPARTMENT 305 -795 -2204 Building Inspection Request Dati II V/ 0 �tl Type Insp'n Permit Name \r • 1T 0 .A V� Address T ( Y , ` e ! ( ?) Comp y flit f� ' �� /� ,j Phone # a — 7 ?`1.- Os 7 !3 Inspection Date 2S / '/ Approved ❑ 714"-- Correction Re- Insp'n Fee ❑ Dat Type Insp Permit No Nam MIAMI SHORES VILLAG BUILDING DEPARTMENTc9 305- 795 -2204 Building Inspection Request Address55Q . l , g Compa Inspection Date Approve Correction Re- Insp'n Fee 13 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Buil.ingInspection Request Date 30 Type Insp'n l It ' - Clccur Permit No. r ,. o ° OQ3— 1 3 J3 Name Address 1253 1 c " L s-1- Company ViC 1 rrrnn Phone # Inspection Date 3 _ Approved Correction Re- Insp'n Fee ❑ MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Buil•ing Inspection Request Inspection Date Approved "U J Date Type Insp'n Permit No. Name Address ‘25-S q3 S -+ Company v 1 rY ) Phone # Date 4\ Type Insp'n 5n£cI n Permit No. 3 f c3 ' 3 Name C.,C »/' one Address 550 1- b S l Company 1 • Phone # Inspection Date 4 d 1 1 Approved Correction Re- Insp'n Fee f e MIAMI SHORES VILLAGE ��D BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request o o MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 4120 Type Insp'n Permit No. ; d 7 P f - Name cic► -ter C��E Address c-- S 1 Company Approved Correction Re- Insp'n Fee o Phone # I � Inspection Date 4 ! a-1 Type Insp'n Compan MIAMI SHORES VILLAGE BUILDING DEPARTMENT ( 305- 795 -2204 Building Inspection Request Datet) � yip Cet )tt Permit No. I� 03-- 1 )13 Name " .1 J`ds A _ ©/� Address 550 • 9b,k- Phone # c \.( --a °S • a /o_ Inspection Date l �� PPro)d r Correction ❑ Re- Insp'n Fee ❑ Type Insp'n MIAMI SHORES VILLAGE BUILDING DEPARTMENT a \ 305- 795 -2204 fit' Buying Inspection Request Date . ►hoc - <5h Permit No. "BF \33 Name Address Inspection Date Approved Correction Re- Insp'n Fee 550 KE, Company 4-\zo Phone # .2 ) 3 Ran Name MIAMI SHORES VILLAGE l� BUILDING DEPARTMENT 305- 795 -2204 Bui ding Inspection Request \ ' Date Type Insp'n 1'�C��T , b • 4 . ` • Permit No. . c -QC)<C5— `\ Address '5 50 NF Cl 54 Company i 7o Phone # Inspection Date Approved Correction Re- Insp'n Fee MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request D ate l )_c )o `-( Type Insp'n �� :/.'111.,4`i. Permit No. ' 03 Name Address Company Phone# 3os -r ds`p L I Inspection Date Approved Correction Re- Insp'n Fee Sl 14v tc-(-0 ot- ottave MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request �� Date LI �U i Type Insp'n/O D P1 d ) ∎) /u/' Permit No. 1 -� Name Z / 9A Address 515 - t 4 Company.] , 7\61' Phone # - S h S (- 8 Inspection Date ) ) 6 t Correction Re- Insp'ii Fee ❑ �� )S 511/1ARIA5 PN f 'r 311 MIAMI`SHORES VILLAGE m _ BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 313 i301 Type Insp'n T t`e. loEOrn 2 . (oo - • Permit No. € PO3 - 3 3 Name ` C/ U- Address "S" 1 cgos. Compan o 91 Y l/► _ • • Phone # Inspection Date Approved Correction Re- Insp'n Fee 313 N�rin 1C, u.3d ilaP4I't 311 MIAMI SHIRES VILLAGE Date 3 3(...) Type Insp'n 2. clooY. Permit No. es P6-3 * 1 IS Address 556 a C ( s Company -FC4 ¥ (" Phone # Inspection Date Approved Correction BUILDII` G DEPARTMENT 305 -795 -2204 /03 Building Inspection Request Re- Insp'n Fee ,.. March 29, 2004 Miami Shores Florida Building Department 10050 N.E. 2 Ave. Miami Shores, FL 33138 Laura Maal Residence 550 N.E. 96 Street Miami Shores, Florida Permit no. BP03 -1133 Ph. 954- 822 -1581 Dear Officer, According to FBC an inspection was performed at the residence above mentioned for reinforcement of Concrete TB, Beams and Columns at second floor. Should you have any questions or need any additional information please do not hesitate to contact me. Sincerely, Anais A. Badia Florida Register no. 43380 C.c.: file Anais Aurora Badia P.E. 1405 Country Club Prado Coral Gables 33134 Ph. 305 - 984 -0598 March 1, 2004 Miami Shores Florida Building Department 10050 N.E. 2n Ave. Miami Shores, FL 33138 Laura Maal Residence 550 N.E. 96 Street Miami Shores, Florida Permit no. BP03 -1133 Ph. 954 -822 -1581 Dear Officer, According to FBC an inspection was performed at the residence above mentioned for reinforcement of Concrete TB, Beams and Columns. Should you have any questions or need any additional information please do not hesitate to contact me. Sincerely, Anais A. Badia Florida Register no. 43380 C.c.: file Anais Aurora Badia P.E. 1405 Counhy Club Prado Coral Gables 33134 Ph. 305 - 984 -0598 Dat Type Insp'n Permit No. Name Addres MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request cr) Company 1LC:tibrA Phone # QS- l t c?- Inspection Date 3 l.1 / 0 ,)( o Approved Correction Re- Insp'n Fee 614 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request i \I Date 11 Type Insp'n 1 C) ---4 Name ) _/� /( y � Addres d t - Permit No. Inspection Date Approved Correction Re- Insp'n Fee r Company (- )1A Phone # R OS- 9y 3/\ \/ \ 4 MIAMI SHORES A DEPARTMENT (�� BUILDING DEP a 305- 795 - 2204 Building Inspection Request Date Type Insp'n Appr Correction Re- Insp'n Fee orrl Name'j� e . Address SS c (J Company e_Ltr Phone # Inspection Date 3) 1 °H MIAMI SHORES VILLAGE BUILDING DEPARTMENT (AO\ 305- 795 -2204 Building Inspection Request Date Type Insp'n Permit No. Appr. v Correction f Re- Insp'n Fee Inspection Date ■ 3) 10L\ PN1o3- Name To CEP V C' ° `L Address SS 0. C T ) S Company TO 0 CL Phone # ion Dat Type Insp'n I .fiJIII Permit No. 73 1P dj — 33 Name .r�.!/AL Address Se? / / Comp Phone # MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Inspection Date Approved Correction Re- Insp'n Fee S � 0 ?- 4G MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date V i r /o Type Insp'n A Name 2 i co Address Comp Phone # ill i d �- (7< (()�'-,_ Inspection Date c t ) 1 I ) . IF Approved Correction ❑ Re- Insp'n Fee ❑ r‘ 7 ) \ gib\ ,Dt a�2 3 A4IAMI SHORES VILLAGE Li ' BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date (l (O`{ Type Insp'nT"m Co -p and -A ( o a Permit No. � 1 )? O3- 1S 7G Name I"2 Address 55 14 G q to Sr Company 'J J q�t11 Phone# 3O 98Li-OS9.R Inspection Date Correction Re- Insp'n Fee (R -, , JP' BUILDING PERMIT APPLICATION FBC 2001 Architect/Engineer's Address City State $ Value of Work For this PermitX Number of: Bays Stories Type of Work: ['Addition DAlteration t7 Descr�e Wor 0 Miami Shores Village Building Department Permit Type (circle): Building Electrical Plumbing Mechanic Owner's Name (Fee Simple Titleholder) TffHd& aL /2dcF( MA / Phone # Owner's Address /519 S l a iscl Rd Sff 1 6 0A — I 0 `t City l- WA - L.4c ©& State Lerg d Tenant/Lessee Name N/A Job Address (where the work is being done) 515 — 0 W F' City Miami Shores Village Is Building Historically Designated YES 4- Contractor's Company Name r(�T�2 1A l Phone # (bi N � Contractor's Address / 3 0 7 5 a" "/` /3 �v City NI r State f ) �X Zip l e Qualifier A L,'1} D 000e— ES ®-4 Architect/Engineer's Name (if applicable) - Phone # k County Miami -Dade Families ❑New County Escrow Fee $ Education/Training Fee $ Code Enforcement $ Minus Plans Check Fee $ ' Total Fee Now Due $ * * * * * * * * * * * * * * * * * * * * * * * * * ** *Fee * * * * * * * * * * * * * * 3aE * * * * * * * * * * * * * * ** — Permit Fee $ ' s / Notary $ Tech $ 5, f Scanning $ 1513 Radon $ Zip 3 3 3 2 t/ Phone # N/A .-:Master Permit Ncte2Cf.P,3 3 9 4. Permit No. &aco 1 5�a Zip Roofing i 721 8301 Zip Square Footage Of Work: ! J Bedrooms ❑ Repair/Replace S e _• W 5" S- az z f Bond $ Struct. $ 3/ Lb 13 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Baths Demolition (Continued on opposite side) Signatur NOTARY PUBLI Sign: Print: My Commission Exp :hc7l7 /U3 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State er or Agent The foregoing instrument was acknow ed ed before me this day of 2003,bY who is personally known to me or who has produced • As identification and who did take aona oath. Al A • kiy,T 1p, 'In.. KA Viltra 8 tititIgi # * OO * 128179 Hop EXPIRES: June 23,(Eartific 1,900.3-NOTARY FL Notary Service g Bonding, Inc. State Certificate or Registration No. is Signature J Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exc eding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochu e will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice for the first inspection which occurs seven (7) days after the building ' o ant must be posted at the job site inspection will not be approved and a reinspection fee will be charged. g permit u Bence of such posted notice, the sued. In the Contractor The foregoing innsstrume, was acknowled, ed before me this /5 day of D 0 . 20 03, by itg who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission * * * * * * * * * * * * * * * * * * * * * * * * * * ** to of Competency Holder) - rge KARLA TR EJOS 0►i� * ` 49 EXPIRES: June 23, 2006 1-e00.3NOTARY FL Notary Service & Bonding. Inc. Certificate of Competency No. ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t • APPLICATION APPROVED BY: Plans Examiner Engineer Zoning ti L 1 High Velocity Hurricane Zone Uniform Roofing Permit Application MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION 1 Master Permit No. Con tors Name: ❑ Low Slope ❑ Asphaltic Shingles ❑ Prescriptive BUR -RAS 150 Roof Type 141 New Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance Are there Gas Vent Stacks located on the roof? ❑ Yes 171.No If yes, what type? ❑ Natural ❑ LPGX Low slope roof area (ft. Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. Perimeter Width (a'): 1 y 3 I Corner Size (a' x a'): 1 7 3 1111111 1 1111 1 11 1 111 1JJ ,1_I'f: /4" 148W / VB. • Section A (General Information) Process No. ❑ Other. Job Address: 1 b 1 e Roof Category to+ Mechanically Fastened Tile ❑ Mortar /Adhesive Set Tile ❑ Metal Panel/Shingles ❑ Wood Shingles/Shakes Roof System Information Steep Sloped area (ft.1 1 2-5 Z. Total (ft. Section B (Roof Plan) 4 : co/r+ Page 1 of 1 • i H igh Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION - Roof Slope: I /.5 112" Roof Mean Height I /3. Ridge Ventilation:1 Clip Specin, for Metal Roof Pane Field: /4 Perimeters: Method of Tile Attachment: / SCieC Altemate Tile Attachment Method: Perimeter Width: I N /,¢ t Section D (Steep Sloped Roof System) Comers:1 Sloped System Description N /A Page 4 Deck Type: Altemate Deck Type: 15/8" Plywood U N Underlayment type: 9 3O Insulation/Fire Barrier Board: Optional Nailabie Substrate: I N/A Fasteners: (I ' /4t �'°+ A/ t tt,� Cap Sheet Type /Adhesive Type: 6 0/ LAS IGE N &&jc- 9 a 5 f OcC4ccre &) /a'f o c. Roof Covering: I1t.40• /ER. 4/4- 'Ti CE */ / /u9-,° Roof Covering Attachment Method: scts-1 .P Drip Edge Size & Gauge Drip Edge Material Type: Drip Edge Fastener Type: I / e y A2gcG kin OG Hook Strip /Cleat ga. or weight 12 " face 26ga. Igi I Galvinized Metal g IN/A '1 Page 1 of 1 Roof System Manufacturer. I I1c$/ /eQ,/.. 7,16 Rol/ � ( , Notice of Acceptance Number 1 c3.2-/ 2 as 05 Minimum Design Wind Pressures, If Applicable (from RAS 127 or Calculations): P 1:1' %(O P 2:1/0044 3: I /00 .6: C) Maximum Design Wind Pressures, I ( (From the PCA Specific system): ^-^ H igh Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION - Roof Slope: I /.5 112" Roof Mean Height I /3. Ridge Ventilation:1 Clip Specin, for Metal Roof Pane Field: /4 Perimeters: Method of Tile Attachment: / SCieC Altemate Tile Attachment Method: Perimeter Width: I N /,¢ t Section D (Steep Sloped Roof System) Comers:1 Sloped System Description N /A Page 4 Deck Type: Altemate Deck Type: 15/8" Plywood U N Underlayment type: 9 3O Insulation/Fire Barrier Board: Optional Nailabie Substrate: I N/A Fasteners: (I ' /4t �'°+ A/ t tt,� Cap Sheet Type /Adhesive Type: 6 0/ LAS IGE N &&jc- 9 a 5 f OcC4ccre &) /a'f o c. Roof Covering: I1t.40• /ER. 4/4- 'Ti CE */ / /u9-,° Roof Covering Attachment Method: scts-1 .P Drip Edge Size & Gauge Drip Edge Material Type: Drip Edge Fastener Type: I / e y A2gcG kin OG Hook Strip /Cleat ga. or weight 12 " face 26ga. Igi I Galvinized Metal g IN/A '1 Page 1 of 1 Mean Roof Height in Feet 15' 20' 25' 30' 40' Roof Slope 1 1 4 1 1 2:12 34.4 36.5 38.2 39.7 42.2 3:12 32.2 34.4 36.0 37.4 39.8 4:12 30.4 32.2 33.8 35.1 37.3 5:12 28.4 30.1 31.6 32.8 34.9 6:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION _ Section E (Tile Calculations) For Moment based tile systems, chose either Method 1 or 2. Compare the values for Mr with the values from Mf. If the Mf values are greater than or equal to the Mr values, for each aea of the roof, then the tile attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" P1: WED A 1-Z J- Mg:I6./ 7S8 a 8 = Mr1: I N OA Mf: I S � �� 8 SC I e6) ,.. P 2: `^' ` A 12 I - Mg: g:471= Mr1: a� NOA Mf: / 4 8 Sc! P3• /004AI'L8I Mg: Ia/8( = Mr1:1 INOAMf:( S-° / SC<Pca)» Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From the Table Below: I 1 NOA Mf: I Mr Required Moment Resistance* *This Table must be used in conjunction with a list of moment based tile systems endorsed by the Broward county Board of Rules and Appeals. Page 5 Page 1 of 1 M1� pOE BUILDtt4C CODE COMPLIAPKE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE OA Mo nicr Lifctile, LLC 135 NW 20" Street Boca Raton, FL 33431 SCOPE: - regulations g overning the use of construction �iertals_ issued under thc applicable roles and r cg p Control Division and accepted This oc is being where dllo�vcd by • Tye thc Board of Rn Submitted has bccn RA) t eb us d` Miami Dade County and other arcs by the Board of Rules and Appeals �O� thc Authority Having Jurisdiction (AHJ)__ p Control e Ilk right to J in areas othcr than Miami Dade County) 1 fails to k rfoctn in This NOA• shall not bc valid after the expiration tc stated blow_ The Miami -Dade County a and/or the � product or maters Division (In Miami Dadc County) sc s_ If this p ; perf o y have t h;s.product or material tc5ted for quality assurance pub f suc testing and the AH3 may reserves the right to thc accepted manner. the tnanufacturer will incur the expau - - _ _ • modify, or suspc __ Miami-Dade Product Control Division that this product or revoke, fy nd thc use of such product or mati County Lhcir jurisdiction_ BO RA revoke this o c t thc c qui cme of the c pp s bl b building code_ material fails Vcloctt Numcanc bed herein. and has been dcsigncd to comply with thc High Y This pr oduct is aQprovcd as dcs� Zone o f the Florida Building Code_ DESCRIPTION: Villa, Roll, and Capri Concrctc Roof Tlc ncnt label with thc manufacturer's name or logo, C. staic and LABELING: Each unit shall bear a Perm' Product Control Approved ", unless otherwi$e noted hcrem_ following staiemcnt' "Mtamt -Dade County C application has been filed and there has bccn no RENEWAL of this NOA shall be considered aft w alter a renezl app f� of this product_ _ n thc - 'TERI a revtsron or c hange in change 1 the of will occur after thc cxp ration date or if thcrc has c a dor io.n or h any NATION 0N orthis N NOA ma teriaall„ . u use, and/or m anufacture of the product or process -Mine of this NOA as an any other purposes shall automatically tcrminatee this NON_ Failure to comply wit a t: for talcs. of this tsi A or Y Florida, and Collovvcd by with any section of this NOA shall bc cause fort d tthc and jv( am i-D de County. _ i la cd, then it shall ADVERTISEMENT: The NOA number prcccdcd y the expiration date may bc displayed in advertising literature_ If any portion of the NOA is sP y _ utors bc done in its entirety_ r °vided to thc user by thc mnufacturcr or its distributors INSPECTION: A copy of this entire NOA shall be p hall bc available for insertion at thc job site at the request of thc Building Official - and s This NOA consists of pages 1 through 7_ The submitted docum ntation was cviewcd by Frank Zuloaga, RRC M1AMl -DADS COUNTY. FLORIDA METRO -DADE FLAGLER BUILDING iso'WEST F'LAGLER STREET. SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 - '-` 0 s NOA No. 02- 120S_05 E=pirstlon Date: 12/16/07 Approval Datc: 01/02/03 Page 1 of 7 ROOFING ASSEMBLY APPROVAL Category_ Roofing Sub - Category: Material: Manufactured by • Applicant Monicr Lifctilc LLC Villa & Roll Monier Lifcitilc LLC Capri Titc Trim Pieccs Test AEencv Redland Technologies Redland Technologies Redland Tcchnologics The Center for Applied Engineering, Inc_ The Ccntcr for Applicd Engi s . g, Inc_ t Low Profilc Roofing Tilcs Concrctc L SCOPE This renews a system using Monicr Lifctilc Villa, Roll. and • Capri Concrctc Roof Tile, as manufactured Monicr LifctiIc LLC and described in Scction 2 of this Noticc of Acceptant_ For locations where the prcssurc requirements, as determined by applicable Building Codc does not exceed thc design prcssurc values obtained by calculations in compliance with RAS 127 using thc values listed in section 4 herein_ The attachment calculations shall bt done as,a moment based system 2_ PRODUCT DESCRIPTION 'Dimensions I = 1.6'/--" w = 13" thick •L= 17 W= 12'/ =' /:° thick 1= varies w = vanes varying thickness 2.1 SUBMITTED EVIDENCE: Test Identifier 7161 -03 Appendix 111 7161 -03 Appendix II PO402 94-060B 94 -084 Test Specifications PA 112 PA 112 • PA 112 Product Description Low profile, interlocking, high pressure extruded concrctc roof tilt equipped with onc nail hole and double roll ribs_ For direct deck or battcncd nail -on, mortar or adhesive sct applications_ Low profile. intcrlocking. high prcssurc extruded concrctc roof tilt equipped with onc nail hole: and double roll ribs_ For dircct deck orbattcncd nail -on_ mortar or adhesive sct applications_ Accessory trim, concrete roof pieces for use at hips, rakes, ridges and valley tcnninatiotu_ Manufactured for each tile profile_ Tect Name/Report Static Uplift Tcsting PA 102 & PA 102(A) Wind Tunnel Testing PA 108 (Nail -On) Withdrawal Rcsistancc Tcsting of screw vs_ smooth shank nails Static Uplift Tcsting PA 101 (Adhesive Sct) Static Uplift Tcsting PA 101 (Mortar Sct) Date Dec_ 1991 Dcc. 1991 Scpt 1993 March. 1994 May 1994 NOA No_: 02- 1205_05 Expiration Datc 12/16/07 Approval Date: 01/02/03 Page 2 of 7 , Tcst A?_cncy Rcdland Technologies Rcdland Technologies Professional Scrvicc Industries, Inc_ Thc Centcr for Applicd Engineering, Inc. Thc Center for Applicd Engineering,. Inc_ Thc Center for Applicd Engineering, Inc_ Thc Ccntcr for Applicd Engineering, Inc_ The Ccnter for Applied Engineering, Inc_ Thc Center for Applied Engineering_ Inc_ Thc Center for Applicd • Engineering, Inc_ Cclotcx Corporation Tcsting Services Walkcr Engineering_ Inc_ Walker Engineering, Inc_ Walker Engineering, Inc_ Walkcr E nginccring, Inc_ Walker Engineering. Inc_ Test Identifier P0631 -01 Liner Datcd Aug. 1, 1994 224 -47099 25- 7094 -1 25- 7094 -7 25- 7094 -4 Project No_ 307025 Tcst llMDC -763 25- 7183 -1 - 25- 7183 -2 25- 7214 -2 25- 7214 -6 528454 -2 -1 520109 -2 Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Walkcr Engineering, Inc_ Evaluation Calculations Test Name/Report Wind Tunnel Testing PA 108 (Mortar Sct) Wind Tunncl Testing PA 108 (Nail -On) Physical Properties .PA 112 Static Uplift Testing. PA 102 (4 Headiap, Nails, Direct Dcck, Ncw Constniction)a Static Uplift Tcsting PA 102 (4" Hcadlap, Nails, Battcns) Static Uplift Tcsting PA102 - (4" Hcadlap. Nails, Direct Deck, Rccovcr/Rcroof) Wind Drivcn Rain PA 100 Static UpliftTesting PA102 (2 Quik -Drive Screws, DtrccL . Dcck) Static. Uplift Tcsting PA 102 (2 Quik -Drivc Screws. Batten) Static Uplift Tcsting PA102 • (1 Quik -Drive Screw, Direct Dcck) (1 Quik-Drivc Scrcw, Battens) Static Uplift Tcsting PA 101 Aerodynamic Multiplier 25 -7183 25 -7094 - 25-7496 25 =7534 25- 7804b -8 25- 7804 -4 & 5 25- 7343 -6 . Aerodynamic Multipliers Date - July 1994 Aug_ 1994 Sept- 1994 Oct 1994 Oct 1994 Oct- 1994 Oct_ 1994 Fcb_ 1995 Feb_ 1995 March, 1995 Sep_ 1993 Dcc_ 1998 March 1999 March 1995 Fcbnry 1996 Apri 1 - Dcccmbcr 1996 April 1999 Walkcr Engineering, Inc_ Evaluation Calculations Two Patty Adhesive Sct Systcm April 1999 NOA Nor A2- 1205.05 Expiration Date: 12/16/07 Approv2I D 01/02/03 Pigc 3 of 7 3_ LIMITATIONS 3.1 Firc classification is not part of this acceptance. 32 For mortar or adhesive set tilt applications. a static field uplift tcst shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of a Miami -Dadc County Ccttificd Laboratory to perform quarterly test in accordancc with TAS 112, appendix 'A'_ Such testing shall be submitted to thc Building Codc Compliance Office for review_ 3.4 Minimum undcrlayment shall bc in compliance with thc applicable Roofing Applications Standards listed section 4.1 herein_ 3...5 30/90 hot mopped undcrlaymcnt applications may bc installed perpendicular to the roof slope unless stated otherwise by thc underlaymcnt material manufacturers published literature_ 3.6 This acceptance is for wood deck applications_ Minimum deck requirements shall be in .compliance with applicable building code_ 4_ INSTALLATION 4:1 Monier Lifctilc Villa, Roll. and Capri Concrete Roof Tile and its components shall bc installed in strict compliance with Roofing Application Standard. RAS 118, RAS 119. and RAS 120_ 42 Data For Attachment Calculations Monier Lifetile Villa and Roll Tile Monier Lifetile Ca. ri Tile Tile Profile Monier Lifetile Villa. Roll_ and Ca • ri Tile Tile Profile Table 1: Average Weight (W) and Dimensions (1 x w Battens 5.57 Direct Deck 6.30 Weight - W (Ibf) 9.1 9.51 Length - I (ft) Width - w (ft) 1.33 1.42 Monier lifetile Villa_ Roll and Ca Table 2: Aerodynamic Multipliers - A ft Tile k (ft Profile Batten Application 0267 ri Tile •_A_ (ft) Direct Deck Application 0.289 Table 3: Restoring Moments due to Gravity - M (ft - Ibf) . 3'" :12 4 12 � Battens 5.48 Direct Deck 6.18 1.08 1.03 7":12°' or greater Battens Direct Battens Direct Battens Direct Deck Deck Deck 5.37 6.05 5 2 . 5.90 5.09 5.73 NOA Pro_= 02- 1205.0S Expiration Dtc 12/16/01 Approval Datte: 01/02/03 Pagc 4 of 7 Tile Profile Monier Lifetile Villa_ Roll, and Capri Tile Table 4: Attachment Resistance Expressed as a Moment - M (ft4bf) for Nail -On Systems Fastener Type Direct Deck Direct Deck (min 15/32" (min_ 19/32" plywood) plywood) 2 -10d Rin. Shank Nails 27.8 1 -10d Smooth or Screw 8.8 Shank Nail 2 -10d Smooth or Screw Shank Naas 1 #8 Screw 2 #8 Screw 1 -10d Smooth or Screw Shank Nail (Field Clip) 1 -10d Smooth or Screw Shank Nail (Eave Clip) 2 -10d Smooth or Screw Shank Nails (Field Clip) 2 -10d Smooth or Screw Shank Nails (Eave Clip) 2 -10d Rin. Shank Nails' 16.4 25.8 47.1 24.3 19.0 35:5 31.9 43.0 Installation with a 4' tie headlap and fastemefs are located a min_ of 2•: from head of tile_ Table 5: Attachment Resistance Expressed as a Moment M (ft -lbf) for Two Pa Adhesive Set Systems Tile Application Tile Profile Monier Lifetile Villa, Roll, and Capri Tile 2 See manufactures com' .nent a Flexible Products Company TileBond Average weight per patty 11.4 grams. Poiyfoam_Product, Inc_ Average weight per patty 8 grams_ royal for installation Adhesive r . uirements_ Tile Application 37.4 471 24.3 19.0 35.5 31.9 67.5 Battens 28.8 45.5 49.1 242 86.61 22_1 34_8 322 50.9 • Minimum Attachment Resistance 261 Table 5A= Attachment Resistance Expr 'as a Moment - Mt (ft -ibf) -- for Sin. le Pa Adhesive Set S stems Minimum Attachment Tile Profile Monier Lifetile villa. Roll, Polyfoam PotyPro' and Capri Tae Polyfoam PolyProTM 4 Large paddy placement of 54grams of PolyPro 5 Medium paddy placement of 24grams of PolyProm. Resistance 140A No_: 02- 1205.05 Ezpiratloa Datc 12/16/07 Approval Date: 01/02/03 Pate 5 of 7 - Table 58: Attachment Resistance Expressed as a Moment - Mr (ft4bt) _ for Mortar Set Systems Tile Tile Attachment Profile Application . Resistance Monier Lifetile Villa, Roil. an Capri Tile Mortar Set` 20.60 S. LABELING All tilts shall bear the imprint or identifiable marking of the manufacturer's name or logo. or following statement: "Miami -Dade County Product Control Approved'_ 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following_ 6_1.1 This Notice of Acceptance_ _ 6_1.2 Any other documents required by the Building Official or applicable building code in ordcr to properly evaluate the installation of this system_ PROFILE DRAWINGS MON(ER LIFETILF V!_LLA CONCRETE ROOF TI LE_ NOA No.. 02- 1205.05 Expiration Datc :12116/07 Approval Date: 01/02103 Pagc 6 of 7 i i I � MONIER LIFETILE ROLL CONCRETE ROOF TILE MONIER LIFETILE CAPRI CONCRETE ROOF TILE END OF THIS ACCEPTANCE NOA No -: 02- 1205.05 Expiration Date: 12/16/07 Approval Date: 0I/02/03 Page 7 of 7 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 11/18/2003 Applicant: FRADER Owner: ONE, INC. JOB ADDRESS: 550 NE 96 Parcel # 1132060140700 Fees: FEE2003 -6850 FEE2003 -6851 FEE2003 -6852 FEE2003 -6853 FEE2003 -6854 Description Building Fee CCF Scanning Fee Technology Fee Training and Education Fee Total Fees: Signed: (INSPECTOR) Signed: (Contractor or Builder) Building Permit Permit Number: BP2003 -1579 ONE, INC. FRADER ST Contractor DUQTER CORPORATION Contractor's Address: 13075 S. W. 132 AVE #3b Local Phone: 305 - 255 -2221 Amount $325.00 $6.00 $3.00 $8.13 $2.00 $344.13 Permit Status: APPROVED Permit Expiration: 3/30/2004 Construction Value: $9,426.00 Work: RE- ROOFING MONIER LIFE TILE CAPRI ROLL COLOR THRU TILE BY: Page 1 of 1 JUN 0 4 PAID Legal Description: MIAMI SHORES SEC 2 PB 10 -37 LOTS 10 TO 12 INC BLK 54 LOT SIZE 150.000 Total Fees: $ 44.113 0 Total Receipts: d.00 0L`4t'12$ In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Type Insp'n Correction MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 1 ()I 3-15 Permit No. 6P 0 3 -15 - 7q Name ROCAy Can.. Address Il X50 ►JE q65)- Company J[QrZo • Inspection Date Re- Insp'n Fee rna e c - 1►33 Phone #