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1163 NE 101 St (7)PLANNING BOARD AGENDA OF y P'S'' IV R 26, k991 ITEM NO. 1 3 Name of Owner /Applicant. t .j W G .at4N Phone No. 74): Address of Property, and /or Legal Description \)W3 10) �►`f Nature of Request Pf4PRoV4t, 01 VAAVA,KCaG `r0 ?' Mj't NONE -- 0.ON- ro o4 6 p1.0‘4)Dik. CA00 M Present Zoning ft.. Area of Present Building 1,701 Area with Proposed Addition 1 1 3' '-(11SC.ujt t'9 .V 1.A'r R00-' WP8Lt r Rd( yob �P ATDpt4. Parking Spaces Required with Addition Setbacks as per Code Setbacks Provided O.M, Vari m141%01000 M''tt. JDJN. % 34/3 -- 4L1.0t4P(sm two ov' 2hGv 0 1I Po,w. ). WOOD 7493Ap Wy y - * Ot -0 j i4o N 'I « , Council Action Required Date of Applicant Notification Planning Board Action Council Action aiami c 1iores99Ilage F L OR ID A pt.-14) 4114gl 4,txtaistivv Director of Building and Zoning C/ t & / 7- • ge -72 e- &A-d , e,7/ (A-2 JERRY BERGERON N.E. 101 ST. MIAMI SHORES, FLORIDA 33138 805 -758 -1818 ene 9 -/9 9/ eA5- A i ‘-ef-e- f9 zee_ - `� A /' sec ,( frt f6 0 1,/ /)_re—.Z:; /ice -.- cc- %�- ' ..E6.- i it --(1) -€ (- l'r A4- "re.d-e?-e,-2 ---� r — -) / 4 - / ,fr'7 r d.„,t_9 l ye % / ,il4-te/ „-L2 4- G� z/ 2,16 / "6„,,e. �� cad • ��� .Gui�c,< -si� L� � � � ,%�� G� L�r�- �atiC -� e % e60 -4c‘- ; ems- • C mac/ �i/, /66w'`. }-aeVe-f-ee,e4./, JERRY BERGERON jig.? 1a N.E. 101 ST. MIAMI SHORES. FLORIDA 33138 308 -788 -1318 Gad a Zete 747 4 1 ••■•••• Ax.57 635i) IT )0 NT / sf A 4J4�'/% — 6 t$', tow I volow aim am• •••••• atImmomaam.■•■■■■■■••■■■•■■AlisIftssraisim••■•■•••■■••■■ -7 . 11/4).EiV attogrel... hfcrriG 11641 Pao>.)11 •■•••••■•■•■ ..1.■••■■■•••■ 1 ••••••111 - Tt 01.1 E I lorl sat, fr4 1 1 t41. 4NVER 1201a1 "ffiAiki • VAVAI - A THEE to' r .: • rL.UVjc. r� • 5 :4 0 !+_ A}F, /J/ 577 •� . p LAT • • rutioit.169' OCA:1-ur tw,f- ot-A (1" 04 1 wAar) er.1 1 ")kto" 1.4 . pJ4 ? 60Orrpit4t. t -laprIlL v146\ Pl gy mArriu- syvir-- .11M 4062NINFAMMICILVIVISINW,.."10111Mr. eiLmamm. I 1$ 1 44.41.Y70 4-n2tP u &k.eart. • Pot:k _ 15 '001 4 . rig 1;11' • 4-x4 V4 4 1. 1-40 viitl)r or; ritgo eL• \vatic Goaoi rtit., owe efrstp • ?fid \vo FAKrtifr- .eirtt.V.Zo gJ 1411...t wer 4-lutzatc.Akie srmeoPe et:6 . - tativr easi :4Th •thr701E \\I/ TOR.0—iravurep -- • ottp4 s e re,4-r • ?-‘ ¥i 114 HO eArlair,66 AO j0 41t; • 11 p, awri visve-dtpevtuu w/pwwe ft io‘ 44 we. • (+) I 9 1 6A2A47F- t" NIP td4417.4e414. 4•90trr (4) ` A/ isovrop- w/00-rY? 1400.14/7 4 F, :Fizazone4 0/A4-L. - rie • AlivasO •e-fer • ivrazo t%) wegiritztRa0V /151"AL- Lkn ON1 4its - C•17- 1 C , VAVA-17-0 , 10 , trzttt- rtztAtal, • W/110 AwAGe r L -- ..v 4fifriea1/43 A 4 5 _ yn•frnAP &" o.6 ,41- .A.1^.1 fP lAri vox. A474, _ '14!ti I s 13" : kVo w rIel ° *$ 4 1142,-` mat...Atie Artgef e A. TAATE &Ted() 0 V.J. KNEZEVICH, P.E. WALTER A. TILLIT, JR. , September 25, 1991 Dear Mr. Bergeron: KNEZEVICH AND ASSOCIATES, INC. ENGINEERS • PLANNERS • PRODUCT _TESTING Mr. Jerry Bergeron 1163 N.E. 101st Street Miami Shores, Florida 33131 Re: Engineering Evaluation of Construction 1163 N.E. 101 Street We have conducted our site inspection of the family room to your residence at 1163. N.E. 101st Street, Miami Shores, We have concluded that the following item needs attention, for compliance with the South Florida Building Code, Edition: addition Florida. in order Current 1. The section of existing 4 x 8 x -11" carry beam needs to be replaced where the splice occurs. In lieu of replacing, one 3 x 8 wood beam or an 8" steel channel with min. web thickness of 1/4" may be set on each side of the existing 4 x 8 carry beam and thru bolted with 4- 1/2" diameter bolts at each column. Bolts must pass through the steel flanges on top of the columns and thru all three members(existing plus 2 new members). 2. Wood frame wall on West side of family room addition will be removed and replaced with concrete block, steel reinforced tie columns and beams. In conclusion we found that the above work needs to be accomplished but that all other structural phases of the work are satisfactory and meet or exceed the requirements of the current edition of the South Florida Building Code. 641 MOKENA DRIVE, MIAMI SPRINGS. FLORIDA 33166 TELEPHONE: (305) 883 -9571 FACSIMILE: (305) 883 -9572 We reviewed the existing roof and the manner in which the new roofs tie into them. The following observations were made: 1. The flat roof above this family room addition is built the only practical way it could have been done. The existing roof slopes prohibit any type of hip, gable or monoslope roof from being built without creating long flat valleys on interior areas of the roof. 2. The flat roof over the atrium is bounded by three sides of existing house roof. This roof also could have only been built as a flat roof without incurring a rebuilding of the roof structure over the entire house or creating long flat valleys on interior areas of the roof. •Ver // ' ly yours, cc: file ezevich, P.E. ent Niami Iwning Co. C.C. g 12781 r &w. st ►Uaml. fl 33127 Ph. (305) 576 -2029 Fox (305) 576 -0314 Discription: CANVAS AWNII G t1` . PAP►'AS 1165 t. lo► 5T M•ci. Location LEGAL; Lot _ elk. ___Sub. Div. Plot Book _Page Public Rue. of Date: 7/39t 4 8 Revisions Owner Addro66 City KM State FL Zip -- Phone_ ;_ Folio A COMM./ Sheet of SKETCH OF SURVEY 171'0 I. N, -- — a Di 0 J Fpr ,Vialni honing ny Co. c c. #12781 11 W. 51. Nimnl. 11. 33127 f'f.. (305) 576 -2029 faw (355) 376 -0514 / iff 0 M I l 1st co 21 .0 co•7 (`,l llirl� `t S Z E� • 41 r � 44- O 1 .o 0 0 Cis g ,b t2 L D 0 3 ' 0 V) 0 r, 10,90 , 41 " ) ' y00 08 4v. F ( fLus,kf ) SCALE: 1" -20 1 jfrg1l 1cC Fi w a of 0 p� 1r�1 T � r 2 . __ _ i' r l 0 r ` l 4 L 0 G A> mot. I 32O _29 -o2Za p z0 ?OSg0 AwlnlJ6A Discliption: ___r,ah' S_ES't11U( t1K. PAYI'a5 15 tte WI 5T WC. Location', _ _ - LEGAL: Lot __ —__ ©ik. __ Sub, Div, __ Plot Book _Page Public floc. of Dote: 7/ $ Revisions Owner Addreso City )lUJdi Slate-•— Zlp PhOr1C__�___ Folio COMA./ Sheet of I, woo felict J l * Pd&1 -'f rs..)m s . 0 * X15. �M) ,p�rD121G 2O TILE 14.17.1.P. 11E ? P PROPERTY FALLS 1RU{u2 111 RECE OF PIPE - >/4- ° X1 - LG. WELDED TO COLUMN w 2 N.T.5 .7 /3' /8 1 1 CONSULTING ENGINE THOMAS H. MAXWELL J ILI MAC $$ AVE. WAY!, flpflIDA lEXI1 641.75411 .7 IP EDETAIL 1.;• S Mo - FO P 7 3 asnfr, - Tr c r/ Cz.tr&q • • • Hr.= Fipc - ° • 0 • • . • f °•- T\J.T. VIAVI AWN 282 N.W. 36 S MIAMI, FLORIDA 33127 (305)576-2029 FAX: L)\- PAPPLs, )(37 NE 10\ cenrrmtt • • .1/2' :lc.- L2NG Ect ..ztoec Euficifmc Etc =2•2•1.:,'.... co j Li--.CED T 1.- . 4 ' - . 2 - I T. :' F. I 2; (7, 1/ .. ,c i .c) y . ...-_-_:::::-. E ni : 2 5 E- UP .: .. a 0 - 1.75 NOT -.,.. - 0 _-- -- . , : ' HC R./. 3 AA ' _F RT - -- --- --' „ -' • LO. .7-•••? 2 AL • = = ==: = I. Ar: =7: c (1 tr_H C7-•:=.t.cr 4:/a.=_-_- 7:071 r=r7:. NC.= ==±9.--='—'1'. cf ••••_ E. =s-clt f•••.....:y wciC=i rk c- rrzrrn.--- 6cZ-1 PIECE OF PIPE / LG. WELDED TO COLUMN ILI mt, 1* AYE. • bilMq; FLORIDA Slat {Wall) 0414041 CONSULTING ENGINE THOMAS H. MAXWELL J, PE IMPriat DETAIL 'A' w• . CELIA Eft. Track w/ Ccur&. • Lle DE.TAII. 1\J.T. :1/2' :creve Bove coes Fr-t-ne. col11.7 Ecridc Euridinc Czde 432.5.2t C , 71 7 _ ZS AXE LA c_ D TO F F—A2-1E LT G 1/ 2 xy/os EE TaiR.L7 2 517 UR C.7..L NOT HO; PLE 9 A_PAF-T 1. g CO w■i.-:1 • 7 73 A N n . ge.:Ye..r.rzree_ JN HJ , 2. Ail mere: r aecre (Izzert 1 IrE Sc cr feLieving ateicing :Dec. C.'..:=Ler S Awning :e e ry ring eerier:: 7 .1 cf tr.-' 5. A All tr=n-= ;r71..-• dc:it;r1e,ci tthag vlAvi AW \ 282 N.W. 36 S MIAMI, FLORIDA 33127 (305)576-2029 FAX: 576-0514 P41 tAR- PAPPAS [(3 NE 10\ ST- M. 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Architect /Engineer LIG /7N ,edF,Z,e 4G!/ /I /1 s Bonding Company Address Mortgagor Address Permit Type (circle one) BUILDING ELECTRICAL PLUMBING MECHANICAL PAVING FENCE SIGN WORK DESCRIPTION gore / !»- ,ego �314 (V7 Lt 1/T6 Estimated Cost WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO 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). Square Ft. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING, and MECHANICAL work. 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. Furthermore, I authorize the above -named contractor to do the work stated. ch.C�/1b /7_,A,7 A%,/,-(„/ SignaX re of caner and /or Condo President Signature of Contractor or Owner - Builder Date: Date: Notary as t'o Owner and /or Condo President Notary as to Contractor or Owner - Builder My Commission Expires: // l/� 9 My Commission Expires: * * * * / * * * * * * * * tic PERMIT FEE: APPROVED: Fire Other Zoning Building4i— 1V� '/1 Electrical Mechanical Plumbing Engineering Council Action Required iami fhoreslillage F L 0 R 1 D A PLANNING BOARD AGENDA OF �S {'�r�,6t°.e /5 7 J ITEM NO. fo Name of Owner /Applicant2/'ie/ it°,&t °/2DN Phone No. Address of Property, and /or Legal Description //(6/ /O /•.r� Nature of Request 4,,wd4e DA ,4 47 ,44 �U 4/. Present Zoning Area of Present Building 702 Area with Proposed Addition 3o -50 (A24P•eOD _.5 ,1,1 "W& 45// ,24/ Parking Spaces Required with Addition Setbacks as per Code Setbacks Provided Variances /Exceptions /Zoning Change /*ops,„,,,/ 4 , / ;40,,i) aie //o Date of Applicant Notification Planning Board Action N ? \K 9 ) &)'3 Council Action Aaw Director of Building and Zoning JgA21-iiv.ft•; — J eAL im e krrriA•ve,e 141. vie hi 4, F G r4'Att; 1 _ .fri _ 19 A 4.- INE of` e/1/0 • . 1 • 4 • --- aavice_bgwea-- wockporr----- _etz04urte voftiow - v114 - flue cto V ) / ot,G\4_\ (Fila (1AL 3 S. e26iic ei)l zA/.. " _L. - + 0 k 4. ? i ) — t. k' L, g r — Fr t .C. .r... 1...,.11 "Le PARiA b P L 4 \4 700 F4p Ei 1 r Grvo Mb 0..M V-f " 4'v..-1'tAt.j..4 /OW viiCe 4 I:74 ..okk,fetri- 4 1,50; ra 1V4LL. Vfk&I‘i fttA p, \.\/ A Trz upt•el sZcF F9 \t I 4.) Or r). tv9 Gog ctuiT • F reeoop&V„ A Jr r/e9e.f.r,',., T97 ° • r. re_z■.‘,(%:14,, - r4iF 4 e -e-fiTrz y b (A) r/s-)N. -4— ) , N 6 tkri Ag , le • • F - ): 1• • - ;-;!,) \. \V 1 (9 ( t q r I e ,I, e) • "--‘ - 9/1e ;4 At\il 4, 1, )<;- ,s Vv A 1 I FIU "Cr A F.e./NIVIOL• a\A 0'1 !lit g --- 0.) 11'/4` ,a4o,k4i-/ ‘..A.eff - -t f ASE3c3c:IATEL3 INC. u:Nci Rs AND PL ANNERS fJ'11 mai<ENA ORIVE MI A . FLORIDA . :331136 icNE ( :305 ) 1303 - 9571 l ip wci N.k?. Il■ 1. ,,,...*-b ..b.:.ribl. -.: re; C.2 1 1 , /7&:„. I rt•-Yr: ) FL ATTENTION BUILDER ALL OiMENSIONS OVERHANGS, PITCH, ETC. TO BR CHECKED BEFORE ORDERING TRUSSES IT IS YOUR RESPONSIBILITY TO CHECK OUR TRUSS PLAN. t/Y COX (32.16) PLYWOOD MINIMUM REQUIRED O T UI$ti oYLR 40 INStALLATION SuPERYISE0 BY SPECIAL INSPECTOR REQUIRED P.E. OR ARCHITECT tUU,B C. 30.3) GABLI ENO YERTICYI WEBS ARE 10 BE BMCEO EVERY 31• AT APPRC IS DEGREES 10 ADJACENT TRUSSES IN ORDER TO SUSTA,N LATERAL W■NO LOADS 14 LEDGER BOLTED / r O.C. FASTEN WITH HURAICANI CLIPS IF REWIRED N r \..)‘_:„., SI • FOR TIE GOWN OF COMMON TRUSSES UP TO 501r SPAN USE A BASCH ANCHOR STRAP AT EACH END. FASTEN WITH (3).16d NAILS STRAP TO BE BEAT AND NAILED ON FAR SIDE WITH ONE (1) 16d NAIL 1450 L83. WORKING LOAD UPLIFT EACH. SUPPLIED BY BUILDER. REFER TO ARCHITECT OR ENGINEER FOR COMPLETE Tit DOWN PROVISIONS FOR TIE BEAM, WALL AND FOUNDATIONS CONDITIONS. • _...._ r • X31 T4101 THREE MEMBER GIRDERS tO 81 FAITENNE0 USING 1 101 NARI AT it OC ALONG CHORDS ANO WEBS STAGGERED ON 8OTH SIDES OP TRUSS. FOUR MEMBER GIRDERS ADO 1 THRU SOUS AT 2r OC ALONG BOTTOM CHORD AND AT PANEL POINT$ ALONG TOP CHORD. I5 -v V GIRDER$ IN SYSTEM ..-_ r t. r- - Y 1 L. 12) 7 FOR ROOF TRUSSES UP TO 4S' SPAN USE HUGHES JHA 213 2212 JOLT HANGER OA APPROVED SIMILAR. FASTEN TO GIRDER WITH ($) -16d NAILS. USE (8) -16d NAILS IN SIOE PLATES. 2340L8. WORKING LOAD DOWNWARD. 864 IBS: WORKING LOAD UPLIFT APPROVAL NO. 830603.10 SUPPLIED BY BEST TRUSS CO. FOR HIP CORNEA JACKS OF 1+ 11T SETBACI USE BASCH RIP HANGER OR APPROVED SIMILAR. FASTEN tO HV CARRIER UStNO (12•161 NAIIS. APPROVAL NO. Ott ?1S SUPPlJE0 it Slit TRUSS CO. FOR COMMON JACKS it SPAN ARO LESS USE EASCH 221 CUP OS APPROVED SIMLA& FASTEN WITH (123 44 NW AN GUIDER ANO (6) 44 NABS INTO JACKS. 601 LBS. WORKING LOAD 00%NWARO. to 183. %ORKINO LOAD UPLIFT. APPROVAL NO. 7S IA S 1t SUPPLIED SY RADER. r j 7 — •- /i cDX 5F(ATH143 14I4 RE011 tE8 COIjT OOTTON ORAc*(BB) 1 R) I Ifi OC. ix 4f G KY OC. O AT PANEL POSITS. J.4 KO NASA EAcH N ePr 2 ( cuGOP1M. Bl t(I�) TY.RR (11 EACH f.10 WALL Ata MO MAX. NTFRVALS ALONG LATERAL. MAWS. FOR JACK 1'Y SPAN ANO LESS FRAMING INTO CORNER JACI USE SA$CH HURRICANE CLIP TOP. ANO BOTTOM OR APPROVE0 SiMRJU1. f ASTER WITH EIGHT t/) -61 MAILS EACM. 132 LBS.'MORKINO LOAD DOWti1ARO PER PAUL 33S IBS. WORKiNO LOAD UPLIFT PER PAUL 331 LSt WORKJVG LOA0 LATERAL PULL - Out PEI PAIR. APPROVAL *O. ?S16t t-11 SUPPLIED II BUILOUL REVISION OP THIS SHOP ORAW►NO BY PROfESSIONAI, iS IN CVMYLIANCE OF POLICY NO S METRO OAOE COUNTY BUILDING ANO ZONING OEPARTMEI4T AND EXCI ALL BUILOINO COMPONENTS NOT fABAICATED BY OUT TRUSS CO. REFER TO ARCHITECT OR ENGINEER FQR COMP).RTE CORRELATION OF THE INFORMATION PROVIOEO IN TH;S SHOP ORAWIJ'1Q WITH ML OTHER TAAOES, STRUCTURAL BEAMS. WALLS AND FOUNOAtION AEOUIREMCNTS Of THE S.P.O.C _19- -o M 18P(S1IN IT ITEM '��- TG ? .c MWP-• . • FOR Til DOWN OP PRIME HO CARRIERS UP. t0 4% SPAN ANO GIRDERS CARPING UP t4 304 SO fl OF tRIBuTAR1 .R00 AREA ust TWO;21 ANCHOR STRAPS Al EACH F n FASTEN WITH (3} 161 NAILS. STRAPS TO SE BEN ANQ MAILED 014 FM %ITN ONE (1 }161 NAIL 1451 IBS. WORKING LOA6 FM $ D LIAOT EACIL APPROVAL 4O.7f1T6 6.11 SUPPUE011 BUILDER. rr � 172) - 1 7- f 6 % f ✓ J If1 r. t ,e---6 _ , SCHEDULE OF WEB MEMBERS REQUITING COMPRESSIOA TIMM (CONSISTS OF 1 x-1• - . /2 - c NAILS) TRUSS I.D. I WE3 ID. f- , r _ ( 32 J > J J 1 z o a< < U 01 0 0 cr h 0 0 Q cD U. === « «A.C.E.S Version 5.6B »» f 005488 Hand cut »»: 10.62 Hand jig » »: 15.61 Customer : JERRY - BEDRGERON Project #: 2C15 Truss ID : Ti Span : 27 -9 TOP CHORD 1- 2 = -3487 2 -3= -3258 3 -4= -2385 4 -5= -2385 5 -6= -3258 6 -7= -3487 { 1 -1 4 -10 -11 { 9 -4 -9 { 13 -10 -0 { 18 -4 -7 { 22 -10 -5 27 -9 4 -10 -11 4 -5 -15 4 -5 -15 4 -5 -15 4 -5 -15 4 -10 -11 BOTTOM CHORD 7 -8= 3341 8 -9= 2939 9 -10= 2939 10 -1= 3341 { 7 -1 -10 7 -1 -10 L. HL TO PH:14 -3 -10 LEFT HEIGHT:0 -5 -15 LOADING (PSF) 5 TOP 20 15 BOTT 0 10 WEBS 2 -10= -213 3 -10= 335 3 -9= -718 4 -9= 842 5 -9= -718 5 -8= 335 6 -8= -213 3x6 SPL. STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES USED Quantity : 1 REACTIONS - SIZE 1 = -1356 3.50 7= -1236 3.50 4x5 Hand Comp . 10 3x4 5x6 SPL. W/B 13 -10 -8 6 -8 -14 9 3x8 { SPAN:27 -9 HISE:3 -11 -9 MAX STRESSES TOP 6 -7 =0.572 BOTT 10 -1 =0.938 DEFL. @9 =0.20 < L/360 20 -7 -6 6 -8 -14 5x6 SPL. W/B assembly »» : 6.69 asssembly : 0.00 Tue Apr 28 00 :33 1992 Top Pi # : itch : 3./12 8 3x4 { « «BEST. TRUSS » >> = == 27 -9 7 -1 -10 R. HL TO PH :14 -3 -10 RIGHT HEIGHT:0 -5 -15 MINIMUM GRADE OF LUMBER TOP CHORD:2 *4 No.2 19 SP BOT CHORD:2 *4 No.2 19 SP WEBS :2 *4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 0 { _ = == « «A.C.E.S Version 5.6B »» Hand cut » »: 10.74 Hand jig » »: Comp cut : 3.74 Customer : JERRY - BEDRGERON Project #: 2C15 Truss ID Span : 27 -9 Quantity TOP CHORD 1 -2. -3445 2 -3. -2523 3 -4. -2447 4 - 5• - 2523 5 -6. -3445 BOTTOM CHORD 6 -7. 3312 7 -8. 3312 8 -9. 2447 9 - 10■ 3312 10 -1. 3312 y 6 -6 6 -6 LOADING (PSF) 5 TOP 20 15 BOTT 0 10 6 -6 6 -6 WEBS 2 -10. 129 2 -9. -898 3 -9. 325 3 - 8. 0 4 -8. 325 5 -8= -898 5 -7. 129 1 10 2x4 1 3x6 SPL. 13 -0 6 -6 L. HL TO PK:13 -4 -13 LEFT HEIGHT:0 -5 -15 SPAN:27 -9 STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES USED 5x6 SPL. W/B WEB 2-9; S -8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note; Use 1x4 or 2x3 Cont. Bracing conn. with 2 -8d nails min. PATES ARB MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD j 005487 1 « «BEST.TRUSS » » = == 15.78 Hand assembly » »: 6.76 Comp asssembly : 0.00 Tue Apr 28 00:46:43 1992 : H13 Family # : 314 : 1 Top Pitch : 3./12 REACTIONS - SIZE 1= -1356 3.50 6= -1236 3.50 13 -0 1 4 1 1 -9 21 -3 I 27 -9 6 -6 1 -9 6 -6 6 -6 9 8 3x4 3x8 14 -9 ' 1 - MAX STRESSES TOP 1 -2 =0.741 BOTT 10 -1 =0.902 DEFL. @9 =0.20 < L/360 A GALVANIZED 5x6 SPL. W/B 21 -3 6 -6 STEEL(EXCEPT AS SHOWN) 7 2x4 ` 27 -9 6 -6 R. HL TO P}4 :13 -4 -13 RISE:3 -0 -15 RIGHT HEIGHT:0 -5 -15 MINIMUM GRADE OF LUMBER TOP CHORD:2 *4 No.1D 19 SP BOT CHORD:2 *4 No.2 19 SP WEBS :2 *4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 1 PLATS MUST BS INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. == = « «A.C.E.S Version 5. Hand cut » »: 10.62 Comp cut : 3.70 CusIomer : JERRY - BEDRGE Project #: 2C15 Span : 27 -9 TOP CHORD 1 -2. -3531 2 -3. -2833 3 -4. -2748 4 -5. -2833 5 -6. -3531 NIS 5x8 1. 1:1 t 5 -6 5 -6 1 BOTTOM CHORD 6 -7. 3388 7 -8. 3388 8 -9. 2748 9 -10. 3388 10 -1. 3388 { 5 -6 5 -6 L. HL TO PH:11 -4 -1 LEFT HEIGHT:0 -5 -15 LOADING (PSFj TOP 20 15 BOTT 0 10 WEBS 2 -10= 109 2 -9= -666 3 -9= 295 3 -8. 0 4 -8. 295 5 -8= -666 5 -7. 109 3x4 2 10 2)44 6B »» Hand jig »» : RON STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES USED 11 -0 { 16 -9 { 5 -6 5 -9 SPAN:27 -9 Truss ID : H11 Quantity : 1 4x9 3 9 3x4 r 005486 1 « «BEST.TRUSS » » = == 15.61 Hand assembly »» : 6.69 Comp asssembly : 0.00 Tue Apr # 28 00 1992 Top Pitch : 3./12 REACTIONS - SIZE 1= -1356 3.50 6= -1236 3.50 11 -0 16 -9 5 -6 { 5 -9 MAX STRESSES TOP 3 -4 =0.728 BOTT 9 -10 =0.874 DEFL. @9 =0.20 < L/360 3x6 SPL. 4x5 4 8 3x8 { 22 -3 { 27 -9 + 5 -6 5 -6 22 -3 5 -6 3x4 5 5x8 7 2x4 6 { 27 -9 5 -6 B. HL TO PH :11 -4 -1 BISE:3 -2 -15 BIGHT HEIGHT:0 -5 -15 MINIMUM GRADE OF LUMBER TOP CH0RD:2 *4 No.1D 19 SP BOT CH0RD:2 *4 No.2 19 SP WEBS :2 *4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES AR3 MITEE M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATS MOST BB INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 THIS DESIGN I3 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. === « «A.C.E.S Version 5.6B »» [ 005485 1 « «BEST.TRUSS » »= -c Han c » »: 11.22 Hand jig » »: 16.49 Hand assembly »»: 7.07 3.91 Comp asssembly : 0.00 Customer : JERRY - BEDRGERON Tue Apr 28 00:45:14 1992 Project #: 2C15 Truss ID : H9 Family # : 314 Span : 27 -9 Quantity : 1 Top Pitch : 3./12 TOP CHORD 1 -2. -3578 2 -3= -3117 3 -4= -3460 4 -5. -3460 5 - 6. - 3117 6 -7. -3578 BOTTOM CHORD WEBS 7 -8. 3424 2 -12= 89 8 -9. 3424 9 -10= 3024 10 -11. 3024 11 -12. 3424 12 -1= 3424 PLATS OFFSETS (X- LEFTY- TOP)i[j10 =4,2], -1 4 -6 9 -0 4 -6 4 -6 5x8 1 ri= 4 -6 4 -6 2 -11= -417 3 -11= 211 3 -10. 488 4 -10= -341 5 -10= 488 5 -9. 211 6 -9. -417 6 -8= 89 12 2x4 { 9 -0 4-6 11 3x4 L. HL TO PH : 9 -3 -5 LEFT HEIGHT:0 -5 -15 SPAN:27 -9 = == = =■■== LOADING L (PSFB BOTT 20 15 STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES NOT USED REACTIONS - SIZE 1= -1356 3.50 7= -1236 3.50 13 -10 -8 18 -9 23 -3 4 -10 -8 4 -10 -8 4 -6 1 0 5x8 9 3x4 27-9 4 -6 8 2x4 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 3 -4 =0.770 TOP CHORD:2 *4 No.2 19 SP BOTT 11 -12 =0.849 BOT CHORD:2 *4 No.2 19 SP DEFL. @10 =0.23 < L/360 WEBS :2 *4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 13 -10 -8 1 18 -9 ( 23 -3 ( 27 -9 4 -10 -8 4 -10 -8 4 -6 4 -6 H. HL TO PH :9 -3 -5 HISE:2 -8 -15 HIGHT HEIGHT:0 -5 -15 PLATES ARS MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BB INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 THIS DESIGN I3 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. _ _ = « «A.C.E.S Version 5.6B »» j 005484 Hand cut» »: 11.22 Hand jig »»: 16.49 Comp cut : 3.91 Customer : JERRY- BEDRGERON Project #: 2C15 Truss ID : H7 Quantity : 1 TOP CHORD 1 -2. -3563 2 -3. -3358 3 -4= -4230 4 -5. -4230 5 -6. -4230 6 -7= -3358 7- 8 = -3563 _ BOTTOM CHORD WEBS REACTIONS - SIZE 8 -9= 3393 2 -14. 69 7 -9. 69 1= -1356 3.50 9 -10= 3393 2 -13= -143 8= -1236 3.50 10 -11. 3256 3 -13. 123 11 - 12= 4230 3 - 12= 1057 12 -13. 3256 4 -12= -319 13 -14= 3393 4 -11= 0 14 -1. 3393 5 -11= -319 6 -11. 1057 6 -10. 123 7 -10= -143 1 -4, 3 -6 1 7-0 1 11 -7 -9 16 -1 -7 1 20 -9 3 -6 3 -6 4 -7 -9 4 -5 -13 4 -7 -9 LOADING (PSI 15 0 10 14 2x4 ' 3 -6 i 7 -0 3 -6 3 -6 L. HL TO PH:7 -2 -9 LEFT HEIGHT:0 -5 -15 13 3x4 11 -7 -9 4 -7 -9 SPAN:27 -9 12 3x4 11 3x8 5x6 SPL. N/B 16 -1 -7 4 -5 -13 Hand Comp « «BEST. TRUSS > >> assembly » »: 7.07 asssembly : 0.00 Tue Apr # 28 00:44:29 1992 Top Pitch : 3./12 { 24 -3 1 27 -9 i 3 -6 3 -6 10 9 3x4 2x4 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 20 TOP 3 -4 =0.709 TOP CHORD: BOTT BOTT 11 -12 =0.758 BOT CHORD:2 *4 No.1D DEFL. @11 =0.29 < L/360 WEBS :2 *4 No.3 19 SP STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES NOT USED I 20 -9 1 24 -3 , 27 -9 4 -7 -9 3 -6 3 -6 R. HL TO PH :7 -2 -9 RISE:2 -2 -15 RIGHT HEIGHT:0 -5 -15 SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BB INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. as " = = = « «A.C.E.S Version 5.6B »» =[ 005483 ] = =_ Hand cut » »: 20.21 Hand jig » »: 26.85 Comp cut : 8.90 Customer : JERRY - BEDRGERON Project #: 2C15 Truss ID : H5 Span : 27 -9 Quantity : 2 _ TOP CHORD BOTTOM CHORD WEBS 1 -2= -7026 2 - 3. - 7285 3 -4• -10501 4 -5. -11598 5 -6. -11598 6 -7. -10501 7- 8 = -7285 8 -9= -7026 PLATS OFFSETS 9 -10. 6704 2 -16. 49 10 =11. 6704 2 -15. 376 11 -12■ 7064 3 -15. 372 12 -13. 10501 3 -14= 3592 13 -14. 10501 4 -14. -887 14 -15. 7064 4 -13. 1149 15 -16- 6704 5 -13. -535 16 -1. 6704 6 -13. 1149 6 -12. -887 7 -12. 3592 (X =LEFT,Y =TOP)t(j13 =4,2), 1-4 2 -6 5 -0 { 9 -6 -2 -6 -6 4 -6 -2 5x8 1 LOADING L (PSq TOP 15 BOTT 20 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.10 1.10 4x5 4x9 2 16 15 3x4 4x5 THIS DESIGN IS FOR TRUSS FABRICATION 7 -11= 372 8 -11= 376 8 -10. 49 4x5 4 14 4x5 2 -6 5 -0 I 9 -6 -2 -6 -6 4 -6 -2 L. HL TO PH : 5 -1 -14 LEFT HEIGHT:0 -5 -15 SPAN:27 -9 STR.INC.: LUMB = 1.10 PLATE = 1.10 REPETITIVE STRESSES NOT USED LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM CONCENTRATED ONLY.FOR PERMANENT AND 13 -10 -8 4-4-6 REACTIONS - SIZE 1= -2330 3.50 9 = -2210 3.50 { 3x4 5 1- 3= 70 3- 7= 123 7- 9= 70 11= 375 15= 375 13 7X8 18 -2 -14 4 -4 -6 Hand Comp { 5x6 SPL. W/B 4x5 6 12 4x5 ««BEST . TRUSS »» assembly »» : 16.11 asssembly : 0.00 Tue Apr 28 00:43:46 1992 Top : 3./12 22 -9 25 -3 27 -9 4 -6 -2 h-6 h -6 4x9 7 4x5 8 11 10 4x5 3x4 13 -10 -8 18 -2 -14 22 -9 25 -3 27 -9 ` { 4 -4 -6 4 -4 -6 4 -6 -2 h -6 h -6 B. HL TO PH :5 -1 -14 HISE:1 -8 -15 HIGHT HEIGHT:0 -5 -15 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 4 -5 =0.916 TOP CHORD:2 *4 No.2 19 SP BOTT 12 -13 =0.848 BOT CHORD:2 *6 No.2 19 SP DEFL. @13 =0.44 < L/360 WEBS :2 *4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 2 9 -11= 20 11 -15= 35 15- 1= 20 { 5x8 9 ** 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ** PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTN A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATS MUST BS INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91 TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. SCALE II as it SPACING " D' D.C. TPX 78 DSSN CRIT ALLOWABLE STRESS INC. 33X ex 8 16'• Q • O F FL0�10I • M R *13 • FAIL u1FIN►\ AMILIKZELW lit 'rRV! .► 4l 1 ■I ����rlr DESIGNED BY MIT- CHECKED BY 11 DATE 1 /(x/84 DSG .REDDEST f s M1�i1HUH trt1AJJC UI LUMlitti TOP 2 tJa•'L sP BOTTCN 2 xd WEBS 2: d 00. 3 e_4 D 3x 4 3x S _i�LYI S ED tLADI146 (PSO t,Q LIVE ')x TDP DEAD I BO f0N la TOTAL • 55 ('/ I I /I1-7 ?6 M.MFACMILD FVO4 AS TN A 448 bO0 A CA DE ail STEEL. INSTALL PLATES SYNHE RICALI,Y ON 00 TH FADS LF JOINTS, EXaVT AS 9 Cbst AYOID K110TS, MANE . O DISTOFTTID GU . JOINTS TO LE HELD FIF)&Y TOGETHER UNTIL TEETH M DHEDOED IN MOCO . (SEE TP I: DUAL I TY CUN TAOI_ N,MFUA _ . uOTr t QRUs/ID€ e,OLITIMUOU $ t -c0116 01J YL Ie CA v•J rn4 mU . 7 ! 2x3 4x4 4-x4 AS sacks4.EfaCE BO TT ON Do 1J AT INTERVALS CF 10' -0 OA LESS IF N0 RIGID CfILI15 1S ArPLIED. THIS DES I6.9 ONLY 9 CieS STTIXIIflAL OW.CING FEOUIF£0 FCFT IFOIVIDUAL TTXISS.FOA PETIA.'El4T AR] TD:TAILkFT/ EJVCINC. miICH IS ALWAYS REOUIFIEFD• C(t4Sl .T OU ILO Ihi D-CINELA [3T AJOiITECT• it} t4 TO EarT:034404T APT MO TIECU`SETOATIRIS ITPI) .ALL 01 LOADING MID HEAR1NG Ca4DITICHS TO eE DECxfD MO YEAIFIED UY ENG.. A 1CHIIECT, OA OL.DG.OFFICIAL. PRIOR TO FADAICATION. 1 ax V6.1 L. Tt2 3x5 2x3 20' -0 $. ov2 VALLEY sr3T :? c e/ Iii Ns# /I- Yt / Y 77?U 5$ LVJavozWA5t5 57R4P o / 4W CUJNEGTIDr) DE 'r uss TT U55 SYMfrlar CAL i4 - X 4 A 6o UT CENTER U rJ GXGEPr AS 54-40WN 4( t OP'r. 6rL, 2x3 LADLE END TRUSS Poop WO UY r Rlpb>r LINE imar Sheet yla � ► ECOMM NDATIONS for rte b L TALLING .,, &� BRACING METAL CO ECTED WOOD- TRUSSES® fl7 the' responsibility of the builder; building contractor, licensed contractor, erectoi o7ereCtion contractor to •ro • er handle and install metal • late connected $ " f us e stop ea The installer must exercise the same high sr` egr�e ot�s alety vrareness; as with : any other`structural material. TPI does not rckthrlrecgmmeridAtiort(to!be interpreted as superior to the project h test grIgineer's,design specification for handling, installing and bracing truOtejor a particular roof or floor, These recommendations are based upon a sxpeJfence otleadigg technical personnel in the wood truss industry, ruses staled horizontally' should be su rted o 4 blocking TRUSS STORAGE Frame 1 D A NGERr� g 9A NGE v 'herefa'iturA `' etof0116w1n trucfrons'or eed va tt al4f 1 g } w31� o trl kety' esui�i.t sei(ous pe s a tnjut`y o degtWortainagerio itructurp4?1 ARNI(iGt `AIWARNINGrdefclibes a34nditlo0 i%efsfairi retofoltowttrstrt cti!o' couid it ssxereper`sQnainju str {ure TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate institute, Inc. ex essty disclaims any responsibility for damages arising from the use, applicatio or reliance on the recommendations and '. information contained herein by uiiding designers, builders, installers, and others. Copyright ® by Truss Pile Institute, inc. Ail rights reserved. This document or any part thereof must of be reproduced in any form without the written permission of the publisher. / Printed in the United States of America. Trusses stored vertically should be . braced to prevent toppling or tipping. DANGERMalking ot ss which are-lying fiat js e da ngerous and should bs'rl}ctl ,, prohibited. - -1 larblg egaLlit2Vigi Approximately 1/2 to 1/2 truss length Less than or equal to 60' • • GROUND'BRACING:BUILDING INTERIOR Ground brace vertical (GBv) Approximately 1/2 to 1/2 truss length Greater than 60' • pprox mate y 1/210 3 truss length Greater than 60' GROUND BRACING: BUILDING EXTERIOR Groun brace Tatetal ttli O 11 pproxIrately;L• d Approximately *trp2is Irigt114-' ya truss length uss spans, less than 30'.';' Toe In MECHANICAL' INSTALLATION ;- • . r s se ,,— of r At or above mid-height Frame 2 Strongback/ SpreaderBar Strongback/ SpreaderBar Strut t3 `e. uss braced 0 oup or trusees 0 Typical horizontal tie member with multiple stakes (Hi) • • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (D8s) (# trusses] SP/DF SPF/HF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5 6 4 Over 60' See a registered professional engineer ,0 ,., ■'.'''' Ej SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(L88) TOP CHORD DIAGONALBRACE SPACING (DBs) (# trusses) SP/OF 17 SPF/HF 12 Up to 28' 2.5 7' Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF • Douglas Fir-Larch HF • Hem-Fir AU lateral braces lapped at least 2 trusses. SP • Southern Pine SPF • Spruce-Pine-Fir Continuous Top Chord Lateral Brace Required -- 10' or Greater I PITCHED TRUSS Continuous Top Chord Lateral Brace Required 1 SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBs) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) (# t usses) SPiDF 20 SPF /IIF 15 Up to 32' 4/12 15' Over32' -48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer WEB MEMBER PLANE } Permanent w 'P� 4 continuous lateral bracing as specified by the truss engineering.' Bottom „chord diagonal bracing repeated at each, end of the building and at same spacing es top chord diagonal bracing. ,4 or greater.. Frame "4 DF • Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF • Spruce- Pine -Fir All lateral braces lapped at (east 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB (# trusses] SP /DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' • 48' 42" 6' 6 4 Over 48' • 60' 48" 5' 4 2 Over 60' See a registered professional engineer The end diagonal brace fo(oanUtevered` tr usses must be fated' 9n vertical webs in line with ,tha YPPort:;iV 4x2 PARALLEL CHORD TRUSS:TOP CHORD *:. 4194teral 1 ' b as lapped l ( d t I,esst tyro -4 s ` trUSSs End diagonals are esseptlat ]or stability and must be duplicated,p both ends of the truss system. Continuous Top Chord Lateral Brace —I Required 10' or Greater Continuous —. Top Chord Lateral Brace Required is OF • Douglas Fir Larch SP- Southern Pine r. Hem- ,= t :; SPF - Spruce- Pine -Fir End diagonals are essential to) ; stability and must be dupticatedon: b oth ends of the truss system. 2x4/2x6 PARALLEL CHORD TRUSS �� a o'108 s J a sses Frame 5 30' or greater 3/" Trusses musthave lum- ber oriented in the hori- zontal direction to use this brace spacing. L(In) 11200 1(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) 11200 L(ft) 50" 114" 4.2' 100" 1)2" 8.3' 160" 3/4" 12.5' TOP CHORD LATERAL BRACE SPACING(LB) WattrifirTCv=e r &MOUT-Of-PUPAS INSTALLATION TOLERANCES. ' , TOP CHORD DIAGONAL: BRACE SPACING (DI3s) [# trusses] ....... ... . ..... • ... OUT-OF-PLANE INSTALLATK'N TOLERANCES. MONO TRUSS 1 S.4›-r 4 14..-if..:4.v,•64 t D(In) 12" 24" D/50 1/4" r 36" 48" 60" 72' 84" 96" 108" 3/4" 1" D(ft) 1' 2' 3' 4' 5' 6' 7' 1-1/4" 1-1/2" 8' 9' INSTALLATION TOLERANCES ,or.oa agatzt ussesforibulidings.r,- wv 4 `,.• - 4 410 , Nr,:t6i. .vtI cpulare 1 TL :". Frame 6' L(in) Length L(in) .. . ......... t Lesser of L/200 or 2" BOW All lateral braces lapped at least 2 trusses. trusses. Continuous Top Chord Lateral Brace Required 10' or Gfeate r - .. ... L(in) .. . . . . .. . MAXIMUM HANV.. G VA° E op LuMFaSit: W 1 L,D 0R ' - _: , 71,4*tet 2x4 tI.xe 2.14 2x<a Tta.I. pkfl 2 =l0" 4 -2" 3' -v' 4 Fa Ia. 2i'14.SPKv V 0, 4 3' x' v--i4 rto. 1 s 1.'4(:) 3' -1 4=1" ' -0 N-2! No. . 1 iN SPkR, V-1.." 4 41" 3'-x) - x'11 ' HINIIIIM Cr LUMER TOP /21..4 ilo `. (?OTTCN 2x4 No. 2 i NEBS No. D _ 72 �G L t la US O 0-44 It 1 V€,J'J5S Kt? 5 gt 146 1Z i' 2. S.>ING (JADING (PSF) TOP LIVE- 90 TOP OEAD _.15 BUTCH • IC ' TOTAL SCALE SPACINE 2 o.c. TP): 78 CSGN CAIT ALLO 4. Bf_E STRESS f;C?ii* TCR PLAT=S Arc ETNA% 20 aASE. E(C i ) T AS SON. 14APLIFACTIPE) Fr.rt AS111 A 418 MO A OA GETCO StESI_. INSTAL). PLATES SfrfrETHICALIY Ott E70TH FACES OE JOINTS. ExcfPt AS SY;OY;t{ AVOW IQl3TS, WAkl A.43 DIS GRAIN. JOL"TTS TO DE: E-tE1D FIFNLY TOGETHER UNTI'., TENTH IJ Ewan IN WOW. . (St:E TP L OUAL.ITY maw. NANJUI . } GOt:CR.6J - g. - tIE 13E4M C r 2 x : 4 r L617661t. 0014e0 t0 'rim. esA M wrr4 ' 4 ovI.1 Q 'y-e Q:c.. 4ANfEi Gt.ip a( o 1 zs) 4;V5gSlp.NCat r31L'' 4ESIGr1 I4S`?L aES C0141 LA: uW. IttiAt Thu urc uexlt.a, a I � CA n ......... SON.sMCE COMA DOTI AI TN1FRYMS OF 10'-0 RA LE'3 LF NO RI6TD CELLIN., .s�APPLIfD. iNI3 CE51G3 OttlY Val STHUCTL11 9AACLNS FIOUIRFD EOH INOXY ECU. TTPSS.FOR PENT A,'Q TENPORAFEY (MUM 1r4JCfi IS ALWAYS RE'JUIREO.I:INSULT BUI1DC109 EN6IER OA ARCHITECT. REFER TO EMT: C1]?CIENTAR1 ,Q FTECLNENCATICtiS (TPI) .All. OINENSIZINS.10ADIA ANO MARIA C'Ot ITIONS 1'J DE CftET.'}(E7) ACID VERIFIED EY Et:6.,AAG(ITEL BLDS.CffICLU. PfliuR TO FA. RIC.4TIII∎4. • %8 "x l" 5t? ewt °Vb2 1017 ; 4to I O oF (3Ail i5o 14/8- Ind 00 ?gasht /A`4ry 34", ovet2 wArte peDAIL _ 0 I ovsgu NW AP LIVED FOR 9.K.l4.INC, ."41(Ceeed PEB.ENG. #13&58 FLA. 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