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SEISMIC HURRICANE ANCHORS for Trusses and Rafters Designed to provide wind and .��• ' f } s seismic ties for trusses and 8 rafters.This versatile line is also used for general tie pur- poses,strongback attach- ' ments,and as all-purpose tie Hi H2 $, where one member crosses V � another.H3&H2.5 ties are packed with equal quantity of separated rights and lefts. * H 2.5 ties rafter MR f 1 « 1 P } to two plates HJ I lt� J s H2 M e i Model Mat. FA T NER SCHEDULE LC.B.0.Loads � a e i No. Qaiv. To Rafter To Plates To Studs Maximum Uplift *Can x j 18 aa.1 4-8d 4-8d 520 eliminate H2 t8 a. 5 Bd — 5-8d _ 370 ' e H2.5 18 a. 5-Bd. 4 to 6-8d 4 to 6-8d 370 COStIy V ij1y6 thf H3 18 a. 4-8d 305 RAFTER ilk 1___H2.5 I NOTCHING! I ACCEPTED—See Research Recommendation No.1211 of the International Conference of Building Officials(Uniform t Building Code.) 'H1 has the same lateral value as the given uplift value.It may also be used fora non-notched rafter installation up to HT a a combined dead and live load of 390 lbs. i y� G A.M{ 1 v b � wqq FRAMING 1 CLIPSad y `R For fast,accurate frI1110 `'.• dimensional nailing ° ops high strength jabaf� /► 7• + F3 FC 11t ter Post- ARCHITECT'S S �{v F? Model Motllons Material 16d Nall LC.B.0.Loads Framing Clips shah be 1� No. Width Schedule "F;'- 'F," indicated and shall bf FC4 39/,a" i6 ga.gaiv. 8 270 _805 STRONG TIE FC SM , 59h' 16 a. alv. _10__ 400 920 FC8 7y2' 16 ga.galv. 12 535 920 Clips as manufactutYD ; Company, . . , Note:FC 044 r- ACCEPTED--See Research Recommendation No.1211 of fence construction" the International Conference of Building Officials(Uniform ' 3 , Building Code.) eral framing aD0liCatiB : ' J,h HEADER ' ° ° p Tt , HANGERS Fast, accurate installation of door and other cross rnembM B C 16dNan I.C.B.O.LOADS Speedsupthejob I It 5' Model for Post- Schedule I. the frame...eh Kv No. Mullions Material to- Fi F2 f3 Cripples. rs4u Width Mullion Meader f HH4 39/16" t6.la.galy. 9 4 1205 535 535 ARCHITECTS—_ HH6_ Syz i6�a_galy. 12 6 1610 805 805 Header Hangers tt HH8 71/2" 16 ga.galv. 13 6 -1740 805 805 where indicated and Fz� F� F3 fix, SIMPSONSTRt1 HH Header Han ore ACCEPTED—See Research Recommendation No.1211 of the In- Header Hangers AS yp gg terna Codetional Conference of Building Officials(Uniform Building by Simpson 1^ w T Ical Inftallatbn 3 _' 28 ' Copyright ion mpS PAI It 7 DESIGN INFORMATION The information shown on this sheet has been preparedtu - -��n� -APR Nrj� --Li PI ATF - -IT PI ATE _-IT PI ATE be used by an experienced wood truss fabricator usin 1- 2 -S. Cr 10-11 3. 21 8 c 1 4-.•cc 6. CC 6 4. COX 4. CC 12 4. COX 5 00 TEE-LOK CORPORATION connector plates.The truss 2- 3 3, <_ 11-12 3. 21 has been designed as an; dividual building component in 3- 4 5. C[ 12-13 5. CC 2 s. COX -6. CO 7 S. COX 6. CO 13. 4. COX 5. CO accordance with'TPt-7e'and-NDS-BT'to be mcorpo- 4- 5 S. CC 13-14 S. CC 3 4.COX 6. CO 8 4. COX II. CO 14 4. COX 9. CO rated as part o, de budding design by a building designer. 5- 6 S. CC 14-15 S. CC 4 4. COX 4. CQ 9 2. COX 4. 00 15 4. COX 5. 00 (Registered Architect, Professional Engineer or "Spec- 6- 7 S. CC 15-16 S. C0 fier" as defined in CSP-78. 'recommended ode of 7- 8 3. 21 16-17 3. 25 S 2. COX 4. CO 10 4. COX 7. CO 16 4. COX 7, CO standard practice for the metil plate connected wood 8- 9 3. 21 17- 1 S. CC C it uss industry.'l- 11 2. COX 4. OC 17 3. Cex. 6. o µhen reviewed for approval by the building designer,the J T MIN BqG design data shown must be checked to be sure that the 17 3. 5 0 " ,, P `� TOP r�t - 2 X 4 +2 K D S P information shown is in conformancewith the designer's 10 3. 5C " TRUSS CESIGN IS F09 1 M89 CF 2 L � UN Bl T_ 2X6 �1 DKGSP, Project specifications,local ads or special local climatic i =�. 3 9 i.^_ WEB 2 X 4 x 2.K D 'S P, records for wind or snow loads or octal applied loads. The design assumes compression chords Itop or bottom) are continuously braced by sheathing. Where bottom ns DES'_G N. L C g D I NG- P S F chords in tension are not fully braced by a properly applied rt d ceiling,they should be braced at a maximum TOP LL 50 . spacing of 10'-O"o.c. = 20* FABRICATION INFORMATION I' eOT. LL= 0. Prior to cutting of lumber and fabrication•the fabricator / 1 ( I eC T OL= 50. shall review this drawing to verify that the data shown is O J R g T I Q N OF L O- I N C 1. 15 in conformance with the fabricator's plans and to realize a 3 5 PA C I N G 12. 0 IN O/C continuing responsibility for such verification including coordination with the "specifier." Any discrepancies > �e..E R D G T T I 0 N R L L C�A D I N G found are to be forwarded to TEE-LOK CORPORATION ('"' J T )_e s MBR P LF and the designer prior to cutting or fabrication. T1l FPS ,tom:; T .r I Connector plates shall be manufactured from 20®uge or I(lid )JAIL", Q I "ONcWSTe( + t t 18 gauge gidsadipped adv steel meeting ASTN.e shown.Plates (�jM I Tt ed-Odr 4 L 1/1�?�i �of� POtH Pt� �N (1 of I1 A, hot di ed ionized unless otherwisr shown.Plaits b � shall not be installed over knots,knotholes or distorted Slt)i✓-S F- 2 pLY T2e/1i/� V�1 j grain.Members shall be cut for tight fitting wood-to-wood bearing. 1 yP 3 5 6 Connector plates shall be located on both faces of the _ _ - 4 - 7 S.20 truss with nails fully imbedded and shall be symmetric 3a7 1 about the joint unless otherwise shown.A 5 x 4 plate is 2 8 5" wide x 4" long. A 6 x 8 plate is 6-wide x 8"long. Slots tholes) run parallel to the plate length specified.If individual truss unit requires more than one truss.truss - 'S - I�--�-/' i5� ? shall be fabricated as a separate unit then nailed or bolted together as noted. Double cuts on web members shall meet at the centrosd of the webs unless otherwise shown. This truss is not to be fabricated with Fire retardant treated lumber unless otherwise shown. Stainless steely - - d i 2 1 i 1 DATE 3/ /8 4 connecters. shall be used it fire retardant lumber is - 15 fo i 514 1? S X<p JOB T 4 9 4 4 D specified unless otherwise shown.For additional informa- tion on quality control read the TPI Quality Control C/R 5ORN 3Q - R - 0 .'_etsa74- °i INChES. 16'3; SHEET OF t% i Manual and TPI Recommended Code of StandardPra .. - designe, "CSPim The trust plate manufacturer and �p1iF'T �OtJ egIVK1 'CO l3fF t �designer disclaim any responsibility and exercise no 1 1 t �IG��.rf control with regard to fabrication,handling and shipment PLO✓I I f i:{7 r•0IZ 16 UT, 125 g of trusses. PRECALTIONARY INFORMATION .`µ OF spo The truss plate manufacturer and designer disclaim E. E. CALIAHAN. JR• �ts,P�- MgJi any rensbdity and exercise no control with regard to i the installation of trusses.Trusses are to be handled with rr� � t fist particular:ate during banding and bundling,delivery and O Cart1ea '9 installation to avoid damage. Temporary and permanent � yyARDbrac Position for holding trusses in a straight and plumb CALLAIIANr IR. G posuon and for resisting lateral forces shag essential designed and installed by others.fateful handling is reca t io and �� 4457 No 28 � erection bracing is always required.Normal precautionary .i action for trusses requires such temporary bracing during installation. - The supervision of erection of trusses shall be under the n control of persons experienced in the installation of REvISTERED S trusses. Professional advice shall be sought if needed . R 'xyc' Concentration of construction loads greater than the PR4�ESS10'iAL fly design bads shag not be applied to trusses at any time.No loads other than the weight of the erectors shall beWARNIbIG READ ALL NOTES O N T H 1 S S H E E T apFhed -o;russet until after all fastenm¢and bracing is �Ompleted. BRACs iho%n KING A COPY IV THIS DRAWING TEE-LOK� TRUSS SYSTEM Bra=ing:!sown 0n this dewing is not erection bracin>_ TO 8E GIVEN TO ERECTING w ind bracing.portal bracing or similar bracing which is a �y by !he the baddmesignedesign and racingwhich must befconsidered CONTRACTOR TEE-LOK CORPORATION by the budding designer. Bracing shown is for lateral support 0f-rusts members only.Additional bracing 0f the �((( overall strocture may be required. iSee "BWT•76" of TPIL For epe:ifictruss Plaingrequirements,te,TPI.isIc, eclat EDENTON, NORTH CAROLINA 27932 the b0ddir�g designer.(Truss Plate Institute,TPi,is looted at -..0 Eau Devon Avenue, Des Plaines, Illinois,600191 IOPM- Faccordance 7Aychitect, ATION hown on this sheet has been psepwcdI MRR I NFTH "Cs"F _ MRR I N(-JH F(iRf F _ MRR Fl1-f'F- MRR Fi1Rf F IT PI ATF - IT PLATE- - 11 RtATF. xperienced wood truss Cabriator using 1- 2 S. 00 - 5849-10 4. 21 1851 2-15 -1720- 5-12 -192 1 3. COX 5. CO. 6 4. COX 6. 00 11 3.OOX 4. 00 ORATION connector plates.The truss 2- 3 - S. 25 -1228 10-11 4. 21 1851 2-14 1800 6-12 479- 2 4. 00X 5. CO. 7- 3. OOX 1Q. 00 12 3. OOX 4. 00 as an int widual building component N 3- -4 5.33 -I958 11-12 - 5. 33 1809 3-14 -558 6-11 120. "TPt-7$'and"NDS-6r'tobeincorpe- 4- 5- S. 33 -1958 12-13 - 5. 33 2183 3-13 1056- 7-11. -46 3 4. OOX- 6. CO 8 2. COX 4. 00 13- 3_ OOX- S. 00 :e building design by a buildin:designer- 5- 6 5. 33 -2183. 13-14 5. 33 1133 4-13- -373 7-10 84 4 1. OOX 3. CO 9 4. COX -_5.00. 14 4. OOX 5. 00itta,Pro(essiona! Engineer or -Spec Cj_ '] 4. 21 -1960 14-15 S. 25 -539 5-13 -288- 7- 9 -2153 fxr as defined in CSP-78, recommended code of 7- 8 4. 21 4 1S- 1 S. 00 -539 $- 9 -147. 5 3. COX 4. CO 10 1. OOX 3.CO 15 S. OOX 4. eo. standard practice for the metil plate connected wood truss industry.") JT REACT Mlle BRG TOP 2X4 #2KD 5P, when reviewed for approwl by the building designer,the 15- 1823. 3. 50" design data shown must be checked to be wee that the 9 - 1297. 3. 50" 3 46D BDT - 2X4 #2KD S.P. information shown is in conformance with the designer's v project specifications,local building codes,local climatic I 8 9 WEB 2 X 4 #3 K D- S P, records for wind or snow loads or special applied loads. The design assumes compression chords(top or bottom) r DESIGN. L O R O.I N G P 5 F we continuously braced by sheathing. where bottom chords in tension are not fully braced by a properly TOP -LL= 25_ applied rigid ceiling,they should be braced at a maximum TOP OL= 10. spacing ofN F SOT OL= 1 / I OT- L L= 0. ICAA FABRTIONION INFORMATION OURRT I Ord O OF� LO� INC 1. 15 0. Prier to cutting of lumber and fabrication,the fabricator 3tt - SPACING 24. 0. IN O/-C- shall review this drawing to verify that the data shown is in conformance with the fabricator's plansand to realizea continuing responsibility for such verification including R D&I T-I D N.R L L O R O L N G coordination with the "specifier.- Any discrepancies - Q�i= ®¢, Ay NQNELBS- NOMR NE PLF found are to be forwarded to TEE-LOK CORPORATION and the designer prior to tutting or fabrication- Connector plates shall be manufactured from 20 uge or 18 gauge galvanized steel meeting ASTM A446-7FGrade A,hot dipped galvanized unless otherwise shown.Plates shall not be installed over knots,knotholes or distorted grain.Members shall be cut for tight fitting wood-to-wood boating. 3 4 5 6 12 12 a s.C 0 Connector plates shall be located on both faces of the 5.CCC7 truss with nails fully imbedded and shall be symmetric 7 about the joint unless otherwise shown.A 5 x 4 plate is 2 5"wide x 4"long.A 6 x 8 pate is 6-wide x 8"long. - St..(lwles)run parallel to the pate length specified.If !�N �, 9-4-13; individual truss unit requires more than one truss,truss 3 �-y `1 shall be fabricated as a separate unit then nailed or bolted 1 e 1�u+ Qo, together as noted. Double arts on web members shall me 1 a:the centroid of the webs unless otherwise shown. �I _ 3x�O ___ _ RE C CHB = ..9g This cuss is not to be fabricated with fire retardant -------�$�------- _ created lumber unless otherwise shown. Stainless steel ~ connectors shall be used if lice retardant lumber o i 4 i 3 12. 11 ;C DATE- 3/ 5/8 4 specified unless otherwise shown.For additional informa- tion on quality control read the TPI Quality Control SPAN 34 - - Q iENGiHa (F_ t _s ©$ T-4 Manual and TPI Recommended Code of Standard Q�-� , hCHES, 5, SHEET.2 OfF Ill4 4 16 R Practice,rx "CSP The s plate manufacturer and df'UrT CO1tJ1i�"TIC'1d TO 170-5 CA ��7 F901)IMV desigr disclaimim any responsibility cried exercise no control with regard to fabrication,handling and shipment dT�E5ff5 of trusses. 1 PRECAUM NARY INFORMATION E. E. CALlAH;4t� J�• s The truss plate manufacturer and designer disclaim N QE �A any resporesib0ity and exercise no control with regard to 0 •Q`- - the irxallation of trusses.Trusses are to be handled with �C7 particular care during banding and bundling,delivery and e @ e\ G�\r r�R E' G installation ra,infor to avoid damage.Temporary and permanent ��`-s.-'� G posit far for rest trusses in a straight and lamb � CALI.riHAN, 1R. positron and for resisting lateral forces shag be designed .A�� and installed by others.Careful handling is essential and NO W,e erection beating is always required.Norma] racing during N0. 28199 to action for trusses requires such temporary bracing during installation. The strpc-imn of erection of trusses shall be under the REGISTEAFL� controi of persons experienced in the installation of yY' trusses- Professional advice shall be sought if needed. Concern ration of construction loads greater than the r1�iJf GOJtV design leads shall not be applied to trusses at any time. y4 No loads other than the weight of the erectors shall be AM READ ALL NOTES ON THIS SHEET applied-o trusses until after all fastening and bracing is ING ,,: svart- completcd. -- -- - - BRAag showWARNING A COPY IV THIS DRAWING TES-L®K° TRUSS SYST Bracml[shown on this drawing is not erection bracing, TO BE GIVEN TO ERECTING wissd bracng.portal bracing or simt7ar bracing which is a byE�K nhebuldingf the nesignenand racinghmust benis considered CONTRACTOF1 TE •LOt\ CORPORATION by �e building designer. Bracing shown is for lateral support of truss members only.Additional bracing of the overall structure may be required. (See "BWT-76" of TPA- delieer((Truss Plate nequirements,slocate at EDENTON, NORTH CAROLINA 27932 he butldiq designer.(Truss plate Institute,TPI,is located at :400 East Devon Avenue, Des Plaines,Illinois.60018) DESIGN INIFOR.MATION The information shown on this sheet has been prepared to M R R 1 N&TH FFI"!RrF - MRR I N TH Fi7RI'F MRR PQRf F MRR Flr E?rF IT PI AT - _ IT PI ATF - IT P! ATF be used by an experienced wood truss fabrintor using i- 2 - 5. 00 584 9-10 'S. 21 1886 2-15 -1700 S-12 -99 1 -3. COX 5. 00 6 4. COX 6. 00 1 1- 3. COX 4. 00 TEE-LOK CORPORATION connector plates The ems 2- 3 7.25 -1371 10-11 5. 21 1886 2-14 1879 6-12 228 3- 4 4.00 -1689 11-12 4. 00 1690 3-14 -406 6-I1 202 2 COX 5. 7 3.007C(o. 00 12 4 3. COX 00 has beendesigntdasanindividualbuildingcomponentia . - 4. C OC. accordance with- M-78"and••NDS-Or to be ineorpo- 4- 5 4. 00 -1689 12-13 4. 00 -1831 3-13 686 7-11. -224 3 _ 4. COX 6. 00 8 - 2. COX 4. 00 13- 3. COX L9. 00 rated as part or the building design by a building designer. 5- 6 4. 00 -1831 13-14 4. 00 1266 4-13 -280 7-10 104 4 1. COX 3. 00 9 4.COX 5. 00. 14 - 3_ COX 8. 00 (Re stered Architect,professional Engineer or "Specs- 6- 7 S. 21 -1831 14-15 7. 25 -539 5-13 -229 7--9 -2160- fier as defined in CSP-78, -recommended code of 7- 8 5. 21 4 15- 1 S. 00 -539 8- -9 - -182. 5- 3. COX 4 00 10 -1. OOX 3. CO 15- 3. COX 4.DO standard practice for the meth plate connected wood truss industry--) JT RERCT .MiN BRG TOP 2X4 #2KO SP, When reviewed for approval by the building designer,the 15 1823. 3. 50: 2 BOT- 2X42KD- SP, design data shown must be checked to be sure that the 9 1297. 3. 5C 3�� informatics shown is in conformance with the designer's WEB 2 X 4 x 3 K D- S P, project specifications,local building codes;local climatic , 8 9 records for wind or snow bads or special applied loads. The design assumes compression chords(top or bottom) DESIGN_L:QADING P S are continuously braced by sheathing. Where bottom TOP LL= 25. chords in temien are not Putty braced by a properly T 0 P OL= "10. applied rigid ceffing,they should be braced at a maximum SOT LL= - 0. spacing of 10'4t"o s. N I SOT D L= 10. FABRICATION LtiFOR.WATION I OURFIT I ON OF LD- INL 1. 15 Prior to cutting of lumber and fabrication,the fabricator -- SPRC I NG 24. 0 FR 0/0shall review this drawing to verify that the data shown is 3r in conformance with the fabricator's plans and to realize a R O U I T I O N.R L LOADING continuing tespottsbtZ^,y for such verification including coordination with the "specifier." Any discrepancies �lQ �: TP- LL EA JT LBS HBR. ELF found are to be forwarded to TEE-LOK CORPORATION Na NE NONE and the designr prior to cutting or fabrication. Connector plates shall be manufactured from 20 uge or -- } r 18 gauge galvanized steel meeting ASTM A446-7nmde 7L4 A. hot dipped galvar..ized unless otherwise shown.Pates shall not be mralled over knots,knotholes or distorted 4 5 6 1 grain.Members shall be cut for tight fitting wood to-wood - " bearing, S.CO _ Connector plates shall be located on both faces or the 7 - rruss with nails fully imbedded and shall be symmetric about the point unless otherwise shown.A 5 x 4 plate is 2 - 5" wide x 4"long-A 6 x 8 plate is 6"wide x 8"long. Slots(holes)con parallel to the plate length specified.if •! �.,t individual truss unit requires more than one truss,truss 12H 6 shall be fabricated as a separate unit then nailed or bolted 1 d• together as noted. Double cuts on web members shall p meet at the centroid of the webs unless otherwise shown. 3xlo REC CMB = .49 This truss is not to be fabricated with fire retardant + - ~ treated lumber unless other-wise shown. Stainless steel 1�,� 14 13 12 1 1 10 D R T E 3/- S/ 4 connectors shall be used if fire retardant lumber is o rra�ti R 2. specified unless otherwise shown.For additional informa- JOB T 4 9 4 4 1 tion on quality control read the TPI Quality Control OCONT 1X 4 LAT 8RCG HAIL ii/2- 8d O/R SPAN 34- 8 - 0 }LENGTH- FT. INCHES, 16-S) SHEET 39F1, Manual and TPt Recommended Code of Standard �A - Practice, 'CSP-78-- The truss plate manufacturer and t^'�� r�t� _1-t T^., designer disclaim any responsibility and exercise no rat 4T urT CaN ee-Tic�a jQ Sr. �1�� of true with regard to fabrication,handling and shipment "PiZQ�/t�1GD S-( QTt-AI- of trusses- ;,.,.�.. PRECAUTIONARY LNFORMATION The truss plate manufacturer and designer disclaim E. E. CALLAHAN, JR• AL�t� OF any responsibility and exercise no control with regard to the installanan of trusses-Trusses are to be handled with parttEuhu care during banding and bundling,delivery and ED'.a O. C ins 2tion to avoid damage.Temporary and permanent G EAR l-. bracing for holding trusses in a straight and plumb /��tr !I .}� position and for resisting lateral forces shall be designed �"� CALLAH$ta r JR. a_ _q and instZed by others.Careful handling is essential and M9 4457 No. 28199 y erection bfa ling is always required.Normal precautionary action tnr trusses requires such temporary bracing during installat�oa- The supervision of erection of trusses shall be under the REGISTER �q�� control of persons experienced in the installation of _ trusses. Professional advice shall be sought if needed. � C L,�� t y Concentation of construction loads greater than the SS t design loads shah not be applied to trusses at any time. _ No loads other than the weight of the erectors shall be READ ALL NOTES ON THIS SHEET applied to trusses until after all fastening and bracing 11 - Completed. -- /`\�/ - --- BR1ss show RtiL*rG A COPY IV THIS DRAWING �� ,��� ]R� TRUSS SYST Braciau shown on this drawing is not erection bracing, TO BE GIVEN TO ERECTING arcs u aid bracing.portal bracing or similar bracing which is a �}'�` [/�) N byEVA the erelding designer. and which must be s considered CONTRACTOR TEE LOK CORPORATION by the `.wilding designer. Bracing shown is for lateral support of truss members only.Additional bracing of the overall structure may be required. (See "BWT-76" of buidFarvpecifictrusbracie nequue,TPI,,slocactthe EDENTON, NORTH CAROLINA 27932 buddsvg Fast De o (Truss Plate Institute,T1li is located at :once} Fist Devao Avenue, Des Plaines,Illinois,60013) DESIGN INFORMATION .,.�..,._-�.. __KRR KGIH FQ$CF - MRR ,I N(=TH FQgC� "SflR FORCE MRR F(�p f: .tT ��IF _ __IT PJ ATF - _-IT P1.faTF The informalcan shown on this sheet has been prepared to 1- 2 -3. 21 0 _ 8- 9 -5. 00 0 1-13 -56 4-1Q -1157 1 - 2. OOX 4. DO 5 - 3. COX -8. OD 9- 4. OOX 10. 00 be used by an experienced wood truss fabricator using 2- 3 3. 21 -2928 9-10 7. 75 2886 2-13 -3100 5-10 1199 TEE-LOK CORPORATION connector plates.The was 3- .4 7, 75 -3947 10-11 7. ?S 3947 2-I2 107 5- 9 -3673 2 3. OOX 7. OO 6- i. COX 3. QO 10 4. QOx. 00 has been designed as an individual building component in 4- $ 7. 7$ -2886 1 1-12 7. 75 3947 3-12 - 107 5- 9 -223 3 accordance with"TPt-7S-and"NDS-82'to be inccvpo- 5- -5 7. 75 479 12-13 6. 42 2612 3-11 1357 7- 9 -579 223 5• COX 6. 00 7 - 4. COX 4. 00 11 - 4. COX 5, 00 (Rratedaspart ochi the ct,building Professional Enginy a budding designer. 6- 7 -5.00 - 479 4-11 192 7- 8 237 4 4. COX 4. 00 8 3. COX 4. 00 12 - 4. COX S. QO fier as d Architect, Professional Engineer or "Sped 13 4. COX 7. 00 finer of defined in CSP-78, `tecommended cede of standard practice for the metil plate connected wood J T R E R C T MIN B R G ` truss industry.-) 13 2625. 3. SO" TRUSS DESIGN IS FOR 1 MBR OF viii UNIT TOP 2X4 DSS KDSP 9 2625. 3. 5O I DKD_P. When reviewed for approval by the building designer,the a design data shown muss be checked to be sure that the �f - B O T 2 X-6 tt information shown is in conformance with the designer's 1 3 r 7 8 13 NEB- 2 X-4 tt 2 K 0 S P a Project specifications,local building codes;local climatic 3 records for wind or snow bads or special applied loads. The design assumes compression chords(top or bottom) 5- 9 2X6-tt2G KpSP, chords continuously in tensio braced t sheathing. where bottom -� --- 4 i chards in tension are not fully braced by a properly J D F S I G N LORDING- P S F. applied rigid'-tiling,they should be braced at a maximum (, ( I spacing 3 10'-0"or. TOP L L= 5A. FABRICATION INFORMATION I -. TOP DL= -20. Prior to cutting of lumber and fabrication,the fabricator .�~ BOT. LL= 0. Shall review this drawing to verify that the data shown is BOT- OL= -50. in conformance with the fabricator's ptans and torealizea DURRT I ON- OF LD INC 1. 1.5 continuing respor,.afty for such verilrwation including SPRC I NG 12. O I N O/C with: the `Npeciftes." Any discrepancies found are to be forwarded to TEE-LOK CORPORATION R D D I T I O N R L C O R D I N G and the designer prior to cutting or fabrication- ,,,� ,�T L BS M BR. f L0f Connector plates shad be manufactured from 20 ruse or - Z" TiZL1�5�h #-'�STfJ.) t'£_-$s��iiTs;T]r41e}�--"'C Q J Ai Lts 2 747. 8-- 9- 140. 18 gauger plvsdipped alv steel meeting AS£?N.e shown. Grade ld t��.-�'T��s1���Ti'��l.l--�ftl�._ 6Wf ►.�!is �1='Fc'ort 9-1 0 1 40. Shall not dipped galvanized unless otherwise shown.Plates Cf✓tY ,[i�OF 2 r1T !SAT► R IO-1 140. shall trot be installed over knots,knotholes or-tot oed `"'��'��1 1 grain.Member shag be cot for tight fitting mood-to-woad bearing. I 1-12- -140.- ,I� Connector plates shall be located on both faces of the S.00- 3 4 5 6 7 truss with nails fully imbedded and shall be symmetric 1 .�x� about the joint unless otherwise shown.A 5 x 4 plate is 2 5..wide x 4"long-A 6 x 8 plate is 6-wide x 8"bag- Slott(holes)run parallel the plate length specified,truss If individual Voss unit requires truss, es more than one Wsa shall be fabricated as a separate unit then nailed or bolted together as noted_ Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. " qEC C`I@ = 49' This W ss is not to be fabricated with fire retardant i -- treated iumber unless othtm w shown. Stainless steel '• 1 12 Fjys(/ � ,1 1 Q F 8 DATE 3� 9/B 4 connecters shall be used if fire retardant lumber is specified unless otherwise shown-For additional informa- '" JOB H I P 2 8, lion on quality control read the TPI Quality Control O/R SPRN 34- 8-- 0 .LENGTH-an FT, 'sNCHES. 16'51 SHEET 4 OF 11 Manual and TPI Rtcommended Code of Standard Practice, The truss plate manufacturer and designer disclaim anY respornstibility and exercise no s � control with regard to fabrication,handling and shipment ��- of trusses. PRECAUTIONARY INFORMATION E. E.CALLAH0t JR• til OF The truss plate manufacturer and designer disclaim - `R any responsibility and exercise no control with regard to the installation of W,ws.Trusses are to be handled with Particular can during banding and bundling,delivery and _ CVY,ti'.11 yG bractinstallationfor m avoid damage.Temporary and permanent WARD [ Posing for holding trusses in a straight and plumb �DRN, 6, O CALLAHAN, JR Position and for resisting lateral forces shall be designed �, and installed:by others-Careful handling s essential and erection bf.tng is always required.Normal precautionary > V No. 28!99 1 action for trusses requires such temporary bracing during installation. .6 4 Thetrusses l super�'sion of erection of ssts shall be under the 6, t control of persons experienced in the installation of f +a1 i Q ��• y �,` trusses. Proftzoorat advice iltaB be sought if needed. Coneent--ioa of construction loads greater than the '''sB.,,•."`rj�� design loads ilia not be applied to trusses at any time. No-loads other than the weight of the erectors shall be INGREAD ALL NOTES O N THIS SHEET aPPbed-.0-rrucses until after all fastening and bracing is completed, BRACLVGWAR.NIN(; A COPY OF THIS DRAWING Bracing Str'-wn portal this drawingois not erection bracing, TO BE GIVEN TO ERECTING T� LOK TRUSS SYSfi wind lnacag.oaral bracing or similar bracing which is a part of the b dd;ng design and which must be considered CONTRACTOt� by the '"f L- designer. Bracing shown s for lateral TEE-L®K CORPORATION support of cuss members only.Additional bracing of the ( overaa structure ma be required- (See "BWT-76- of i TPI)_For sprdic truss bracing requirements,contact the sxin tr iTru. late Institute, I is located at East iJev0R A enue, Des Plaines,Ilinos,60018) EDENTON, NORTH CAROLI NA 27932 DESIGN LNFOR.MATiON MRR I NCTH F(lRPfr- MRR r L. + The information shown on this sheet has beenpreparedto L5. Fl7RP0 MRA -1 F- MRF F^IRCF_ [T PLATE - AT R arR - R RC AiF. e be used by an experienced wood truss fabricatorusing 1- 2 4. 21 0 8- 9 7.CO0 0 1-14 -147 4-11 -79 1 - 2. COX 4. OD 5 3.COX Co. 00 10 3. COX Co. 00 d TEE-LOK CORPORATION connector plates.The truss 2- 3 4. 21 -1945 9-10 7. OB i473 2-14 -2137 4-10 -802 2 3. COY 9, 00 6 1. COX 3. 00 11- 3.. COX 4. 0Q I has been designed as an individual building component in 3- 4 - 7.08 -2159 10-11 7. C8 2159 2-13 84 5-10 558 accordance with-171-7er'and"NDS-Br to be incorpo- 4- 5 7.08 -1473 11-12 7. 08 179S 2-12. -37 5- 9 -2030 3 4. COX 6. 00 7 4. COX 4. 00 12. 3. COX 4. OO- ratedaspartofthebuiWingdesignbyabuildingdesigner. 5- 6 7. 08 261 12-13 4. 21 1827 3-12- 132. 6- 9 - -422 4 3. 0OX (p. 00 8 2. COX 4. 00 13 -I- OOX- 3. 00 (Roistered t Architect, Pfessional Engineer or "Specs- 6- 7 5. 00 261 13-14 4. 21 1827 3-11 425 7- 9 - -344 fret as defined in CSP-78, 'recommended code of 7- 8 so 9 3. COX 0. 00 14 4. COX 5. 00 standard practice for the metal plate connected wood JT - REACT MIN BAG trussinclusvy.'7 14 1297. 3. 50 " 1©f 2X.4 #2DKOSP, When reviewed for approval by the building designer,the 9 1823. 3. 50" = BOT- 2X4 tt2KD SP.design data shown must be checked to be sure that We information shown is in conformance with the designer's 1 3 7 8 14 WEB 2 X 4 #3 K D S P, project specifications,local building codes;local climatic records for wind or craw loads or special applied loads. The design assumes compression chords(top or bottom) / DESIGN L O R D I N G P S F are continuously braced by sheathing. Where bottom chords in tension are not fully braced by a properly TOP LL= 2 ' applied rigid ceiling,they should be braced at a maximum �L= 10. BOP spacing of 10'-0"o.c. I \ I B O T 0. FABRICATION RvFOR BOT DL= 10. IMATION _JIB j I 1 OF LD I NC I. 15 Prior to cutting of lumber and fabrication,the fabricator / SPACING -24. C. INNC - shall review this drawing to verify that the data shown is in conformance with the fabricator's plans and to realize a A D D I T I O N A L L O A{l I N G continuing responsibility for such verification including coordination with the "specifier.- Any discrepancies JT. LOS MBR- PLF found are to be forwarded to TEII CORPORATION NONE NONE and the designer prior to cutting or fabrication. Connector plates shall be manufactured from 20 gauge or s I8 gauge galvanized steel meeting ASTM A446-72 Grade 2Z A.hot dipped galvanized unless otherwise shown,plates shall not be installed over knots,knotholes or distorted gnu:.Members stall be cut for tight fitting wood to-wood bearing, 5.10 3 4 S 6 7 Corm&ctor plates shall be located on both faces of the 3X�o t truss with nails fully imbedded and shall be symmetric 2 - Slabout the joint unless otherw-t shown.A 5 x 4 plate is ( ,,,,ll wide x 4^ long. al 6 x 8 prate t e 6"wide x 8"long_ I 7Wta 00-- 84 -11, Slots(holes)run parallel to the plate length sped.If i individual truss unit requires more than one truss,truss 1 Ip shall be fabricated as a separate unit then nailed or bolted V together as noted. Double cuts on web members shall i N_�� 37',(O . /I �tl meet at the centroid of the webs unless otherwise shown. R[� CMB = This truss is not to be fabricated with fire retardant i treated lumber unless otherwise shown. Stainless steel connectors shall be used if fire retardant lumber is 14 13 12 1 1 10 8 C g j F 3 8 lJ/8 84 specified unless otherwise shown.For additional informa- J B B H I P26, iron on quality control read the TPI Quality Control 02X 4 LAT 89CG-N81.1-4Tf-2J00'ac OAR SPRN 34- 8- 0 (LENGTH- F% ?NC4ES. 16'Si SHEET 50r II Manual and TPI Recommended Code of Standard Practice. "CSP-78 The truss plate manufacturer and designer disdain any responsibility and exercise no control with regard to fabrication,handling and shipment of trusses. PRECAUTIONARY INFORMATION - - - - E The truss plate manufacturer and designer disclaim - E. E. CALLANAN, JR• H OF �fy any responsibility and exercise no control with regard to � the ins-at?atien of trusses.Trusses are to be handled with paticuta;are during banding and bundling,delivery and 'Q installation:o avow damage.Temporary and permanent �A bracing for holding trusses in a straight and plumb EDVIARD lj position and for resisting lateral forces shall be designed �s t and installed by others_Careful handling is essential and CALLA i�Iced, JR, erection Lis ing is always required.Normal precautionary O action for trusses requires such temporary bracing during ��' y U 8199 msta112ttan_ The supervision of erection of trusses shall be under the control of persons experienced in the installation of iS'I£ trusses. Professional advice shall be sought if needed. _ Co design loads ll construction applied loads greater than the PR�l.�'tS i € !. ► `��: design loads shall not a applied to trusses to any time. A do Loads other than the weight of the erectors shall be READ ALL NOTES O N T M I S S M E E T _ V applied to trusses until after all fastening and bracing is complexed. III dbraQn Portal A BE IV THIS DRAWING � ®�01�0 ����� �; ® ��gR ® j toe Braces dun"on this drawing is not erection bracing, TO BE GIVEN TO ERECTING Y 'rj�' part f the b portal bracing d similar bracing which is a part of�e building design and which must be considered CONTRACTOR T E L®� CORPORATION by the budding designer. Bracing shown is for lateral 1.. support of truss members only.Additional bracing of the - ov� snaulre may be required. (See "BWT-76" of TPIt-Faa specific truss bracing requirements,contact the I bar*Idi��+errn Ayes e, De Plaines, Illinois,6001at EDENTON, NORTH CAROL I NA 27932 2aoo East Devost Avenue, Des Plaines,Illinois,60016) DESIGN INFORMATION MRR I NrTH FflRf F - MRR I NGTH EMU MRR FMRf--F _MRR Ff18CF -IT PL RTF AT Pt RTF - --IT PI--RTF The information shown on this sheet has been prepared to be used by an experienced wood truss fabricator using i- 2 -7. 21 0 7- 8 S. 00 - 0 1-12, -252 _ 3- 9 -416 1 2. OOX A. 00 5 - 1. COX 3. 00 9- 3. COX G..00 TEE-LOK CORPORATION connector plates.The truss 2- 3 7. 21 -1488 8- 9 7.62 988 2-12 -2085. 4--9 S4g 2• 3. OOX 11. 00 6' 4. COX -4. OO_ 10 3. COX (0 00. i 3- -4 -7. 62 - -988 9-10 7. 62 1373 2-I1- 144 4- 8 -1546 has been a with as an it and*al budding component in accordance with"TPI-7>S'and'NDS-82"ta be incotpo- 4- 5 7.62 " 165 10-11 7.21 1844 2-10- -532. S- 8 -441 - 3 - 4. COX 6. 00 7 - 2. OOX 4. 00. 11 - t. OOX 3. 00 rated as part of the buiddingdesign bya building designer. 5- 6 -5. 00 165 11-12 7. 21 1844 3-10 396 6- 8 -279 4 3. OOX do. 00 8 3. COX iQ 00 12. 4. COX 5. 00. I (Registered Architect, Professional Engine: or "Spen- 6- 7 50 her as defined in CSP-78, -recommended code of JT RERCT MIN BRIG _ stta��Upractice far the metil plate connected woad 12 - 1297. 3. 5 Q" �t TOR 2 X 4 #2 D I D S P, 8 1823. 3. 50^ BOT 2X4 #2KO SP. When reviewed fora oval b y the build- designer,the design data shown must be checked to be sere that the 1 3 6 7 12 W E B 2 X 4 tt3 K D S P, information shown is in conformance with the designer's - Project specifications,local building codes;local climatic DESIGN. LOADING PS F records for wind or snow loads or special applied loads. TU The design assumes compression chords(top or bottom) L are continuously braced by sheathing. Where bottom TOP DL= 10. BOT LL= 0. chords in tension are not should braced by t a properly BOT DL= .10. applied:i 1 '-0"og,they should be lanced at a maximum spacing of 10•-0^os. �, DURRTION. OF LD- INC 1. 15 FABRICATION INFORMATION 3P � SPRCI NG 24. 0. IN. O/C. Prior to cuttirtt of lumber and fabrication,the fabricator R D D I T I fl NA L- L Q A DI N G shall review this drawing to verify that the data shown is in conformance with the fabricator's plansandtoreab7ca JT LOS MBR PLF continuing responsibility for such verification including NONE NONE coordination with the "specifics." Any discrepan ies found are to be forwarded to TEE-LOK CORPORATION Z3 and the designer prior to cutting or fabrication. Connector plates shall be manufactured from 20 ggaauge or 3 4 5 - 6 18 gauge galvanized steel meeting ASTM A446-72,Grade info A,hot dipped galvanized unless otherwise shown.Plates 12 -_ shall not be installed over knots,knotholes or distorted S OG1-� ---pain Members shall be cut for tight fitting wood-to-wood bearsc¢ 2 Connector plates shall be located on both faces of the nne ` to truss with nat s fully imbedded and shad]be symmetric about the joint unless otherwise shown.A 5 x 4 plate is 5"wide a 4-long-A 6 x 8 plate is 6"wide x 8"long. 2'd u W N� 3 Slats(holes)run parallel to the plate length specified.If 1 I t' \ $�-(0, individual truss unit requires more than one truss,truss shalt be fabricated as a separate unit then naled or bolted together as toted. Double cuts on web members shall et i me at the cerstroid of the webs u nless otherwise shown. I 3><? REC CMB = .49' This truss is not to be fabricated with fire retardant ----- --- --- - f't T Q U treated lumber unless otherwise shown. Stainless steel 1 1 1 D R I-E 3/ /8 4" connectors shall be used if fire retardant lumber is 1 0 9 7 J D D H I. 2 D, specified unless otherw:w shown.For additional informa- tion on quality control read the TPI Quality Control 2X 4 LRT BPCG NR!L N/72 c!'t° Btc•c. CAR SPAN 34 - 8 - 0 (LENGTH- FT. ?NCHES. 16.51 SHEET to OFF+ Manual and TPi Recommended Code of Standard Piactice, "CSP-78". The cuss plate manufacturer and designer disclaim any responsibility and exercise no „�. control with regard to fabrication,handling and shipment FF. ""� Of trusses. PRECAL-FIO 1ARY INFORMATION E. E. CALLAHAN. JR. Q\t� OF,.Mgsa1 The truss plate manufacturer and designer disclaim pf� 9C any resPoaubdiiy and exercise no control with regard to EDWARD E• '`j the installation of trusses.Trusses are to be handled with G4 particular care during bansding and bundling,delivery and ft fx�LLAHO tR. installaton to avow]damage.Temporary and permanent '' � car bracing for holding trusses in a straight and plumb y 14o, 28199 t~iy Position and for resisting lateral forces shall be designed a �, .{ C.1) and installed by others-Careful handling is essential and erection bn ping is always required.Normal precautionary 4 r�action for trusses requires such temporary bracing during installation_ RFGISTEK�cO O��C'tlSTsv� ��`'� The supervision of erection of trusses shalt be under the control of persons experienced in the installation of PW C3JtAL '�s flt trusses. Professional advice shall be sought if needed. lJ Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No toads odher than the weight or the erectors shall be READ READ ALL NOTES ON THIS SHEET applied to susses until after all fastening and bracing is713EGIVEN completed- _ .._�_..-. BRACINGWARNtNG S DRAWING ECTIN TEE-LOK° TRUSS SYSTE Bracing shown on this drawing is not erection bracing, O ERECTING wind bracing,portal bracing or similar bracing which is a (�\)by the buildhe ngdesigner. Bacind ng smust bs for lateed [TO TEE LOK CORPORATION by the building designer. Bracing shown is for lateral support of truss members only.Additional bracing of the overaB stacrrre maY be required. (See "BWT-76"of TPn.For essyserctruss Plaingregdue,Tpl,,slocactthe EDENTON, NORTH CAROLiNA 27932 �W�8 de Mv0 (Truss Plate s Plaines, l ine,Illinois, o s,60 1 at 2400 F.ts 6evon Avenue, Des Plaines,Illinois,60018) _ DESIGN L*+FORMATION � The information shown on this sheet has been prepared to MBA 11•IfTH FARrF - MAR i Nr1H F41ArR- MRFI FetRrIF_ MRQ F�tRrF fT RI ATF- - IT PFATF- j2 PtATF, be used by an experienced wood truss fabricator using 1- 2 -6. 21 0 7- 8 5.00 - 0 1-12 - -217 3--9 -366 - 1 2. COX 4. 00 5 1. COX 3. 00 9- 3. COX A OD TEE-LOK CORPORATION connector plates The truss - 3 6.21 -1663 8- 9 8. 62 1234 2-12 -2126 4- 9 381 has been designed as an individual building component in - 4 -8.63 -1234 9-10 8.62 1535 2-1 1 - 124 4- 8 -1730. 2 3. COX 11.00 6 4. COX 4. 00. ID 3.. COX 4. 00. accordance with TM-7g'and'NDS-Br to be incerpo- 4- 5- 8.62 188 10-11 6. 21 1867 2-10- -377 5- 8 -476 3 4. COX 6. QO 7- 2. COX 4.00 11- 1.-OOX -3..00' nted as part ofthe building design by a building desF.-T. 5- 6 - 5.00 - 188 11-12 6. 21 1867 3-10 329 6- 8 - -293 !e. Q0 8 3. COX Id 00 12. 4.COX S. OD (Registered Architect, Professional Engineer or "Speci- 6- 7 50 4 3. COX fret as defined in CSP-78, 'recommended code of JT - REACT .MIN -EIRG "R standard practice for the metil plate connected wcxxf TOP- 2 X 4 tt 1 D K D S P. truss industry.") 12 - 1297. 3. 50" 8 1823. 3. 50" ,fw BOT 2X-4 #2KO SP.. When revieweddash for approval by the buildingbe designer,the , WEB 2 X 4 u 3 K D- S P.. design data shown must co checked to be sure that the 1 3 6 7 12 information shown is lo conformance with the desigaei s Project specifications,local building codes;local climatic DESIGN. L O A D d-N G P S F. remrds for wind car snow loads or special applied loads. The design amrmes compression chords(top or bottom) are continuously braced by sheathing. Where bottom -- - TOP DL=-P -LL= 25. 1D. chords in tensbn are not fully braced by a properly I I BOP. LL= - 0. applied rigtheyi d ceiling,they should be brad at a maximum -� B49T OE= 10. spacvig of] fi 0' ^o.c- FABRICATION INFORMATION. u - DURATIQN OF LD -INC 1_ 15 Prior to cutting of lumber and fabrication,the fabricator 3 SPRCING 24. 0. IR O/C shall review this drawing to verify that the data shown is A D D�I T-I O N A L LOADING. in conformance with the fabricator's plans and to realizes continuing responsibility for such verification including - JT- LEIS- -MBR. PLF coordination with the "specifier." Any discrepancies NONE NONE. found are to be forwarded to TEE-LOK CORPORATION and the designer prior to cutting or fabrication. �s Connector plates tF.a!]be manufactured from 20 gauge or I8 gauge galvanized steel meeting ASTM A446-72,Grade , A.hot dipped galvanized unless otherwise shown.Plates 3 4 5 6 nt shall not be installed over knots,knotholes or distorted gra .Members shall be cut for tight fitting wood-to-wood S 00� bear-mg. Connector plates shall be located on both faces of the 2 truss with rails fully imbedded and shall be symmetric about the joint unless otherwise shown.A 5 x 4 plate is t,�q 5"wide x 4^long. A 6 x 8 plate is 6^wide x 8"long- 1 rl�j� . Slots tholes)run parallel to the plate length specified-If m 0� 0- h-' individual muss unit requires more than one truss,truss shall be fabricated as a separate unit then nailed or bolted '�- together as rioted- Double cuts on web members shall w 3 meet at the centroid of the webs unless otherwise shown. AI This ss is not to be fabricated with fine retardant ____ REC CMB = R 49 treated lumber unless otherwise shown. Stainless steel ,�, connectors shall be used if fire retardant lumber is I� i 1 10 9 8 7 O A JOB T / 8/8 4 speared unless otherwise shown.For additional informs- J tJ ff 1 2.2 e an lion quality control read the T Quality Control �} 2X 4_u�is 9fiCG F"Fln- 47-MA -c OVA SPAN 34 - 8 - 6 ;LENG-H= FT. , :6'S) SHEET. OF c"ice. "CSP-78". The truss plate manufacturer and bftc Mualal amt TPI Recommended Code of Standard Praro 3�7C ss 00- _ ?NCHES 7 ISp designer dis.iaim any responsibility and exercise no control with regard to fabrication,handling and shipment of trusses- .. PRECAUTIONARY INFORMATION A 1 A t�A g��r �� u O� The truss plate manufacturer and designer disclaim E. E, CALLAHAN any responsibility and exercise no control with regard to Q.- the installation of trusses.Trusses are to be handled with particular care during banding and bundling,delivery and installation to avoid damage.Temporary and permanent ^^^yyy gels, p r bracing for holding trusses in a straight and plumb � USi +y�raa ii99 [, position and for resisting lateral fords g is ss designed felt LARANr JD. �- and ion ailed by others.Careful handling is essential and A A C7 CD 4t4Z L(t"i t1 J erection bracing is always required.Norma!precautionary No. � `4'+!J � NO_ action for trusses requires such temporary bracing during 261. E; instatlarian. The superf Per of erection nc wises shall st under the REGISTERED control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. PRvr�JJ{Lt[SR�. Concentration of construction loads greater than the design loads y'.B not be applied to wises at any time. L No loads other than the weight of the erectors shall be READ A l L NOTES ON THIS SHEETappl -compl ro tru g ties until after all fastening and bracin is completed. 8RACLtiGWARtiING A COPY OF THIS DRAWING - �/''i) ® -- Braeiag show-r Portal this drawing is not erection bracing, TO BE GIVEN TO ERECTING TEE L\�K TRUSS SYST wi»d bnueg-portal bracing or similar bracing which is a part of the buiidmg design and which must be considered CONTRACTOQ by the tf- designer. Bracing shown it for lateral TEE-L®K CORPORATION support of�.zss members oNy.Additional bracing of the overall strutture maY be required. (See "BW7-76" of TPi).For speetfse truss bracing requirements,contact the ,- - buildssgdesDevo (Truss e, De Plaice, lllinslocatedat EDENTON, NORTH CAROLI NA 27932 24M Fist Devon Avenue, Des Plaines, Illinois.60ed at i DESIGN INFORMATION MRR I NGTH FORE F - HER LATH FPRf F MAR T CF MRP FOR17F -_1T P1 AID_ IT P1 RTF - - AT PLIATF The information shown on this sheet has been prepared to 1- 2 - 5. 21 - 0 -8- 9 -5. 00- 0. 1-14 -182 4-11_ 57 1 - 2. QOX. 4. QO 5 - 3. COX �j. Q0. 10 3. OOX rv. 00 be used by an experienced w od truss fabricator using 2- 3 5. 21 -1819 9-10 6. 42 1135 2-14 -2146 4-10 -810 8 TEE-LOX Coned as ON,individual connector plates.The truss 3- 4 6. 42 -1768 10-11 6. 42 1768 2-13 104 5-10 635 2 - 3. OOX 11. 00 6 1. COX 3. 00 11- 3. COX 4. 00. has been designed as an individual building component m 4- -5 6. 42 -1 135 1 1-12 6. 42 1679 2-12 -213 5- 9- -1734 3 4. COX 6. 00 7 4. COX 4. CO. 12- 3.. COX 4. 00 accordance with"TPI-7$'and'YIDS-Br to be ineorpo- -rated"put of the building design by a building designer. 5- 6 6. 42 - 218 12-13 5. 21 I865 3-12 222, 6- 9- -399 4 3. COX (p. 00 8 2. COX 4. 00 13 1. COX 3. 00 ier asr defineditin'CSPia`Professional ems°`caper 6- 7 5.00 218 13-14 S. 21 1865 3-11 113 7_ 8 -353 9 3. COX 10. QO 14 - 4. 001 5. 00 I standard practice for the metal plate connected wood J T . R E R C T MIN S A G 0 truss industry.' 14 1297. 3. S 0" T.O P 2 X.4 2 K D S P, When reviewed for approval by the building designer,the 9 1823. -3. SO" B O T- 2 X 4 u 2 K D S P,.design data shown must be checked to be sumthat the information shown is in conformance with the designers 1 3 7 8 14 WEB -2 X-4 -u 3 K D- S P, project specifications,local budding codes,local climatic f^ records or wind or snow looms or chords (t applied toads. � I RESIGN L 0 R D I NV P S F The design assumes compression chords(top or bottom) LL- are s in Continuously brand t sheathing. Where bottomTOF chords in tension are net fully braced by s properly TO DL= 10. spacing rigid ceiling,they should be braced u a maximum I \ --j 130T LL= - 0. spacingo.l0'-0"o.c. � OCT DL= 10. F.a1lRECATEONL11FORMAnoN rt OURRTION OF LO INC 1.-1S Prior to cutting of lumber and fabrication,the fabricator 3 SPRC I1�1G-24. 0_ IN, O/C shalt review this drawir4 to verify that the data shown is in conformance with the fabricators plans and to realize a tso I I O N R L L(3 R O I G N contiruirif responsibility for such verification inchtding JT R O D I T I M6R. PLF coordinan with the "specifier." Any discrepancies JT NONE found are to be forwarded to TEE-LOK CORPORATION NONE and the designer prior to cutting or fabrication. Connector plates shall be manufactured from 20 uge car 18 gauge galvanized sleet meeting.AST]t A446-7 ,Grade I�'t A,hot dipped galvanized unless otherwise shown.Plates shall not be ins,21W over knots,knotholes or distorted 3 4 5 6 7. grain.Members shall be cut for tight fitting wood-to-wood 12 bearing. J.CCL-- I 3)l Sa Connector plates shall be located on bath faces of the 2 - tram with nails fully imbedded and shall be symmetric 1 N about the joint long. otherwise shown.A d z 4 plain. \ i S" wide x 4^tong.A 6 x g plate:s tle wide x if long. Igtt 1 Slots thules)run parallel to the plate length specif-+.ed.If 1 individual truss unit requires more than one truss,truss vitall be fabricated as a separate unit then nailed or bolted +� together as noted. Double Cuts on web members shall •mil 3K�p^� meet at the centroid of the webs unless otherwise shown. f / ___ ____ ___ 4EG CM8 treaThited crass is not •o be fabricated with fire retardant --- D R T>�- 3/ 8 8 4 treated lumber unless otherwise shown. Stainless steel 4 13 12 1 1 i C ' 8 ��I connectors shall be used if rim retardant lumber is DUB H I P 2 4, specified unless otherwise shown.For additional informs- ,,pper� lion can quality control read the TPI Quality Control left 4 'p � AACG NAIL N;124 F dace C 0/R SPAN 34 - 8- 0 :LEtiGTH= FT, INCHES, 16•S) SHEET SOF li Manual and TPI Recommended Corte of Standard Practice. "CSP-78". The truss plate manufacturer and designer with rega any responsibility ha and exercise no control with regard to fabrication,handling and shipment oftrusses. m rer AHAN. JR. PRECAL710NARY ENFOItiIATION C E. (,�`A�„L The trass plate anufactu and designer disclaim G any responsibility and exercise no control with regard to '`N {3f the installation of trusses-Trusses are to be handled with partcuti care during damage. and bundling,delivery and installation to avoid damage.Temporary and permanent bracing for holding trusses in a straight and plumb 4457 ��' EDWARD / posit� E. and for resisting lateral forces shall be designed C rY � and ionbrs by other Careful handling is essential and N0. fs ry{LA u r t4, I n. ow erection hieing is sways restated.Normal precautionary t,l'f l t lti (t action for trusses requires such temporary bracing during NO 28193 4 installation. The supervision of erection of trusses shall be under the 1 RCGIS`ERED trusses. of persons experienced in the installation of trusses. Professional advice 'hall be sought if needed. Coocentratwn of construction toads greater than the 1S design loafs shall not be applied to trusses at any time. - 's T ` No loads other than the weight of the erectors shall be READ ALL NOTES O N THIS SHEET applied to Trusses until after all fastening and bracing is - 8R4CL%GWARNING A COPY OF THIS DRAWING C TRUSS S 1 Bracing shown on this drawing is not erection bracing, TO SE GIVEN TO ERECTING TE L®K YST Bradd bracing.portal bracing ra or similar bracing which is a Part of the building design and which must be considered CONTRACTOR by the budding designer. Bracing shown is for lateral TEE-LO K C OR P O R AT I O usPPcet of truss members only.Additional bracing of the 1 overall structure may be requited. (See "BWT-76"of {I! TM.For specific truss bracing requirements,contact the 2'alMregdesDevo (True e, Des Mines, Illinnos,60 1 at 8) EDENTON, NORTH CAROLI NA 27932 .400 Face Dion Avenue, Des Plaines, ]Illinois,60018) < .. -.� . now .-__ .. _.. .__.... _.s,.... .. _.-«..-a ,-N„,.........._�,..�._..-a�....�.iz. _.. .-.,®,zv....:�c:.uw.vxs:=::e_z.a�.ara-.:._..•a.3 .x�v�s:_ .ra:vr_;�4,.as A:�.i..+. .h,.�:::;♦n_tam-xP�-`�^-men:4+sc,m-3�=azw1..TSi�Z"asdz*:-g.'?eb _,.;xrc.-'1!Sia�Lu•,� k:*�['_*itd"t':YiP4Tf� '�-2.�_:S [be SIGN IN, -- �I RS L NGTH EGAC - HRA I-NPTH FMArf- NRR FMROF- MRR �Q�r Cr_ 4,ATF- - - -11 Pt QTF- - R PP A F, information shown on this sbeet has been prepared to 1- 2 9. 12 960 - 6- 7 8. 21 1820. 2-10 -2554 4- 8 -689 1 3. COX 5, 00 4 3. COX 10.00 7 1. 00X 3. Q0. used by an experienced wood truss fabrtator using 2- 3 - 9. 12 -1305 7- 8 8. 21 I820. 2- 9 - 132. 4- 7 164-LOK CORPOR-ATION connector plates.The truss 3- 4 - 8. 21 -13Q�. 8- 9 9. IO992 2- 8 230. 4- 6 _2038 2. 3. OOX10. Q0. S 2.OOX 4. 00. 8 3. OOX 8, 00- beendesigna3asanindivid.albuildingcomponentin 4- 5 8, 21 4 9-10 4. i5 992 3- $ 397 5- 6 -287 3 1. QOX y. 00 6 4. QOX- 5. 00 9- 1. 00X-- 3. OQ rdance with"TP!-76'and'ND"Z'to be incorpo- d as part of the building designs by a budding designer. JT RER T .M NRG.10- 1 5. 00 -886 listeted Azch3iect, Professi.rasl Enginer: or "Speci- g @er as efined in CSP-78, "recommended code of 10 1823. 3.50 ,}kr,(r"di�e� M1 TOP 2 X 4 D 5 S K D 5 P standard practice for the metal late connected wood truss industry.") p When reviewed for approval by the building designer,the 1 3 cj 6 'Q B O T 2 X_4 u 2 K D S P s. design data shown must be checked to be sure that the WEB- 2 X 4 #3 K O S P.. information shown is in conformance with the desigrrer's project specifications,local building codes,local climatic U \ DESIGN. LORDING P SF records for wind or snow loads or special applied loads. The design assumes compression chords(top or bottom) _ TOP LL= 25_ are continuously braced by sheathing. Where bottom TOP DL= "1D. chords in tension are not fully braced by a properly I I ` BOT LL= 0, applied rr ceiling,they should be braced at a maximum BQT "DL= 10. sparing. 10'-0-oz. OURPTION. OF LD INC -1- 15 FAERKATION L"IFORMATION SPRC I NG-24. 0-I N. O/C Prior a cutting of lumberand verify fabrication,the fabricates �e,xg rLATe a �� - ROD I T I©"NRL LORDING shall review this drawing to verify that the data shown is CNC.�r f" in conformance with the fabricator's plans and to realize a continuing responsibility for such verification including NO LBS" MBA. P_Lf. coordination with the "specifier." Any discrepancies NONE P10NE found are to be forwarded to TEE-LOK CORPORATION 3 and the desgnet Per to cutting or fabrication. Connector plates shall be manufactured from 20 gauge or 2�jg 18 gauge galvanized steel meeting.ASTM A446-72,Grade A,hot dipped galvanized unless otherwise shown.Plates 12 S.00 shall not be installed over knots,knotholes or distotted 5.0C1- +(O grain.Members that]be cut for tight fitting wood-to-wood �J 4 bearing. 2 Connector plates shall be located on both faces of the truss with nails fully imbedded and shall be symmetric about the joint unless otherwise shown.A 5 x 4 plate is / MM. },�� __jj,,�_�__ �,,s 5"wide x 4"long, A 6 x 8 plate is 6"wide x 8"long. t{-u)&-NR�aA-133 r Slots(holes)run parallel to the plate Length specified.If i 2Gi / I eJ individual truss unit requires more than one truss,truss shall be fabricated as a separate unit then nar7ed or bolted 1 together as noted. Double arts on web members shall ' 1 meet at she centroid of the webs unless otherwise shown. t �� _ _ _ '" 9EC CMB This truss is not to be fabricated with fire retardant - --- i treated lumber unless otherwise shown. Stainless steel i 1 9 8 - 6 connect." shall be used if fire retardant lumber is DATE- / /8 4 spenfnesl unless otherwise shown.For additional informs- ,� .�B B 14944R. tion on quality control read the TPI Quality Control OCONT iX 4 LRT BRCG NgIL 0/2- 8d 3�{� 3PRN 4- 8- 3 LENG7He FT, INCHES, i6'S) SHEET-9 OF11 Manual and TPI Recommended Code of Standard Practice, "CSP-78". The truss plate manufacturer and designer disclaim any responsibility and exercise ne, '1 control of trusses.with regard to fabrication,handling and shipment 4i L1 � C�j►�� GTIO j,� TQ t�� � t� F��� _-. . PRECAUTIONARY INFORMATION }�(�O✓�f�,c�7 1 r'1(r✓FzS+ t s JR. The truss plate manufacturer and definer disclaim t E. E. CALLAH R t(�_PA any responsibility and exercise no control with regard to the installation of trusses-Trusses are to be handled with particular care during banding and bundling,delivery andinsta ��3�j bracing to ld nd damage.Temporary and permanent � � � rTr�c�'U r yG bracing for hording trusses th a straight hal and plumb No, 4�451 v CAZLA�iAN ! U position and for resisting lateral forces shall ss designed a to tt ritir R. J and installer)by others.Careful handling is essential and .A G� NO 28199 1 erection lftacing is always required.Normal precautionary �j � action for trusses requires such temporary bracing during , installation- The superision of erection of trusses shall be under the RECISTERS �.A ,9 control of persons experienced N the installation of � `��� i,' j�(J�`'�r T w� tiX, trusser. Professional advice shall be sought if needed i, Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. _ No loads other than the weight of the erectors shall be READ ALL NOTES ON THIS SHEET --- applied to tenses until after all fastening and bracing is VMNING completed- -- OR BRACINGsawnWARNING. A COPY IV THIS DRAWING TES-L®K® TRUSS SYS � Bracing 4&ow-n on this drawing is not erection bracing, TO BE GIVEN TO ERECTING wind brad-portal bracing or similar bracing which is a pan he the budding design and which must be s considered CONTRACTOR TEE LOK CORPORATION by the !>ttidvsg designer. Bracing shown is for lateral support of truss members only-.Additional bracing of the overall uzuaure may be required. (See "BWT-76" of TPU.For specific truss bracing requirements,contact the EDENTON, NORTH CAROLINA 27932 budding (Truss Plate Institute,TPI,is located at 2400 Eat on Avenue, Des Plaines,Illinois.60018) DESIGN INFORMATIONc Ff1R('F IT PI 21F IT PI RTF - 17 PI RTf - Thesnformaeionshownonthissheethasbeenpreparedto �R 1 PIItTH rflRfF HRR 1 Nf'Tt-i FPRf'F MAR C1Af'[ MAR 1 3• QQX S.QQ. S 3.COX 4.QO 9 3. COX 4. OQ be used by an experienced wood truss fabricator using 1- -2 6. 08 999 8- 9 8. 21 2186 2-12 -2588 5-10 -645 TEE-Lax CORPORATION connector plates.The truss 2- 3 6. 08 -1698 9-10 8. 21 1966 2-11 1619 5- 9 292 2 4• COX 7.00 6 3. COX 6. QO 10 3.. COX a8. 00 has been designed as an individual building component in 3- 4 6.08 -1628 10-i 1 6. 62 1625 3-11 -544 6- 9 -129 accordance with 'TPI-71X'arid'NDS-8t'to be incorpo- 4- S 5. 47 -1628 11-12 6. 62 94 3-10 -158 6- 8 -2496 3 3. COX 4. 00 7 2. QOX 4. OO 11 3.OQ1� lGt 00 ntedaspartofthebuildingdesignnbyabuddingdesigner. 5- -6 S. 47 -2274 12- 1 5. 00 -923 4-10 699 7- 8 -218 4 4. OOX el-00 8 4. COX 6.00 12 - 3. COX q.. 00 (Re.isteted Architect, Pto[ess nal Engineer or "Specs- 6- '] S. 47 - S fien as defined in CSP-76, 'recommended code of TOP 2 X.4 2 K D S P. standard practice for the meth plate connected wood JT RERCT MIN SRG truss industry.") 12 2497. 3. 57" „ - BOT 2X4 #2KD- SP, hen reviewed for approval by the building designer,the 8 - 1517. 3. s Q- 4Y 5 C5 J�at'� WEB 2 X.4 #3 K O- SP. W . design data shown must be checked to be sure that the 2 information shown is in conformance with the designer's I 4 7 $ DESIGN LORDING P S F project for wend ors,local ads or codes:local climatic records for wind or snow loads or special applied loads. \l L- 3 The design assumes compression chords(top or bottom) b. I OP OL= -10. ate continuously braced by sheathing. Where bottom _ B©T LL= 0. chords in tension are not fully braced by a properly 80T OL= 10. applied rigid ceiling,they should be braced at a maximum I DURRT I ON OF -LO-INC 1. 15 spacing of 10'-0"O.C. I -"- FABRICATION INFOR.MATION SPACING 24. 0 IN. 0/.0 Prior to cutting of lumber and fabrication,the fabricator g D 0 I T I fl NR L fl g D I N G shall review this drawing to verify that the data shown is P L in conformance with the fabricator's plans and to realize a J T. L B S -MBA. m 30. continuing responsibility for such verification including NDNE 1- 2- coordination with the "specifter." Any discrepancies2-'3- 3O. found are to be forwarded to TEE-LOK CORPORATION ss and the designer prior to cutting or fabrication. 16 Connector plates shall be manufactured from 20 gauge or Ir 18 gauge galvanized steel meeting ASTM A446-72,Grade _ _ A.hot dipped galvanized unless otherwise shown.Plates 12 - 5 _ S''"0 t�TT r [L_ Lobo o _ shall not be installed over knots,knotholes or distorted S.Q0� 3 --- r�Ql i-pN�`"e pa grain.Members shall Ise cut for tight fitting wood-to-wood I -- ,,y-./t 1vr (�-�1T iA� � -- Connector pates shall be loured on both faces of the 6 C��� o'1Y-UT��I-Fa�. O truss with nails fully imbedded and shag be symmeriic 2 i I / - "Dt21t1.61Gi 1 Ya>�. . about the joint unless otherwise shown.A S x 4 plate is j 5"wide x 4" long A 6 x 8 plate is 6"wide x 8"long. is 7 Slots(holes)run parallel to the plate length specified.If I 25 11�Z individual truss unit requires more than one truss,truss shall be fabrioted as a separate unit then nailed or bolted together as noted. Double curs on web members shall 1 I .�*(„ FEC C18 meet at the centraid of the webs unless otherwise shown- i _This truss is not to be fabricated with fire retardant +' ----_ ` O R T E 3/ 9/8 4 treated lumber unless otherwise shown. Stainless steel 1�4 9 1 O connectors shall be used a fire retardant lumber is 11 JOB T 4 9 4 4 M, specified unless otherwise shown.For additional informa- tion on quality control read the TPI Quality Control OCONT 1X 4 COT 9?CG NRIL W12- 8d O/R SPRN 34- 8- 0 (LENGTH. FT. INCHES, 16'SI SHEET I�0F�1 Manual and TPI Recommended Code of Standard -- --- Pra, we. "CSP-78". The truss plate manufacturer and EQ' j12J _ - - - - -- � �•�� -I%� designer disclaim any responsibility and exercise no LIFLI 600 roc 1 TO �'- T7L.SI�wt�ED control with regard to fabrication,handling and shipment 'PQ 1110k i'S7 OjN �s of trusses- -,. - PRECALTtONARY INFORMATION "- - - - - -- The truss plate manufacturer and designer disclaim E. E. CAILANAN, JR. any responsibility and exercise no control with regard to the installation of trusses.Trusses are to be handled with parutcaalar care during banding and bundling,delivery and S G I L� � Jatl� � r(�e1�j j e�Le (V I�iG7 installation to avoid damage.Temporary and permanent bracing for holding tresses in a straight and plumb position and for resisting lateral forces shall be designed t and inst2 ed by others.Careful handling is essential end qc�\� OF erection b-ing is always required.Normal precautionary M8. w,g�� cation for t+cacaos requires such temporary bracing during 44 O`l The SUPeTr WARD The superrs-,an of erection of trusses shall be under the YY/1 E. (i control of persons experienced in the installation of REGISTERED A trusses. Proftssioraal advice shall be sought if needed. ��er AHAN, JR. Concentration of construction loads greater than the Pntlftt GIWEER - 28199 design loads shall not be applied to trusses at any time. ar_ ] No loads•ther than the weight of the erectors shall be L NOTES ON THIS SHEET ---. ^era` - applied ro awes until after all fastening and bracing is - _ - -'- ' completed- BRACC►GWAAYfNG A COPY OF THIS DRAWING QjST4' • r Bracing drown on this drawing is not erection bracing, T ae LO K TRUSS S1�ST Fes t�. wind braang.portal bracing or similar bracing which is a TO BE GIVEN TO ERECTING • f© `+y . part of the budding design and which must be considered CONTRACTOR ipy, NAL �sfr support! the Of truss designer. Bracing shown is for lateral TEE-LO K COR ORATION S wppnsx of Ouse members only.Additional bracing of the overall smacture may be required. (See "BWT-76" of buddFurspecifictrussbtacte Institute, the EDENTON, NORTH CAROLINA 27932 building 4esisner.(Truss Plate Institute,TP[,is located at 2400 Ea! Devon Avenue, Des Plaines, Illinois,60018) DESIGN LYFORMATiON The information shown on this sheet has been prepared to GOAt11s IfTl01�� ER�NLl1IC!�(� be used by an experienced wood truss fabricator using �( ��FT�}� C7 tD OiAr COeaExs�TEE-LOK CORPORATION connector plates.The dross -- has hcen designed ra an individual budding component in - accordance wit}-'TPl-i8'a�"NDS-B2'to be incorpo- `� rated as part of the building desgr,by a building designer. (Relistered Architect, Professional Engineer or -Speci- fier as defined in CSP-78, 'recommended code of O standard practice for the metil plate connected wood truss industry.") --When reviewed far approval by the building designer,the Z I,,,�ls111 design data shown must be checked to be sure that the O St information shown is in conformance with the designer's -`h6W L_-� project specifications,local building codes;local ducatic 'a![� -, records for wind or snow loads or special applied loads. mil . �__ Q� _�}_ �" The design assumes compression chords(top or bottom) % 40 axe continuously braced by sheathing. Where bottom l` p, chords in tension are not fully braced by a property d d applied rr ceiling,they should be braced at a maximum spacing of 10%0"O.C. V ;" X FABRKATIONLNFORMATiON -3 0 QAR _ � -Tom'-,p1'+��-•r-.-t---- Prior to cutting of lumber and fabrication,the fabricator - •�' r'�`�`� -- _ SI.MIL ] QF-"���lt�-4'�2_ :S00(m_M- shad]review this drawing to verify that the data shown is LN ` �� T�iG�I K r{>•Al�j► � �![ [ in conformancebriL with the faator's plans and to realize, law - continuing y� - - M�uAL, continuing responsibility for such verification including ivvv{{{I coordination with the "specifier." Any discrepancies found are to be forwarded to TEE-LOK CORPORATION a it and the designer prior to cutting or fabrication. - - Connector plates shall be manufactured from 20 gauge20 !8 gauge galvanized steel meeting ASTM A446-72,Grade {3` -- A.hot dipped galvanized unkss otherwise shown.Plates _ / shall nor be instilled over knots,knotholes or distorted Z grain.Members shall be cut for tight fitting wood-to-wood Connector plates shall be located on both faces of the _, + F-FjA�t,'�� hjQ' Sy7 7N /tea/$ J truss with nails fully imbedded and shall be symmetric T7J 11 about the joint unless otherwise shown.A 5 x 4 plate is - - - 5"wide x 4"long.A 6 x 8 plate is 6"wide x 8"long. 0J- Slots(holes)run parallel to the plate length specified.If individual truss unit requires more than one truss,truss h shaft be fabricated as a separate unit then nailed or bolted Z ! together as noted. Double cuts on web members shall meet ar the centioid of the webs unless otherwise shown. \/A LIq TizU5 _ S�5 ?4 e_k,_L__.414t This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Stainless steel O TO p OF !ell-,0ii �-�- connectors shall be used if fire retardant lumber is specified unless otherwise shown.For additional informa- tion on quality control read the TPi Quality Control ~ 1 f a Manual and TPI Recommended Code of Standard Practice, "CSP.78". The truss plate manufacturer and designer disdaim any responsibility and exercise no control with regard to fabricitio n.handling and shipment of trusses. Q A-!? PRECALTIONARY INFORMATION The truss Plate manufacturer and designer disclaim any responsibility and exercise no control with regard to SAVOC&IOCa hi IF MESMS GQXWr_!TT m 4M �651G7A}�F7 Ply OTPEZ'- the installation of trusses-bn Trusses are to be handled with - eQ particular care during banding and bundling,delivery and installation to avoid damage.Temporary and permanent F.Fd� T1aGk. OTtI�iCS bracing for holding trusses in a straight and plumb !? � g position and for restating lateraCareful forces g is ss designed 1. ! tt�TF,1TT9 fUei �5Q'���and installed by others.Careful handling is essential and v YiiJ arson f bracng isequire rsuch ed.Normal preing durazy I 5 1t'�u�t COLt•!M►J fJ9,-11e 0&V $1 07� eR-, -,!FgT 1 GF'J I I inston for cusses requires such temporary bracing during I I t r" installation. The sups::islon of erection of trusses shall be under the h control Of persons experienced in the installation of V / i E�7�GnJA(, FR�MIN trusses. Professional advice shall be sought if needed. c NilcN_iON b�. kw ir4�1 GOr•.JJ Concentration of construction loads greater than the design loads dull not be applied to trusses at any time. No loads other than the weight of the erectors shall be i READ ALL NOTES O N THIS SHEET applied to trusses until after all fastening and bracing is �.•. completed. " -- — BRAng shown on this A BE IV N T DRAWING �� ®�/�g/� �ry�t9� SYSTEM Bncirtg aboxvn on this drawing is not erection bracin (�f)i}�� K �\/ wind bray g TO BE GiYEN TO ERECTING ang,ports!bracing or similar bracing which is a ��//''^^��]] (�\(�/�) /}'4/� dry( (/n�'y) Put of the building building design and which must is considered CONTRACTOi TE LV K CORPORATION 1 01\AT V N by the ituildittg designer. Bracing shown u for lateral support Of truss members only.Additional bracing of the overall structure may be requred. (See "BWT-76" of build desoi-(T.bncingregnirementr,contactihe EDENTON, NORTH CAROLINA 27932 24WEEast Deer-(Truss Plate institute,TPI,is loptea at ..as Devoe Avenue, Des Plaines,Illinois,b0018)