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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE`USE ONLY: - DATE FILED: ,�—°�` PLAN REVIEW FEE: , f 5 air _ RECEIPT NO.: 16 CONCURRENCY FEE: RECEIPT NO.: PERMIT NUMBER CERT. CAP. NO.: 13�1-033 ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue Ft. Pierce, FL 34982-5652 SCANNED 772-462-1553 APPLICATION for BUII.DING BY St. Lucie Count, PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: ��O S• ZS SST.yT� ie j � 8/ 2. PROJECT NAME:,X'V7bT-e11; # MtZ OVF SITE PLAN NAME: 3. PROPERTY TAX ID #: 4. LEGAL DESCRIPTION (attach extra sheets if necessary): 33-35-lo N_i7 oFSrvl. %soGt4l �9/L6S W '7% �9_, AWO Lae; i}&AI 9k TO Si • �iciir faUvr ✓ AS IAI O C 7z9 —/6S 5. PLAT BOOK H f 3_ 6. PAGE NO. 23!58 7. BLOCK NO. 8. LOT NO. 9. PARCEL SIZE (ACRES/SQ FT.): 23,07 AGr LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECTOR WORK ACTIVITY: 1,2d 3 944m EXan, r6 �LA9— 1?,b.- 4AV /AvS/,Iz� s`rslaiDryc 56.17vt /lferAG �o G 11. SETBACKS (ACTUAL) FRONT: SACK: RIGHT SIDE: LEFT SIDE: 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) [ ] NEW CONSTRUCTION -[ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [ ] RESIDENTIAL []—COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: G'AV,&y 14. SQ. FT OF CONSTRUCTION: i63'P 15. SF. FT 1st FLOOR: 4S 4p 16. VALUE OF CONSTRUCTION: $ 9Dv�p� The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. 1f the valueiis $2500 or mom a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 ' UPDATED 6125109 OWNER INFORMATION NAME: ADDRESS: `%�O S ZS�s7 CITY: STATE: FL_ ZIP: IYA91 PHONE (DAYTIME): 7( 7z)/'7% Email: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER-- /�9� f�FfflrST C�(%iee(y or— � • /zz� � v ;/� ADDRESS: soo S- 2S0- Sn CITY: r'7"1111116br�- STATE: 6G - ZIP:.30-`%.!�! PHONE (DAYTIME): Q7Z) S61'7%,519 CONTRACTOR INFORMATION ST. of FL REG.CERT #: !�S$ra ST. LUCIE COUNTY CERT #: BUSINESS NAME: G'n/L /Sui<e ua 6An --10&1 1& Ike- QUALIFIERSNAME: 01ri-C 49f/ ADDRESS: CITY: B'T 3T- L ael e ll PHONE (DAYTIME): () ARCHIT/ENGINEER: &WX- ADDRESS: BOG DEGAdhA46- STATE: FAX NO. Email: ZIP: ,?Y983 CITY: &• /� STATE: ZIP: 3(9SD PHONE (DAYTIME): %( 1Z) V6a- 775-/ BONDING COMPANY ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: ay.lvvig STATE: ZIP: IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non - 'residential use. NOTICE TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOBSITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT: AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. 4�& eL- R OR C NT CTOR SIG ATURE STATE OF FLORIDA COUNTY OF 6q . 1• V�� The foregoing instrument was acknowledged before me this ago7day of NoJ 20 by C�nrlspR�ei 1—oy who is personally known -or has produced . 0 as identification. Signature of Not>t :°h.Tk Notary Public - State o1 Florida •? My Comm. Expires Dec 16, 2016 Commission No.� •� Comr(Seid) # EE 858761 Bonded Through Natianal Notary Assn. WNTRACTOR SIGNATURE STATE OF FLORID, COUNTYOF Sk•4.Oc\C The foregoing instrument was acknowledged before 14. me this a� day of 004 12013 by Clntis�o P OY who is personally known _ or has produced - % 1 `1 ci%_ 1 `14 — 0 as identification. •-•-•x ruooc - State of Florida My Comm. Expires Dec 16, U2016 d,T"dF4kf EE 858761 NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNERBUILDER, THE OWNER MUST PERSONALLY APPEAR.TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE' FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS. ' For specific in' tractions see appropriate permit checklist. i OFFICE USE ONLY BP in SECTION TOWNSHIP 1 FJS RANGE )yQ� 1 MAP NO. a�I (33s ZONING LAND USE p s LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # I � FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP #OFFLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 111990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE rt V �{ AREA FEE FEE I RADON LIBRARY PUBLIC BID PUBIC BLD PARKS IMPACT IMPACTFEE IMPACT IMPACT ,FEE CORRECTION FEE FEE GENERAL SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEE FEE FEE FIRE/EMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEE VARIANCE FEE FEE SPECIFY MECHANIC_ ROOF NON -CONFORMING MISCELLANEOUS SUBS _ ELECTRIC GAS LOT OF RECORD FEES REQUIRED PLUMBING _ FEES DATE SENT TO ADDRESSING: REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED DATE I ���• COMPLETED I1I'L`��° l3 INITIALS-- oU� s I 1 I I I I JOSEPH E. SMITH, P "K OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE # 3910900 01 'OK 3591 PAGE 1370, Recorded 12/30/L fat 12:39 PM Y A NOTICE OF COMMENCEMENT Permit No. Tax Folio No. StateofFlorida County of St Lucle The undersigned hembygives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. Genereldescriptfomoflmprovement: — 1-1 ry �.edS U✓CQ E�/S/lw/ ��iiY�<eF 1-u manor or Lessee information if the Lessee contraced Name i/RSi /,�/¢p 7SY C-/s p.�. -- Address — .�rCi71 5. 1 <-. Interest in property: n"'-,pry "'' Name and address of fee simple title olderfif aiffa.on.F.,.... n..._.. Lender Name: ,V/R Phone Number: Lender's address: Persanswithin the State of Florida designated by Owner upon wham notices or other documents maybe served as provided by Section 7 3.13(1)(a)7., Florida Statutes: Name: Phone Number: Address: In addition to himself or herself, Owner designates of Uenors Notice as provided in Section 713.13(1)Ib),Florld SStatutesto receive a copy of the Phone number of person or entity designated by owner: Expiration date of notice of commencement: (the aspiration data may not be before the completion of construction and final payment tothe contractor, but will be 1 year from the date of recording unless a different date Is specified) - WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RFSU LT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECNON. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. of commencement and that the facts stated therein are true to the best of Igig t Ns Tide/otfire) The foregoing instrument was acknowledged before me this day of�� , 20L3 By Chi1iIL / a eof Pers as� ��r GIJ t'C (� for�lerJr Type ofauthorhy(e.g.officertrustee) Party an behalfo whom instmmentwasexecutied Sl na ure of Nota ublic• Pemonallyknown_or Produced ldentifiatlon / I S State of Florida) (Print, Type, or5ta Commissioned Name of Nota DONNA L COE NOTARYPUBLIC Type of Identification produced F/. L)D tom_ LOIDA , STATE OF FNL-/Cen cammiTEEM20 _,;co STATE Of FLORIDA ST. LUCIE COUNTY THIS IS TO CERTIFYTHATTHIS IS A TRIJE AND CORRECT COPY OF THE ORIGINAL. O PA , CLEiiK RY lark Date:. 13 Ss. i Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 71530 - FIRST BAPTIST CHURCH MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: CNL Building Contractor Project Name: First Baptist Church ModePa, FL336104115 Lot/Block: Subdivision: Address: unknown City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual sign Drawings Show Special Loading Conditions): :a*1S Design Code: FBC2010[TPI2007 De 2 207.3 Wind Code: ASCE 7-10 [All HeighII t'' h WN Roof Load: 37.0 psf This package includes 44 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITrussNamelDate No. I Seal# I Truss Name IDate 1 JT6021803 I A 11/15/01 18 IT6021820 I GRC 111/15/01 12 IT6021804 I 111/15/01$19 1T6021821 IGRE 111/15/011 3 IT6021805 IBA 111/15/01320 IT6021822 IGRQ I11/15/01� 1T6021806 C1 I11l15/01321 IT6021923 1HV12 111/15/01� I5 T6021807 C2 111/15/01322 IT6021824 HV16 111/15/01 16 1 T6021808 I C3 1 11/15/01323 I T6021825 11 111/15/01 17 IT6021809 IC 111/15/01$24 IT6021826 IJ1 111/15/01 J T6021810 I cA 11/15/01325 T6021827 J3 111/15/01 19 IT6021811 ID I11/15/01326 1T6021828 IJ5 111/15/01� 110 I T6021812 I DA 1 11 /15/01327 I T6021829 1,17 111 /15/01 1 11 f T6021813 1 E 1 11 /15/01328 I T6021830 I J 1 11 /15/011 U I T6021814 I EA 1 11/15/01329 I T6021831 1 JQ1 1 11/15/011 113 IT6021815 IF 11/15l01330 T6021832 K 111/15/01� 114 IT6021816 I FA 11/15l01331 T6021833 1 KJ7 1 11/15/01� 115 I T6021817 I G 1 11/15/01332 I T6021834 I KJQ 1 11/15/011 16 GA IT6021818 111/15/01333 111/15/01333 IT6021835 IT6021835 IL111/15/011GA IL111/15/011 GRA111/15/01$34 117IT6021819�GRA 1 11/15/01$34IT6021836 I T6021836 I M111/15/011 I M 1 11/15/0111 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is -solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIfFPI-1, Chapter 2. �.`Q� .•��� E N SF' �92'. 58 6 _ STATE OF :14/` FL Cert. 6634 November 15,2013 ORegan, Philip 1 of 2 RE: 71530 - FIRST BAPTIST CHURCH Site Information: Customer Info: CNL Building Contractor Project Name: First Baptist Church Model: Lot/Block: Subdivision: Address: unknown City: Ft. Pierce State: FL No. I Seal# Truss Name Date 35 T6021837 N 11/15/01 36 IT6021838 10 11/15/01 137 T6021839 IOA 111/15/01� 138 I T6021840 I PBA 1 11/15/01� 139 1T6021841 IPBB 111/15/01� 140 I T6021842 I PBC 11/15/013 141 I T6021843 I PBD 1 11/15/01 142 IT6021844 IPBE 111/15/01� 43 T6021 S45 V4 11 /15/01 144 IT6021846 V3 11/15/01I 2of2 Job cuss I rise I ype ary Ply FIRST BAPTIST CHURCH 21(W3 T60 71M A MONO HIP 2 1 Job Refereme o tiorlal Scale = 1:65.8 3x4 = 5xs ' 2.3 11 2x3 I 3x6 = 3x3 11 5x6 = 4 5 22 6 7 6 9 10 3x5 G 46 = 2x3 II 3x4 = 3x6 = 2x3 II 3x4 = 3x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 240-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI TIC 0.34 BC 0.44 WB 0.35 (Matrix-M) DEFL in (loc) VdeB Ud Vert(LL) 0.24 18-21 >592 360 Vert(TL) -0.33 15-16 >433 240 Horz(TL) 0.04 11 Na n/a PLATES GRIP MT20 244/190 Weight: 179 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied orb-1-3 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-11-4 except (jt=1ength)11=0.5-2, 2=0-8-0. (Ib) - Max Horz2=343(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 11=-336(LC 8), 2=-565(LC 8), 16=-242(LC 8), 13=-516(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 11=596(LC 13), 2=970(LC 13),16=480(LC 13). 13=1032(LC 14) FORCES Ob) - Max. CompJMax. Ten. - A11 forces 250 Ob) or less except when shown. TOP CHORD 2-3-14541721. 3-4— 1161/544, 4-5=1025/544, 5-22=-1025/544, 6-22— 1025/544, 6-7=-1025/644, 7-8— 536/283, 8-9-5361283, 9-10=536/283, 10-11= 534/339 BOT CHORD 2-18=-824/1332, 17-18-544/1025, 16-17= 544/1025, 15-16-544/1025, 14-15= 283/536, 13-14-283/536, 12-13— 2831536 WEBS 3-18---349/310, 4-18=-85/317, 5-16=-272241, 6-15=-280269, 7-15=327/613, 7-13=-752/511, 9-12=288280, 10-12=-342/652 1111 p 1 j74 NOTES ``IIII %I,%�P �. O'/?��p� 1) Unbalanced roof live loads have been considered for this design. `%� \\' •' C E N ' • •, �00 • `SF• �i 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fl; B=45ft; 1_=5Gft; eave=6ft; Cal. II; Q�: �.Y .9iL Exp C; End., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 1 6 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with arty other live loads. * ;• / ; 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. -D • ; 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 11, 565 it7 uplift at joint 2 VS U/ .242 lb uplift at joint 16 and 516 lb uplift at joint 13. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis design this truss. T E O F .' + " ` and of i� .�\'•• •C`� O P ,•'\�1 `�� LOADCASE(S) Standard /ONA�, �`%��` FL Cert. 6634 November 15,2013 0 WARABNG-Verify dalg Parxondas aed READ LADIES ONINISAND INCLINED IMEKREFEREJ BPAGE AM-7473 BEFORE LISS. Daaddppnn valid for use orgw y Mtfek comectom 7hts design isbood odupon and upparametersshown and b for an Individual bLAdng comnent po. Appllcablily of design Parameters and proper hcorporatlon of component is respondbli ty of buadvg designer - nottnas designer. Bracug shown b for lateral support oflndividual web members orgy. Add6 ltempmaryGockigtoirnurestabRRydlceigcomb fmistherespombilityoflfre erector. AdditorwlpermanentbrachgofftreoverdlsA eisfheresponvbOMofMebLOdhgd�gner.Fmgmwalgddmceregardhg MiTek' fabrication qudity control, storage, delivery. erection and brgchg, Corti ANSVrPll Quality Criteria, DS8.89 and BCSI Budding Cmnpcnent Salety Informolion wadable from Tr as Plate tulihde, 781 N. Lee street &rife 312 Alexondrla. VA 22314. 6904 Parke Eaet BNd. If liouMem Pine (SP)lumberts specified, Me design,al.ex.re tit s eHective06/Ol/2013 byALSC Tampa, FL 33610d176 J00 oes rLrose type Cry Ply FIRST BAPTIST CHURCH rsozleo4 71530 B MONO HIP 1 1 Jab Reference o tional tl ran I--n. uraac 1.3a05Sept 2012M,Tex InduMMS.Ina Fri NOV151138:192013 Scale = 1:65.8 6x8 �o lust II 3x4 = 3x6 = 2x3 II Sx6 = 4 E2 5 6 7 8 9 SX52x3 II 3x6 = 3x8 = 3x6 = W II 3x4 = 3x4 11 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.09 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Verl -0.15 16-18 >976 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 10 Na n/a BCDL 10.0 Code FBC2010/rP@007 (Mat ra-M) Weight: 200m FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS All bearings 0-11-4 except (jl=length)10=0-5-2, 2=0.6.0. (Ib)- Max Horz2=399(LC8) Max Uplift All uplift 1001b or less at joint(s) except 10= 358(LC 8), 2=-541(LC 8), 12=-466(LC 8),15— 294(LC 8) Max Grav, All reactions 250 lb or less at joint(s) except 10=645(LC 14), 2=864(LC 13), 12=761(LC 2),15=539(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1223/591, 3-4_ 734/392, 4-22=-779/481, 5-22=779/481, 5-6=-779/481, 6-7= 517/267, 7-8=-517/267, 8-9=-517/267, 9-10= 596/367 BOT CHORD 2-18=-748/1124, 17-18=-748/1124, 16-17=-748/1124, 15-16==111/599, 14-15=-411/599, 13-14=-267/517,12-13= 267/517,11-12=-267/517 WEBS 3-18=0/251, 3-16=-581/371, 4-14=-131/336, 5-14_ 378/329, 6-14=-284/405, 6-12= 602/479, 8-11=-332/298, 9-11= 355/695 Structural wood sheathing directly applied or6-0-0 oc pudirls, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-4 oc bracing: 18-21 8-3-15 oc bracing: 16-18. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuH=160mph (3-second gust) Vaud=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B--15ft; LLOft; eave=611t; Cat. II; Exp C; End., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358lb uplift at joint 10, 541 m uplift at joint 2 , 466 Ib uplift at joint 12 and 294 Ib uplift at joint 15. 7) 'Semi -rigid pitchbri including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard '1111111111 G sF 92 ? 1 6 9 ;S TE OF (41'.41 OR 1 O N A� '� %%%%� FL Cert. 6634 November 15,2013 0 W612NTNG -VIX& deign parmnetera and READ NOTES ON2N1S9 INCLUDED NP7EKREPERBNCEPAGSlL!-74M BEFORE USE. Design valid for use any w MTek connectors This designis based only upon paametersdlow antl is foran individual buldmg component. Applicability of design parameters and proper trrorporation of component isrespordo4ily of bustling designer - nottras designer. Bracing strown bfwlalerdl portof iidrvAwlwebmembarsordy. AddMi ltemporarytradegtoinuaoet liydu"corxfixfionisi respo Nlityofflre erector. Additional permoneni bracing of the overal shucMe lsthe resporoNfly ofthe building designer. Far general guidance regarding MiTek' fobdcafion. quality control, storage, delivery, erecllon and brocirg, consult ANSIRPII Quality criteria, DSB-89 and BCSI Ikilding Component SK4 Parka East BW. Spey Inlormafion available from Thus Plate Iln1ihRe, 781 K Lee Sheet SuBe 312 Alexandra VA 22314. If Southern Pine ISP) lumber is specified, the design values are ihbse effective 06/02/2013 by ALSO Tampa, FL 3361"l15 job I rues cuss ype Illy My FIRST BAPTIST CHURCH T6021805 71530 BA MONO HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FL 34982 7.350 s Sep 27 2012 MTek Iadusldes, Inc. Fri Nov 1511:38:18 2013 Pagel ID:RtjAauGnZdkLBAc_hCSVXyjgzO.EwKK-dgggpVFT093hxZeNhBJ87oz LrYSL?)m7bylwLl 5-6-0 11.0-0 I 167.6l ' S6-0 5-60 16761d I 26.-0-0 I - I 75 5-001 6 Scale - 1:62.6 W II 30 = 3x6 = 2x3 11 5x6 = _ as I I �' = 2X8 = � _ � 11 3A = 3x4 11 3 5 3x4 = sso 11-00 n-crs n-s-1a 24-0-0 29-10-1 3s-11-e 6n-e I 8.5-9 Stall I 11.1 Plate Offsets KY: f3:0-4-00-1-151 LOADING (psf) SPACING 2-0-0 CS] DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.09 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Ved(TL) -0.15 15-17 >982 240 BCLL 0.0 Rep Stress lncr YES We 0.44 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 196E FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 BOTCHORD REACTIONS All bearings 0-11-4 except (jl=length) 1=0-8-0, 9=0-5-2. (1b)- Max Horz1=310(LC8) Max Uplift All uplift 100 lb or less at joint(s) except 1= 375(LC 8). 9= 359(LC 8), 11=-463(LC 8). 14=-301(LC 8) Max Gray All reactions 250 lb or less at joint(s) except 1=751(LC 13), 9-646(LC 14). 11=757(LC 2),14=544(LC 13) FORCES fib) - Max. CompdMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=1236/610, 2-3=-736/393, 3-21= 782(483, 4-21=-782/483, 4-22=-782/483, 5-22= 782/483, 5.6=-521269, 6-7=-521269, 7-8= 521269, 8-9— 596/368 BOT CHORD 1-17=-813(1137, 16-17= 768/1137,15-16=-768/1137,14-15---411/600, 13-14=-411/600, 12- 269/521,11-12=269/521,16-11= z69/521 WEBS 2-17=-0253, 2-15=-595/393, 3-13=-130f339, 4-13=379/330, 5-13=-282/403, 5-11= 598/476, 7-10= 331298, 8-10=-357/696 Structural wood sheathing directly applied or 6.0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 8-4-13 oc bracing: 17-20 8-2-9 oc bracing: 15-17. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsh h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencumanl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 1, 359 m uplift at joint 9, 463 m uplift at joint 11 and 301 lb uplift at joint 14. 7) 'Semi -rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .%`�,N�\P'c1111111111 E N R�c14 OSWE 6 3 VF Z O R 10 P : FL Cert. 6634 November 15,2013 AWARIJAM.V dfyondREADMIESONIFII78dMg1NCLODEDM712KBPFBRENCEPAGEM-7473BEFORBOSS. DesiVnvalid lor,soody with Mgek connectors 111u dedgnl5based orlyuponporametexshow and bforanhdMdual burcil component. Appi,cobllilyofdesgnporametersand properhoorporatlon ofcomponent ISrespar Mtyofbudding designer-Trottruss designer. Brodngdrown Is forlaterol support of Individual web members ordy. Additi«wltempararybrachglotr st�yduiMg rzt c on Lstheresportbili of81e Addiflond bceg of the tithe dedgner. MiTek' re ector. permanentra overall shuchce rasponllauty offhe bWtlYrg For general gJdance regard'ig fabdcadon qualify control, storage, delivery. erection and broc ng, condt ANSIRPII Ooallty C1ilada, DS8-89 and BCSI B.Mc ing Cwponant Safety N. otlaSPNersspieStreet, Suite 69" Parke Eae: BW. spmfied, the desgn a,u"a �eeeti,6/01013 by Al5C Teepa, FL 3361"115 O cuss runs ype ty y FIRST BAPTIST CHURCH TB021aD6 71530 C1 HIP 1 1 Job Reference (optional) ch..s,ms9 mc., ron M. rI. 399e2 04 ID:s1 4x4 1 Scale = 1:40.5 Plate Offsets MY), f2:0-2-10.0-1-8117:0-2-100-1-81 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.24 Ven(LL) 0.23 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.25 9-17 >979 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.03 7 n1a Na BCDL 10.0 Code FBC2010/rPI2007 (Matra-M) Weight: 948t FT=0% LUMBER TOP CHORD 2x4 SP M30 GOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 2=731/0-8-0 (min. 0-1-8), 7=731/0-8-0 (min. 0-1-8) Max Horz2= 239(LC 6) Max 1_Iplift2= 984(LC 8), 7= 984(LC 8) Max Gmv2=852(LC 2), 7=852(LC 2) BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 7-10-5 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1094/1158, 3-4=-886/1041, 4-5= 754/959, 5-6=-886/1041, 6-7= 1094/1149 BOTCHORD 2-11=1415/1203,10-11=816/754,9-10=616(/54,7-9=-1368/1203 WEBS 3-11=-306/295, 4-11=-390/284, 5-9— 390/284, 6-9=307/295 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=1"; 8=45ft; L-50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at joint(s)10. 5) Plate(s) at joint(s)10 checked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984111 uplift at joint 2 and 984 lb uplift at joint 7. 9) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %`\�\P,G E NO R�G',���i 1 6 11 Sa' TE OF r � -9 FL Cert. 6634 November 15,2013 Q WARNING -V nft,design parameters and READ NOTES ONIMSANIINCLUDED NRENRP.FERENCEPAGEIBI 74M BEFORE DSH ■ DesWn valid for use only with MTek connectors This design Bbased only Upon pmomefersshown, and b for on trWMdual building component, Applcabtity of dedgn and Incorporation is bulding designer truss designer. Bracing porametem proper of component umponvb9ily of -not shown 4forlewds podofhdivMwlwebmembersoNy. AddBionaltempormybachgtoln estobblydUutrggonshuclonistheresp�lityofthe AddiliondpermanentbrachgoftheoverdlsLu MiTek' erector. ebmerepo UnyofMebx d'ugdedgler.Forgeneralgudanceregard'vg fabrication quclN conhol, storage, detty ry, erection and baciV. co t ANSVIPl1 Quarry Qlfeda, BSB-89 and BCSI Building Component 6904 Parke East BW. Selety Ink-otion maYable from True Plate hutitub,.781N. Lee Street. Sure 312. Alexandria VA 22314. If5outlrem pine(SP)lumber Is spac�etl, the design"fees are thg effective 06/01/2013 ALSC Tampa, FL 3361"116 Job rues ype Oly Ply FIRST BAPTIST CHURCH T602180] 71530 C2 COMMON 2 1 Job Reference o tiorel ,.�h.., .am.,e, FL save< 4x4 = ID:st 2012MTeklndustries.Ina Fri Novl5 Scale = 1:39.9 Iv a Plate Offsets (X Y): f2:0-2-10 0-1-81 r6.0-240 0-1-81 r8:0-4-0.0-3-0I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Ved(LL) 0.23 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.27 8-14 >890 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.32 Horz(TL) 0.03 6 Na nra BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight: 93 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS Qb/size) 2=731/0-8-0 (min. O-1-8),6=731/0-e-0 (min.0.1-8) Max Horz2= 259(LC 6) Max Uplitt2= 984(LC 8), 6=-984(LC 8) Max Grav2=852(LC 2), 6=852(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3— 1173/1202, 3.4_ 877/995, 4-5= 977/995, 5-6=-1173/1202 BOT CHORD 2-8— 1161/1152, 6-8— 1106/1152 WEBS 4-8=-649/482, 5-8=-377/368, 3.8=-375Y368 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudirls. BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. MTek recommends that Stabilizers and required cross bmang be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19R; B=15ft; Lr50f ; eave=6f ; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984lb uplift at joint 2 and 984 m uplift at joint 6. 6)'Semi-rigid phchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard 841 6 ,11TE OF .4U: T A P'=�� OR kV s`110NAt 0-.0 01111111 FL Cert. 6634 November 15,2013 AWA191'BTIG-Verifydeignparmnetc andlil DNOTESOAf=SAmINCLUDEDfd]EKREPERENCEPAGEAUI.7473BEFOREUSE, Darman volld for rae ordy with Wax connectors 7hb desgn bbased oMy Wore parameters elown arty b loran iMNidud baldingne compont. Applicability of dedgn parameters and proper Incorporation of component is resportvb9fly of buldhg dedgner-not truss dedgner. &sang drown bfwlot ds ponof Individualwebmembersortly. AddPoonaltemporary Uccngto InuresttRydurkVcoruhucttonistherespone lityofthe vector. Additional brach9 of the tithe Mffek' permar»nt overall slmchre mvarabpdy of me buldtrg d"gner. For general gurlance regarding frbrication aurally control, storage, delivery, erection and bracing, core t ANSKI'll Quality Criterla, DSB-89 and BCSI Bu3dng Component Goof Parke East Blvd. Salary Information wadable from Tres Plate Lu11Me. 781 N. Lee street. S1de 312, Alexandria VA 22314. If lialdhem Pine (SP) lumber is specified, de design values are those e0ectrue 06/01/20n by ALSO Tama FL 33610-4115 P Job Truss I mss I ype Gly Ply FIRST BAPTIST CHURCH T6021MB 71530 p HIP 1 1 Job Reference o tioml Chambers Truss Inc., Fog Pierce FI. 34982 7.350 ID:st pQxKKS2a02uGpE 1201 I 4 o-z 4x6 i 4x6 2 14 15 3 Inc Fn Nov 15 11:38:23 2013 Scale = 1:35.7 44 = 2x3 II 3x6 2X3 II 414 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010rrP12007 CSI TC 0.47 BC 0.38 WB 0.08 (Matra-M) DEFL in Vert(LL) 0.25 Vert(rL) -0.25 HOrz(rL) 0.04 goal Hall Ud 7-10 >948 360 5-13 >956 240 4 n/a Na PLATES GRIP MT20 244/190 Weight: 74 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-3-14 oc pudins. - BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordancewith Stabilizer Installation guide, REACTIONS (Ib/size) 1=914/0-8-0 (min. 0-1-8),4=914/0.8-0 (min. 0-1-8) Max Harz 1=173(LC 6) Max Up1'If17=-1104(LC 8), 4-1104(LC 8) Max Gray 1=992(LC 2), 4=992(LC 2) , FORCES (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2-1702/1902, 2-14=-1325/1581, 14-15=1325/1581, 3-15= 1325/1581, 3-4=-1702/1902 BOT CHORD 1-7=-2411/2174, 6-7-1355/1325, 5-6=-1355/1325, 4-5= 2411/2174 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=f.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with live loads. ,,,IIp 11111111j par any other 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will o fit between the bottom chord and any other members, with BCDL = IO.Opsf. ��`1�\;. •� G E jy S �'i,9'�'� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1104 lb uplift at joint 1 and 1104 b uplift at ` Q �. F ••• 2 joint 4. 7) Semi -rigid pftchbreaks including heels' Member end fixity model was used in the analysis and design of this tmss. 8) Hanger(s) device(s) be load(s) 99 b down 100 b 1 6 or other connection shall provided sufficient to support concentrated and up at 7-11-15, 731b down and 731b up at 8-11-15, and 731b down and 73 Ib up at 11-0.1, and 9g Ib down and 100 Ib up at 12-0-1 on top = chord. The design/seledion of such connection device(s) is the responsibility of others. 'd 13�;/ S TE OF LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 i .n ••, �` P; •� �� '�,��` '• Uniform Loads(plf) -0-20, 5-7=-50, 5-11=-20 'Conc'entrated 0 j; 1�.• G,�`�� •,�SS1� cads (1bb7814657�15=-57 78 11111111100* FL Cert. 6634 November 15,2013 Q WARDONG- Verify deign paxmnders and READ N07BS OMMUSAND INCLUDED DfI7F,ICRFFBRENCBPBGEkW 7473 B 06113 r1SS. D� gnvalfd for use any with Mifek connectors. this desgn isbased only upon parametersrhowa and In foran individual bulding component. 1 Applicabili y of deign parameters and proper incorporation of component is resporwbilAy, of bwldmg designs-notinxs desgr. er. Bracing shown is forlateral sippod of hdividual web members only. Addifi n 11emporarybmchgloin esta Oftytlwugconst=lM istherespon liiyof Dre bracing, the deAgner. For WOW erector. Addiflond permanent of overall structure lsthe raponvb0ily ofthe bUldig general guidance regarding fabrication quality control, storage, delivery, erection and bracig, 00rcUt ANSIRPII Quality Criteria, MB-89 and BCSI Building Component 6904 Parke Ead Blvd. Itbaatlrfem gve 155Pj mbhP�r iz� Plate uuhrtge, 781 N. Lee Sheet Sufte 312 Alexantlda VA 22314. specified, the design values are those effective 06/01/2013 by A1SC Tampa, FL 33610-4115 toss m35 type Cry y FIRST BAPTIST CHURCH Tfi021809 71530 C MONO HIP 1job 1 Job Reference (optional) Chambe,e Truss Inc., Fod Piece H. 34982 7.35D s Sep 27 M12 MTek Industries, Inc. Fri Nov 1511:38:202013 Pagel ID:RiAauGnZdkL6AcjICSVXyjgzO-i6uiCygIR7d65XkFFf4twugOBXwggFBOafhPflylwLH -2-0-0 6-60 13-0-0 78a4 V — l T014 11-8 5658.5-10-4 EP10 ' 6.00 12 6Xa � 2X3 II 3x4 = 3x6 = 241 11 23 Scale = 1:6SB 6x6 — 10 3x5 = 2x3 It 4x6 = 3X4 = 3x4 = 3x6 — 2r9 II ass = 3x6 11 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0• BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor YES Code FBC2010/TPf2007 CSI TC 0.73 BC 0.63 WB 0.83 (Matra-M) DEFL in (too) Vdefl Ud Vert(LL) 0.25 15-16 >574 360 Vert(FL) -0.38 15-16 >381 240 HOrz(TL) 0.04 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 211 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-2-9 oc bracing. WEBS 1Row at midpt 7-12 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS All bearings G-11-4 except (#=length)11=0.5-2, 2=0-8-0. (lb) - Max Horz2=455(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 11-533(LC 8), 2= 507(LC 8), 13=170(LC 5). 17=516(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 11=934(LC 13), 2=850(LC 13). 13=351(LG 18),17=956(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1040/418, 3-4=-645M294, 4-5=-575/317, 5-23-918/546, 6-23=-918/546, 6-7=-918/546,7-8--645/386,8-9=-645/386,9-10=-645/386, 10-11=-822/543 BOT CHORD 2-19=-643/1341, 18-19= 637/938,17-18=-637/938,16-17=-637/938, 16-24= 348/528, 15.24=-348/528, 14-15= 546/918,13-14=-546/918,13-25-546/918, 12-25-546/918 WEBS 3-16=-445Y313, 5-16=526/377, 5-15=306/612, 6-15=280/235, 7-12= 407239, \\\1111111111II \\\ 3. 0, �. 9-12=-335/301, 10-12=-568/947 % \Q �I `�NV'.�C NOTES Q : • �- tC•••. �L i 1) Unbalanced roof live loads have been considered for this design. 1 6 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B-15ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber D0L--1.60 plate grip DOL=1.60 'k ;4STE 3) Provide adequate drainage to prevent water ponding.4) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) • This truss has been designed for 3-6-0 tall by 2-0-0 live load 20.Opsf the bottom in : •,%fitnybetween a of on chord all areas where a rectangle wide will O F the bottom chord and aother members, with BCDL=10.Opsf. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 Ib uplift at joint 11, 507lb uplift at joint 2 i� T� •T� O P ; \_ `�� , 170 m uplift at joint 13 and 516 lb uplift ai joint 17. 7) "Semi -rigid including heels" Member end fpcity model was used in the an and design of this truss. R , ♦ s • • • • •' \ ,S�MNA� pftchbreaks 9 SW LOAD CASES)Standard FL Cert. 6634 November 15,2013 QWARNTNG- Verify desiya parmneterx eed READ NOIB6 om ms d 1NCLUD&D 1B7RKRRPRRmm PAGE DR3-7473 BBPOrts r1S6. ■■■ Desggnvolid for use only with MTek comreclorx This deam is based any upon paametersshovm and is form indivldud building component. Ap{llcability of design parameters and proper Incorporation of component braspon"Ity of battling dmlgner- trot has devgner. Bracing shown ¢forlWwds podof Individualwebmembersony. ACdillonal temporarybracing to Insaostolaltdatrg wb carsimcbn Is the resportlity of the MiTek' erector. Additmalpenncnentbacingoftneoverall stuc eistheresporwbliryofthebddhgd gner.Forgenesalgnddancermomfig fabrication, quality control, storage. mWery, erection and ❑adrg. comp ANSIRPI7 Quality Criteria, MB-89 and BCSI Building Compmenl 6904 Parke Best Blvd. Sl= Information avertable from Lan Plate Institute, 781 N. Lee Sheet, Sole 31Z Alexandria VA 22314. is specified, design values arthoseffective U6/01/20t by ALSO if6outhem Pine (SP) lumberthe are those, Tampa, FL 3381P4115 Job Truss runs ype uty Fly FIRST BAPTIST CHURCH T6021810 7IS30 CA MONO HIP 1 1 Job Reference (optional) Truss Inc., Fortf 6k8 i 2re II 21 7.350 a So* 27 12 MTek Industries, Inc. Fri Nov 1 1O-6harq_tBl2?hy?SgwneaYx 14 6 160-10 3x6 = 3x4 = Style=1:626 5x6 = 315 = 2.3 II 4x6 = 3x4 - 3x4 = axe — 3x4 = 3*4 = axe 11 LOADING SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Incmase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/FP12007 CSI TC 0.72 BC 0.63 WB 0.81 Matrix-M) DEFL in (loc) Udell Ud Vert(LL) 0.26 13-14 >554 360 Vert(rL) -0.39 13-14 >373 240 Horz(TL) 0.03 9 Na Na PLATES GRIP MT20 244/190 Weight: 208b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-11-4 except (p=length)1=0-8-0, 9=0-5-2. (lb)- Max Harz 1=367(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-333(LC 8), 9= 524(LC 8), 11=-185(LC 5), 15= 528(LC 8) Max Gmv All reactions 250 lb or less at joint(s) except 1=727(LC 13), 9=948(LC 13), 11=336(LC 18),15=971(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12891733, 2-3=-625/299, 3-21=-903/530, 4-21= 903/530, 4-5= 903/530 5-6= 903/530, 6-7=-903/530,7-8=-660f378, 8-9=-838/534 BOT CHORD 1-17= 1192/1680, 16-17---634/927,15-16=-634/927,14-15=-634/927, 14-22=-332/509, 13-22= 332/509,12-13=-530/903,11-12= 530/903,11-23=-378/660, 10-23= 378/660 WEBS 2-14=-453/327, 3-14=-5381385, 3-13=307/617, 4-13=-279/235, 5-11=-346/296, 7-10=-538/467, 8-10-556/969, 7-11= 227/363 p 11111 NOTES ,�� �P J. O'/�F 1) Unbalanced roof live loads have been considered for this design. • •\ E N s .` �'.y'',, 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f ; B--75ft; LSOft; eave=6ft; Cat. II; ``���\V Q •: �, F''.• /G i Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for 10.0 bottom live load 1 6 * a per chord nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ;• FTE fB between the bottom chord and any other members, with BCDL=10.Opsf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 Ib uplift at joint 1, 524 Ib uplift at joint 9, O F 185 lb uplift at joint 11 and 528 lb uplift at joint 15. G++, .' 7) 'Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. i`+T'•• Al LOAD CASE(S) Standard SS�ONA� �`%%`, FL CW 6634 November 15,2013 ® WARNWG -Verify design parmne .and READ N07ES ON 7EIS AAA INCLUDED MSKREPERP,NCB PAGEMU-7473 BEFORE USE. Dedgn valid for use only with MTek comectom lius design isbam Ii onlyrponprometersMow% and b foran individual balding component. Applicability of dedgn Parameters and proper mcoiporation of component is respormbifiy of building designer-nottnm designer. Bracing stwwn Is for lateral support of individual web members only. AdditorwltemporarybacbgtoinvrestabO YduregcondTuc8onislheresporkNityoflhe erector. AddiAondpeimanenibracugoflheoverdislruchaelsiherasporwbdrtyofihebLddingdemec Fagewalguidanceregardhg MiTek° fobdoo8orn qudily control, storage, detwery, erection arW booing, comfit ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Sol Intonnation avalcm. from Tnrn Plate hu tale, 781 N. Lee Street Sidte 312 Alexgndda VA 22314. 6904 Pad. Eest BNd. IfS= rn Pine (SP) lumberis specrtied, Me design values are Mace eftecbve 06101/2013 by ALSO Tempe, FL 3a6103116 Job I rws rlSS ype Cry y FIRST BAPTIST CHURCH 71530 D MONO HIP 1 1 6021811 Job Reference optional Inc FrINav16 9 00 Scale= 1:65.4 6.00 12 5x6 4 3x4 = 3x6 = 2x3 II 3x4 It M 3x5 = 2x3 // 3x6 = Sx6 = 2x3 11 4x6 = 2Y3 11 3x4 = 3x4 II GOO 12-0-0 15-0-0 24-00 2&1014 35-11-8 GOO O�O-O a.nn o.nn Plate Offsets (X Y): f5:0-3-0 0.2-71 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Ildeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.48 Vert(LL) -0.23 12-14 >624 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.40 12-14 >363 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrz(TL) -0.02 10 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matra-M) Weight: 196 B) FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS All bearings 0-11-4 except (jt=1ength)10=0-5-2, 2=0-8-0. (lb) - Max HOrz2d12(LC 8) Max Uplift All uplift 1001b or less at joiru(s) except 10=122(LC 8), 2=-132(LC 8), 15_-825(LC 8), 12=-581(LC 8) Max Gmv All reactions 250 lb or less at joint(s) except 10=275(LC 14), 2=269(LC 2), 15=1527(LC 13), 12=1210(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-411/528, 3-4=-541/824, 4-5— 525/957, 5-21= 1587318, 6-21=-158/318 BOT CHORD 2-17-451/629, 16-17=-509/93,15-16= 509/93,14-15= 324/157, 13-14= 318/158, 12-13=-318/158,12-22-318/158,11-22=-318/158 WEBS 3-17=0/280,3-15=-627/452,5-15=-1196/586, 5-14=0r389, 6-12=-854/617, 6-11=-268/541, 8-11= 287/260 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0.0 oc bmcing: 10.11. 1 Row at midpt 9-10,5-is M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL.4.2psf; BCDL=3.Opsh h=19ft; B=45ft; L=50fh eave=6f ; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL-.1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122lb uplift at joint 10, 132 do uplift at joint 2 , 825 to uplift at joint 15 and 581 Ito uplift at joint 12. 7) 'Semi -rigid pitchbreaks including heels' Member end filly, model was used in the analysis and design of this tmss. LOAD CASE(S) Standard FL Cert. 6634 November 15,2013 0WARNING-➢eryf9d 9apaxmaerersand HEAD N07ESOMnUSARDfNCLUDSOAOTEKREPEHENCEPAGE3DT-7473BEPOREUSE. De9gn valid for use only with MTek connre tors. This desgn isbased a*upon perometersshown. and 5 foron individual Buddigcomponent. Appiicabililyofdesgnparametersandproperttcorporalionofcomponentlsrespo bPOyofbuddngdesgmr-mtlmade gnrer.&acingshown isforloterolsupportofindividualwebmembersordy.Additionaltemporarybracingtoinvuestabddy. tluhgcomhu onistherespr,"Iityofthe erector. Additor permonentbachgotlheovwdlsiruchaeislheray,an 14of1 ebuildugdeslgner.Forgemralgidanceregardvg WOW fabrication qualily control, storage, deRvery, erection and txccng, comet ANSI/rPll Quality Orifedo, DSB-89 and BC61 Budding Component salary Informotion wadable from Tnm Plate Indilute, 781 N. Les Sheet Suite 312 Nexandtla VA 22314. 6904 Pake East BNtl. USattthem Mine(SP)lumber is spcciNd ed, the espt values are those efrecuve 06/O1/2013 by ALSC Tama F P FL writ 0-4116 Job I russ ru65 ype Qty Ply FIRST BAPTIST CHURCH 71530 DA MONO HIP 1 1 TOM1812 Job Reference o tonal 2] 2012 MTek Industries. Inc Fri Nov 1511 Scale = 1:63,0 5x6 i 6.00 f2 3x4 = 3x6 = W 11 SO II 20 21 3x5 _ exs r/ sxs = 5x6 = 21al II 4x6 = W 11 3x4 _ 3x4 II LOADING(psf) SPACING 2-0-0 CS' DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0.48 Ved(LL) -0.23 11-13 >624 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0A1 Ved(TL) -OAO 11-13 >363 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.95 Horz(TL) -0.02 9 Na n1a BCDL 10.0 Code FB02010ITP12007 (Matra-M) Weight: 1920) FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD IV, FW-K REACTIONS All bearings 0-11-4 except @=length) 9=0-5-2, 1=0-8-0. (Ib) - Max Horz1=423(LC 8) Max Uplift All uplift 1001b or less at joint(s) except 9=122(LC 8),1= 125(LC 18). 14— 830(LC 8), 11= 581(LC 8) Max Gmv All reactions 250 lb or less at joint(s) 1 except 9=276(LC 14), 14=1530(LC 13). 11=1210(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD 1-2= 589/526, 2-3= 541/824, 3-4=-525/957, 4-20=-159l318, 20-21=-15g/318, 5-21=-159/318 BOT CHORD 1-16= 934/990, 15-16= 507/95, 14-15=-507/95, 13-14= 324/158,12-13=318/159, 11-12= 318/159, 11-22= 318/159, 10-22=-318/159 WEBS 2-16=0/282,2-14=-635/464,4-14=-1197/586,4-1344/389,5-11= 854/617, 5-10=-269/541, 7-10=287/260 Structural wood sheathing direly applied or 6-0-0 no pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. 1 Row at midpt 8-9.4-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=19ff; B=45ft; L=50ft; eav"ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 9, 125 lb uplift at joint 1, 830 Ib uplift at joint 14 and 581 lb uplift at joint 11. 7) °Semi -rigid pftchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3 r 110 .\'�G E Ncc TE OF 1 UJ O R IVP'C9?O, '0 N A' �00% FL Cert. 6634 November 15,2013 OWdBNFNO-Verifydesfyapa rune!ersandREADNOTESONTEfSA MCLUDEDABTENREPERBNCEPAGEWT17473BEFOREUSB. Dedgn valid for use only will MTek connectors Tha desgn isbated only ywnilarametersshove andtsforanincMdual buildmgcomponenl. Applicalilily of desgn parameters and proper Incorporation of component is responsibility of buldhss g desgner- not ladesigner. I9adng shown �• bfmiawdsuppodofhldividualwebmembersonly. Additionalfemporarybrachgtoinvaedr fl ydLr gcorssbucdmist erespon ilityoftf» erector. Additional permanent bracing of the overall shuchue lslhe responablily ofthe buldirlg desgner. For general gddmce regarding WOW fabrication, quality control, storage. delivery, erection and bracing, carelt ANSI fell Quality Qiferia, DSfi-89 and BC316uldng Component I afety Inagofion walabla from Trim Plate Irullute, 781 N. Lee Sheet Sure 312 Alexandria VA 22314. 6904 Parke East Blvd. If 5outhem Pine (SP) lumber is spec ified, the design values are those effective O6/01/2013 by AISC Tampa, FL 33610-4115 Job russ rum ype Qty Ply FIRST BAPTIST CHURCH 71530 E MONO HIP 1 1 T6021e13 "A __._ . . __. . ....e,.,o, ,. ,,..,,� /.aw a sep 2/ 2p12 MneK Ippe5lrgs, Inw Fn NW 1511:36:262013 Pagel ID:FttIAauGNAkL6AcjICSVXyjgzUWGFzSOv3lzNGpSBP W BHA9wWCy2n4xtuybekthylwLB _-2-00 66-14 12-0-0 17.0-0 I 24-00 29-10-14 I 35-11-8 2-PO 66-t4 Sd2 5.0-0 7-0-0 5.10-14 6010 Scale - 1:65.3 5x6 G 3x4 = 3x6 = 2X3 11 3x4 11 6.00 12 6 7 8 9 10 I 3x5 = 2x3 11 316 = 6xe = 3x4 = 3x6 = w 11 3x4 = 3x4 II 66-04 124O 17-0-0 24-00 2P10-14 35-11-5 6a-14 5-5-2 5-00 7-0-0 5-10.14 6-410 Plate Offsets ((Y)- f6:0-3-00-2-71 f16.0-3-80.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Planes Increase 1.25 TC 0.31 Ved(LL) -0.10 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BG 0.26 Ved(TL) -0.16 13-15 >880 240 BCLL 0.0 Rep Stress lncr YES WB 0.89 Hom(TL) -0.02 11 n/a Na BCDL 10.0 Code FBC2010/TP2007 (Matra-M) Weight: 211 t7 FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS All bearings 0-11-4 except (jt=length)11=0.5-2, 2=0-8-0. (lb) - Max Horz2=568(LC 8) Max Uplift All uplift 1GO Ito or less at joint(s) except 11=120(LC 8), 2-148(LC 18), 16= 934(LC 8), 13=-550(LC 5) Max Grsv All reactions 250 It, or less at joint(s) 2 except 11=269(LC 13), 16=1664(LC 13),13=1146(LC 14) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 554/652, 3-4=-705/991, 4-5---687/1087, 5.6=-243/406, 6-7=-150M3 BOT CHORD 2-18=-563/635, 17-18= 563/170, 16-17= 563/170, 15-16=-860/406, 14-15=313/150, 13-14=-313/150, 13-22=313/150,12-22=-313/150 WEBS 3-16— 560M3, 5-16=-1284/770, 5-15=-005/858, 6-15= 4361362, 7-13=-811/571, 7-12=-275/573, 9.12= 312282 Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. Rigid ceiling directly applied or6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. 1 Row at midpt 10-11, 6-15, 7-13, 9-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vmd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B-_15tt; L=50ft; eave=61t Cat. II; Fxn C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=.1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 11, 1481b uplift at joint 2 .934 b uplift at joint 16 and 550 lb uplift at joint 13. 7) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this fuss. LOAD CASE(S) Standard E N SF C92': 1 6 W-13, TE OF .'4� aF OR+QP�=`.' s 40,1s'ONA%- %%% FL Cert. 6634 November 15,2013 QWARNING-Verifydeignpar to and READNO7PSONIMSA INCLUVMBU=REFEJZU =EPAGEM.7473BEFOREfISS Desgnvalitl for use ortly wibl MTek connectors.ltut tledgn Is lxitetl ortly upon porameferssiwwn a1tl 5!w an IntliNtlud bW d'vg component. Appicadliry of dedgn poramefersarKp proper klcorporatlon olcomponeM isresponvbOpy of balding tledgner-nottnass tledgnar. 6'adng shown'• in for lateral support of ndrvitlual web members Doty. Addpiorwl temporary bac'ux1 to Invae stab�ity dut»g comfrucgon Lstha responvb0lity of the erector. AdtlillorM pemanenf bacing of the overoll shucM1aebthe responvb0py otlhebWtlulg dedgler. For general guidance regartleg MiTek' fabrication qudlN control,storage, delNery, erectionaW badrg, convEt ANSIRPII Oualily Critepa,DS&3g and BCSl Building Component Solety Infom,aHon woioble from Truss %ate hstAute, 761 N. Lee Street $cite 312 Plexandri¢ VA 22114. 6904 peke East BNd. If SouNem Pine 15P) lumberis specified, the design values are Nose effective O6/Ol/2013 W AlSG Tampa, FL 33610.4115 Job Truss toss ype tY y FIRST BAPTIST CHURCH T602181d 7153o FA MONO HIP 1 1 J bRf (PT na0 ruse Inc., Fort Peke FI. 349e2 5x6 G 6.00 12 5 21 Scale = 1:6a0 3x4 = 3x6 = 2x3 II 3x4 It 3x5 = 2x3 II 3x6 = 6x8 = 3x4 = axe = 2x3 II Sc4 = 3x4 11 LOADING(psQ SPACING 2-0-0 CSI DEFL in (]cc) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.10 12-14 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(fL) -0.16 12-14 >880 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) -0.02 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 208b FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2X4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS All bearings 0-11-4 except (t=length) 10=0-5-2,1-0-8-0. (Ib) - Max Horz 1--179(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 10-120(LC 8). 1=-178(LC 18), 15= 939(LC 8),12— 550(LC 5) Max Grav All reactions 250 lb or less at join(s) 1 except 10=269(LC 13), 15=1668(LC 13), 12=1146(LC 14) FORCES (Ib) - Max. ComplMax, Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-542/649, 2-3=-705/991, 3-4— 687/1087, 4-5=-243/406, 5.21=150/313. 6-21=-150/313 BOT CHORD 1-17— 850/948, 16.17-560/166,15-16=-560/166,14-15= 861/407, 13-14=a13/150, 12-13=313/150,12-22=-313/150,11-22=-313/150 WEBS 2-15=-571/370, 4-15=12841769, 4-14= 407/859, 5.14=-436/362, 6-12=-811/571, 6-11=-275/573, 8-11-312/282 Structural wood sheathing directly applied or 6-0.0 cc pudins, except end verticals. Rigid ceiling directly applied or6-0.0 cc bracing, Except: 10-0-0oc bracing: 10-11. 1 Row at midpt 9.10, 5-14, 6-12, 8-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124nnph; TCDL=1.2psf; BCDL=3.Opsf; h=19ft; B=15ft; Ld011; eave=eft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directionaQ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at pint 10, 178 b uplift at joint 1 , 939 b uplift at joint 15 and 550 lb uplift at pint 12. 7) 'Semi -rigid phchbmaks including heels' Member end Fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `�•Q`2`\. ��GENg� �q2 r, 1 6 r = r 9V Sa TE OF •,�S'S 0 N A`i ��%%%'% FL Cert. 6634 November 15,2013 QWARTSNG-ve.Dd=ery.r,F..,t.and Re NOlE6 OXIMS AND INCLUnea B878rceePERENCEPAGE let-7473 eeF0lfe use. Desgnvalidforuseonlywib MTekcorxlectors Bliadedgnbboredonlyt pacmeterssh andbforanlrldividudbuldngcomponent. MF ApplleadliN of design parameters and proper incorporation otccmponentisravporsoRty of bW dhg designer -not hra designer. Branrg shown is forlaterd support of hdividual web members only. Additional temporary tracing to insae stablllly durng cordruction isme resporwbillity of" erector. Additional Permanent badngofltleoverall stuchaebtbenaryanvbdHyofthe bWdugdesigner. For general gddanceregardhg fobriccri quality control, storage, de Ivory, erection and bracing, Mraut ANSItrPII 9Udaty Catania, DSM9 and BCSI Building Component MiTek' So= Infa era5en mo0ade hom Truss Plate Instfde, 781 N. Lee Sheet Suit. 312, Alexandra VA 22314. 1f 5audram Pine (SP) lumber is speci0ed, the designvaluesare those effective 06/01/2019 by ALSC 6904 Parke Ead Bt✓tl. Tampa, FL 33610.4115 Job Truss toss ype y FIRST BAPTIST CHURCH T6021e15 71530 F MONO HIP 1 1 Job Reference (optional) Truss Inc., Fad Pierre FI. 34962 Inc. Fn Nov 151 I 5x6 O axe = 2x3 II Scxle= 1:67.9 e nn�­ 6 7 8 9 10 ffi5 = 2x3 11 sxs _ 3x6 = 2%3 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (1m) I/dett L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.16 15-16 >889 240 BCLL 0.0 • Rep Stress Incr YES INS 0.99 Horz(TL) -0.03 11 n1a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 220b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS All hearings 0-11-4 except @=length)11-0-5-2, 2=0-8-0. (lb)- Max Horz2=624(LC8) Max Uplift All uplift 100 lb or less at joint(s) except 11=-120(LC 8), 2= 185(LC 18). 16=-1049(LC 8),13=-516(LC 5) Max Gmv All reactions 250 lb or less at joints) 2 except 11=266(LC 13), 16=1906(LC 13). 13=1073(LC 14) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-735/863. 3-4=-873/1191, 4-5=-855/1287, 5-6= 261/413, 6-7=140/300 BOT CHORD 2-18=-647/643, 17-18---647/236, 16-17= 647/236, 16-22=-1010/490,15-22= 1010/490, 14-15=-300/140,13-14= 300/140,13-23=-300/140,12-23= 300/140 WEBS 3-16=-503/325, 5-16=-1427/909, &15=-469/946, 6-15--443M68, 7-13=-787/515, 7-12=-277/590, 9.12= 329/299 Structural wood sheathing directly applied or 6-0-0 o; pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 o; bracing, Except: 10-0-0oc bracing: 11-12. 1 Row at midpt 10-11. 6-15, 7-13, 9-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=15ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1201b uplift at joint 11, 185 lb uplift at joint 2 , 1049 b uplift at joint 16 and 516 lb uplift at joint 13. 8) 'Semi -rigid phchbmaks includng heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard /IIIIIIIIIII 1 6 yro: / :-33V TE OF ' O R `�� FL Cert. 6634 November 15,2013 Q WARNING-➢ero design Parr cna and READ NO7EE ON7HISANDINCLUDED 111I781(REPERE110E PAGE JIM 7473 BEFORE VS& Design valid for use any with MiTek connectors. The deign Labored only sport p cometersshowr orW 6 for an indMdual building component. Appl cadllty of design parameters and proper hcory rcllon ofcomponent rsresporebUty of buBdhg designer- not truss dedgner.&acing shown uforlateralsupportofhdividualwebmembersoNy. Addiflonaltempomrybrachgto IrwaestdAiryduhgoonmuchonis} respon lityoffie erector. Adcinor aw ntbrachgoftheovwdlslruchaaBmeresprn Mew pe EMyofthebuld'vgdesigner.Fwgerseralgddmceregardirg fobdcaBon qudify control, sf«age, delivery, erecfion and bracing. consult ANSKI'll Quality Criteria, DSB-89 and SCSI BuBdmg Component sdey In=cficn available Iron Truss Plate Institute, 781 N. Lea Sheet Suite= AlenandAa VA 22314. ItSauI Pine (SP) tumberisspeci5ed• the design valuesam these effective G6/01/2013 b7ALSC 6904 Perk. Eed BIW. Temp., FL 33610-4115 Job s russ ype Ply FIRST BAPTIST CHURCH TMI816 71530 FA MONO HIP 1 1 Job Reference o tional Truss Inc., Pan Pierce FL 34982 2012 scale: 2/16=1. 5x6 4 axis = 2x3 II 3x5 = 2x3 II 3x6 = 2x6 = 2x3 It SS14 12-00 19-0-0 24-0O 29-1014 35-IIL Nail5-52 6-00 5-1f}14 6.0.10 Plate Offsets(XY): f5:0-3-00-2-71 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.08 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.16 14-15 >888 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) -0.03 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrixo-M) Weight: 217 be FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS All bearings 0-11-4 except @=length) 10=0-5-2,1-0-8-0. (lb)- Max Horz1=535(LC8) - Max Uplift All uplift 100 Ib or less at joint(s) except 10=120(LC 8),1=-215(LC 18). 15= 1055(LC 8), 12= 516(LC 5) Max Gray, All reactions 250 lb or less at joint(s)1 except 10=266(LC 13). 15=1909(LC 13),12=1073(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-723/855, 2-3= 874/1191, 3-4=-855/1287, 4-5= 261/413, 5-6=140Y300 BOT CHORD 1-17= 878/965,16-17= 645/232,15-16=-645/232, 15-21= 1011/491, 14-21=-1011/491, 13.14=-300/140, 12-13=300/140,12-22=-300/140,11-22=-300/140 WEBS 2-15=-514/342,4-15=-1427/908,4-14= 470/947,5-14=-443/368, 6-12=-787/515, 6-11=-277/590,8-11= 329/299 Structural wood sheathing directly applied or 6-0-0 oo pudins, except and verticals. Rigid ceiling directly applied or6-0-0 oc bracing, Except: - 10-0-0 oc bracing: l0-11. 1 Row at midpt 9-10, 5-14, 6-12, 8-11 Mffek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLr3.Opsf; h=lgft; B-45ft; LSOft; eave=6ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 10, 215lb uplift at joint 1 , 1055 Ib uplift at joint 15 and 516 lb uplift at joint 12. 8)'Semt-rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3 1110����,,'' Ng��'92: 1 6 T E OF .' 1JJ DNA1-E0p``, 11111110 FL Cert. 6634 November 15,2013 0WdRfONG-Verifydeignparma .and RP6D NOl OM7NlSAAWINCLUDEDMI7L'KREPPRBNCBPBGBHI1.7473RRPOREEWa Dmbnvolldfor ardywlfh MBek=rnectom TNsdedgn Labasedonryuponparometems e ow o-ldbfwanirWNldualbr dhgcomporrenl. AMI caHlity of dedgn parameters and proper brcorporeon of component is responvtulity, of bulling dedg - nottruz dedgner. Bracing shown e b(or lotercd Support& Fxlividual web members oNy. Additional temporary bating to Inoue stably during c atruclon is the resporwanty of the erector. Additionalpermar tbracmgoflhe MiTek' overall slvcNebttleresParaiofttrebuldingdevgner.For generalgiddanceregarding fobdeafian quality control, storage, delivery, erection er)d bracing, conv.lt ANSUTPH Quality Cufeda, DSB-89 and BCSI Building Component Satery Information available from Tn cc Plate kssliMe, 781 N. Lee Street &Me 312 Alexandria. VA 22314, If SoutTem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO W4 Page Ease BNd, Tampa, FL W610-4115 Joe rubs yp0 Cry Ply FIRST BAPTIST CHURCH T602181] 71530 G MONO HP 1 1 Job Reference (optionaft (optional Trum Ina, Fort Pierce FL 34ee2 PA1i I 3X6 3 4 = 2x3 II 34 11 7 8 9 10 31c5 = 2x3 It 316 = 314 = 2x3 11 3n8 = 5x6 = 314 = &4 II 6&14 12.0-0 16-6-0 24-0-0 3P1-8 35.11-8 6-F14 5-5.2 4-60 7E-0 6-1-8 5-10-0 Scala = 1:69.5 Plate Offsets (X Y): f7:0-3-8 0-241 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.49 Ved(LL) 0.11 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.23 Vert(rL) -0.16 11-12 >868 240 BOLL 0.0 Rep Stress lncr YES WB 0.64 HOrz(TL) 0.01 13 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 228lb FT=0! LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS All bearings 0-11-4 except (jl=length)11=0-5-2, 2=0-8-0. (Ib) - Mau Horz2=680(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 11=-131(LC 8), 16=-422(LC 8), 13— 833(LC 8), 2=-273(LC 8) Max Gmv All reactions 250 Ib or less at joint(s) except 11=273(LC 13),16=706(LO 13), 13=1691(LC 13), 2=659(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=564/141, 6-7-146/273, 7-8= 107/255 BOT CHORD 2-18=-521/940,17-18=435/697, 16-17=4351697,13-23=-255/107, 12-23=-255/107 WEBS 5-16=-260/251, 6-15-0Y347, 6-13=-687f333, 8-13=-903/606, 8-12-224/525, 9-12=-295/257,3-16=-550/362 Structural mod sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 10-11, 6-13, 8-13, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=15ft; L=50ft; say"- 8; Cat. 11; Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOln1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load wncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 11, 422 m uplift at joint 16, 833 lb uplift at joint 13 and 273 lb uplift at joint 2. 7) 'Semi -rigid phchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard 011111111111 ., \I\GENs� �y2 1 6 z9-//�'i TE OF 40 R 1 `% FL Cert. 6634 November 15,2013 Auz R BG - ye fqd-igaP--d--dREADN07BSONMSA110INCLUDED7417EKREFERCNCBPAGEAIR-7473EEFORsUSIB. DeessiIggn valid for use ony with MTak connecton. 711 design is based only uperi parameters grown anal b for an hdivldud bwdvlg component. Ap(xicability deign hcomoraflon �� of Parameters and proper of component Is responsibility of buldhg designer- not tnm designer. Bracing shown bfmlawdsupportofhdivklualwebmembersonly. AddMfi ltemporarybracngtoinvaestoblilydLwhgcomh tw LsiheresponvbOlityofthe erector. Additional brae'rgofi MiTek' permanent ovwdlslr eis"resporsbldyofitrebtAdhgdeslgner.Forgeneralgddanceregardhg fmnaanon quality contra, storoge, 1&ery, erection and bracing. conalt ANSIAPI7 Quality Criteria, DSB-69 and BCSI Building Cornponent In(=*Ron walable ft. Truss Plate hstiMe, 781 N. Lee Street Sate 312 Alexandria VA 22314. 1ff;outhPine(SP)lumberisspecified,thede Cnvaluesarethoseeffective G6/01/2013by ALSO 6904 Peke East Blvd. Tampa 36104115 o fuss runsI yp0 Qty Ply FIRST BAPTIST CHURCH T6M1818P 71530 GA MONO M 15 1 Job Reference o Clonal -...... •^"`••- p[/[VICMIIBFInpY5me9, 1n4 rn IVOV ISIl::N1::1U Gala Yegel ID:FftjAauGnZdkL6Ac_hCSVXyjgzO-PIVUINya4Bthl4VAgIGDK759TZRAOpeUtDWSylwL7 66-14 I 12-00 1660 2100 24-09 ?0-1-8 3511-8 66-14 532 4fi-0 4-6-0 I 340 61-8 I 5-100 � Seale = 1:68.3 3x6 = 3x4 = era II 3X4 II 3x5 = 216 II 3x6 = 3x4 = 2x3 II 3x6 = 5x6 = 3x4 = SK4 11 LOADING(psf) SPACING 2-0-0 CSI DEFL In (hoc) VdeB Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA9 Vert(LL) 0.11 11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert( I-) -0.1610-11 >868 240 BCLL 0.0 Rep Stress Incr YES WE 0.64 Horz(TL) 0.01 12 Na n/a BCDL 10.0 Code FBC2010fTP12007 (Matra-M) Weight: 224b FT=O% LUMBER, TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS All bearings 0-11-4 except (jt=leng1h)10=0-5-2, 1=0-8-0. (lb)- Max Horz 1=592(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 10-131(LC 8), 1=-108(LC 8), 15=426(LC 8),12=-833(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 10=273(LC 13), 1=545(LC 13). 15=708(LC 13),12=1691(LC 13) Structural wood sheathing direly applied or 6-0-0oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. ' 1 Row at micipt 9-10, 5-12. 7-12, 8-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-925/468, 5.6-146/273, 6-7— 107/255 BOT CHORD 1-17=-1052/1297, 16-17=450/707, 15-16=4501707,12-22=-255/107, l l-22=-255/107 WEBS 2-15=-561/379, 4-15-259/248, 5-14=0/348, 5-12=-688/335, 7-12=-903/606, 7-11=-224/525, 8-11= 295/257 /\ 111 fill.. NOTES ,,,\��Q• �. �'/Tl� I��'i Unbalanced roof live loads have been Considered for this design. `�� ,Z� , • •� E N g' • �'y �� 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL.1.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; : Q �. F••.• /L Exp C; End., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 1 ' 6 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. * • • / / 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = ; fit between the bottom chord and any other members, with BCDL = 10.Opsf. -D 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 10, 1081b uplift at joint 1 .426 b uplift at joint 15 and 833 Ib uplift at joint 12. p,• • S%r T E OF : �411 7) 'Semi -rigid pitcfbreaks including heels' Member end fairy model was used in the analysis and design of this truss. .(x ••• �4` P ' _ `� LOAD CASE(S) Standard ��5 • .......... O • • �\ % E�%N FL Cert. 6634 November 15,2013 0WA M-Verifyd 1! Parvmdera and READ NO7ES ON THIS AND 1NCLUDHDM EKREPER P? PAGE2,111.7473 BEPORB USE. Deslgnvalld for use oNy w MRek canneolom Thta k bcced desgn oNy ywn porametersdov and B for an indlidual brAd'ug compalent. Appl cadlity of deign parametersarW proper hconporahon of componentis responvbBity of building tling dedgm -not devgner. Bracing shown �� b forlaterolvIDportofEWividualwebmembersorly. Additlorwltempmayh achgtoinwresto iydu,'vlgcoe h toni thates s 0� ofthe erector. Atldi'oncl a cn brac'ugoMeoverdlshuC OESherespanvbDWofthebWdtrgdedgner.For gnarl dancer MiTek' fabdcalon, quality central, storage, delivery, erection and brocing, canal} ANSIRPII Quality 01teda, DSB-89 and BCSI Bulf i g Component Salary Infomlation available from T. Plate truMula, 781 N. Lee Sheet. Suite 31Z Alexandria VA 22314. 6904 Palle Ees1 BNd. itSauthenn Pine(SP) lumberis specified, Me desMvaluesa Mace effective 06/Ol/2013 by/LLSC Tampa. FL 33610-4115 lob I cuss Truss iype ly FIRST BAPTIST CHURCH T6021619 715" GRA MONO HIP 2 1 Job Reference (optional) I& s Ins Fri Nov 15 F 6xa Is; 2x3 11 &a = 2x3 11 3x6 = 3xa = Scale = 1:65.8 3x4 II — v 7 as .a, w m ,o 7 4b 41 Us 3x5 = W 11 3x6 = 6x8 = 23 It 3x6 = 6xe = 2>3 II 7-0O 12-e0 1a-00 24- 0 237614 35-71-a S.M a11n Plate Offsets (X Y): 13:0-4-0 0-1-151 LOADING(psf) SPACING 2-0-0 CSI DEFL In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.09 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.13 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) -0.03 10 We Na BCDL 10.0 Code FBC2010/rPI2007 (Matra-M) Weight: 188b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOTCHORD ZA SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-11-2 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 0-11-4 except (p=lenglh)10=0.5-2, 2=0-8-0. Installation guide. (Ib)- Max Horz2=287(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 10= 737(LC 5), 2= 592(LC 8), 15= 2028(LC 8), 12= 1889(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 10=670(LC 20), 2=682(LC 2), 15=1846(LC 2), 12=1723(LC 20) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 881/604, 3-21= 358/337, 21-22=-358/337, 4-22= 3581d37, 4-23=-358/337 23-24= 358/337, 24-25= 358/337, 5-25= 358=, 5-26= 330/302, 26-27= 330/302, 6-27=-330/302, 6-7=-3301302, 7-28=-330/302, 28-29= 330/302, 29-30= 330/302, 8-30= 330/'302, 9-10= 247/267 BOTCHORD 2-17=-639/1304,17-34=-629/578,16-34=629/578,16-35=629/578,15-35=629/578, 1111111111/,� 8 rR 13 39= 38913 9,13-40= 389/359, 40-41= 389/359, 12-41— 389/359, 12-42=f3015 3, 42-43=-630/573, 43-44= 630/573,11-44= 630/573, . J ....... %s�``\P J. ..... ��. 11-45=-630/573, 45-46=-630/573, ��� • E N SF• 46-47=-630/573,10.47=630/573 Q�••�'\ :�2 i WEBS 3-17=-439/5/0,3-15=-1123/1211,4-15=-579/632,5-15=801/868,5-14=-251/430, 5-12=-766/835, 7-12=-571/619, 8-12= 1020/1120, 8-11= 270/452, 8-10=-62l/683 NOTES _ 1) Unbalanced ref live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL={.2ps(; BCDL=3.Opsf; h=19ft; B=45ft; L--50ft; eave=6ft; Cat. II; 9 '* S� T E O F : Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOI^7.60 plate grip DOL=1.60 3) Provide drainage to ��` `; ( A, adequate prevent water pending. 4) This truss has been designed for a 10.0 bottom chord live load live loads. P..' � � �� •'•; D,_` psf nonconcurrerlt with arry other 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will �` O R k leSS •"• • • •' ��% -fit between the bottom chord and other \ N A� 6) Provide mechanical connection (by hers) of truss to bearing capable 737 lb 10, 592 lb 2 88 plate of withstanding uplift at joint uplift at joint , 2028 lb uplift at joint 15 and 1889 lb uplift at joint 12. 7) 'Semi -rigid pilchbmaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 Nlnsmmhor 16 9M'� Continued on Dane 2 Q WARIBNG-11 deignparma and RBSONDIES ON=IS AND INCLUDED BBTEKREPERENC6 Pd0B HI7-79TJ BEFORE USE. Desgnvolid for use only wins MTek connectom thus design is based onlyuponpmameteMMOo mdbforoninldividudbWcrngcomponent. Applicability of design parameters and proper lncorpmatlon of comnvbdul ponentisrespolily of bulg designer- nottrsus designer. Bracingshown mi � bfortWt dsippedofhdividualwebmembersonly. ACdinonaltemporarytraangtoinuae Na UUyduringcorutrucflontitheresporsvbnlityofthe erector. Additional MiTek• permanentbactrtr,gpofineovadlslrucRseislheresponsmflnyofthebtAdingde gner.Fmgemaigiridanceregardbg fabdcaflon qudiry confrd,sitorage.tlevery. erection and bacig, corvAt ANSI/fell Quality Criteria, DSM9 and SCSI Building Component Sof Inlormaflon available from Truss Plate hstiaM, 781 N. Lee Sheet Safe 312 Alexansdda VA 22314. B=nem Pine (SP) lumber is specified, the design values arc those effective O6/01/2013 byALSC SN4 Parke East BNd. Tampa, F1-33610-4116 job Truss rube tripstY y FIRST BAPTIST CHURCH T6021e19 71530 ORA MONO HIP 2 1 Job Reference (optional) �..�..--.-..- (.aSV 3 VP C l 2'. MI, BK n.USnae'InG td rYOV IS II::te::f2 "L%a Yd902 NOTES ID:Rt!AeuQadkL6Ae hCSVXAgzO-LOcFl3_gep8PXNeZyAIhPOAWoM4gUernICN25LylwL5 6) Hanger(s) or other connection device(s) Shall be provided sufficient to support concentrated load(s)175 m down and 346lb up at 7-0-0, 84 lb down and 175 lb up at 8-1G-3, 84 lb down and 175 m up at 10-10-3, 84 Ib down and 175 lb up at 12-10-3, 8411) down and 175 lb up at 14-10-3, 84 lb down and 175 lb up at 16-10-3, 84 b down and 175 lb up at 18-10-3, 84 m down and 175 lb up at 20-10-3, 84 lb down and 175 Ito up at 22-10-3, 84 lb down and 175 lb up at 24-10-3. 8411a down and 175 lb up at 26-10-3. 84 m down and 175 lb up at 28-10-3, 84 Ib down and 175 lb up at 30-10-3. and 84 m down and 175Ib up at 32-10-3. and 84 lb down and 175 lb up at 34-10-3 on top chord, and 297 Ib down and 435 Ib up at 7-0-0. 63 lb down and 113 lb up at 8-10-3, 63 lb down and 113 Ib up at 10-10-3, 63 lb down and 113 lb up at 12-10-3, 63 m down and 113 lb up at 14-10-3, 63 m down and 113 Ib up at 16-10-3, 63 lb down and 113 lb up at 18-10-3. 63 m down and 113 m up at 20-10-3, 63 lb down and 113 It, up at 22-10-3. 63 m down and 113 b up at 24-10-3, 63 lb down and 113 m up at 26-10-3. 63 lb down and 113 lb up at 28-10-3, 63 m down and 113 m up at 30-10-3, and 63 lb down and 113 It, up at 32-10-3, and 63 m down and 113 lb up at 34-10-3 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-44, 3-9= 44, 10-18-20 Concentrated Loads (lb) Vert: 3-144(F) 6=-69(F) 17=-257(F) 21=469(F) 22=-69(F) 23= 69(F) 24=-69(F) 25= 69(F) 26=-69(F) 27=-69(F) 28= 69(F) 29=-69(F) 30---69(F) 31= 69(F) 32=69(F) 33=-69(F) 34=-36(F) 35-36(F) 36=-36(F) 37=-36(F) 38— 36(F`) 39=-36(F) 40= 36(F) 41=-36(F) 42=-36(F) 43= 36(F) 44=-36(F) 45= 36(F) 46=-36(F) 47= 36(F) FL Cert. 6634 November 15,2013 0 WARNING- Vmfg dcsigaparmn .and READ N07ES OAf7WSAM 71XLVDBD MEIVRRFBRENCB PAGE bfff-7473 BBFORB[MR Designvalldfor sneoNy v Milek cornectors 7hisde4gnisbasetl oay LponWamet,,shown and isforanindMdud building component. Applicability of deign parameters and propertr aporwm ofcomponenteresponsbaM/ofWding deegner- nottruss dedgner. erodngshown � Dforlaterd support oflndMltluol w6bmembersody. Additlonal temporary bacig tolnsrestob011y cluing comhuclion Is the responvbVity offne erector. Additional pemcneMbracig of the overall ofihe buAd'ug designer. For general guidance regarding MiTek' fabricaffm quality control, storage, delivery, erector) and brachg consult ANSIRPII Quality Criteria, DSB-89 and BCSI Building Cornponant Sdety Informotlon wadable hom Truss Plate InsdNte. 781 N. Lee Sheet. Suite 312 Alexcnddm VA 22314. 6904 Parke East BW. ff Sauthem Pine (SPI lumberts specified, the designvatues are those effective GS101/2013 bV At Tam a p . FL 33610-0115 Job ruse Truss Type ly FIRST BAPTIST CHURCH 021520 T6 71530 GRC HIP 1 1 Job Reference (optional) Chambers Truss lno., Fait Pie¢e FL S4982 7.35U a Sep 272012 MITek lndusfdbs, Inc. Fri Nov 15 11:38:33 2013 Pagel ID:FhjAauGnZdkL6Ac hCSVXyjgzPpcAdwP_SN6GG9XDIWlpwyejeOmOLDGIwZBKbdryIwL4 -2-0-0 7-0-0 10-W 130-0 20-0-0 F 22-0-0 '— -2 ' 7-M 30O 3-00 7-0-0 2-0O 4x6 i 11 17 4x6 C Scale = 1:40.5 LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor NO Code FBC2010/TP12007 CSI TC 0.63 BC OA6 WB 023 (Matra-M) DEFL in Vert(LL) 0.27 Vert(TL) -023 Horz(rL) 0.06 (loc) Vdefl L/d 7-9 >884 360 7-9 >999 240 5 Na n/a PLATES GRIP MT20 2441190 Weight: 79 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudirs. BOT CHORD ZA SP M 30 BOT CHORD Rigid ceiling direly applied or4-11-8 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1237/G-8-0 (min. 0-1-11),5=1237/0-8-0 (min. G-1-11) Max Horz2=154(LC 7) Max Uplift2— 1416(LC 8). 5= 1416(LC 8) Max Gmv2=1434(LC 2), 5=1434(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2384/2445, 3-16= 2074/2277, 16-17=-20742277, 4-17=-2074/2277, 4-5= 2384P2445 BOT CHORD 2-0=-19842056, 8-9= 2003/2074, 8-18=-20032074, 18-19= 2003/2074, 7-19— 2003/2074, 5-7=-19832056 ' WEBS 3-9-506/611,4-7=489/611 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124nph; TCDL,1.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directione); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 Pat bottom chord live load noncencument with any other live loads. 5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1416 lb uplift at joint 2 and 1416 b uplift at joint 5. 7) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 346 b up at 7-0-0, 84 b down and 175 b up at 9-0-12, and 84 lb down and 175 lb up at 10.11-4, and 215 b down and 367 b up at 13-0-0 on top chord, and 297 b down and 435lb up at 7-0-0, 631b down and l l3 Ib up at 9-0-12, and 63 6 down and 113 b up at 10-11-0, and 297lb down and 435 Ib up at 12-11-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, bads applied to the face of the muss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 13-44, 3-4=-44, 4E= 44, 10-13=-20 Continued on Dacia 2 ENSF 1 6 TE OF /O N N- %%`�� 11/111111144, -0 FL Ce; . 6634 November 15.2013 AWARNING -➢erTy d®ign Pmmnerera and READ NOTES OR7RISAND INCLUDED MT7EfREFERENCEPAGE bfff-7473 BEFORE USE. DDee��ppn valid for use only with MDek connectors This dm9n h based any upon porameters shown and! Is far an individual bWding component. yWpikabillty of de9gn pfameters and proper khcorporallon of component b respwwbility of IaWdi g dedgaer-nor mass designer. Bracing shown a far lateral support of Yltl"wklualwebmembamonly. Addif"mltemporarybrachgtoirwaedl itydutgc tmcllonis t rasp r4uktyofttre eeAA T W erector. Additional permanent bracing of the overall stricture Lathe responsibilityof the balding dedgner. For general guidance regarding fabicagon quality control, storage, delivery, erectlon and bracing. cons f ANSI/rPl1 0ualily Ctitefla, DSB-89 and Bat Building Carnponent 6904 Padre East Blvd. Safety Information waflablefrom Trim Plate kalule.781 N. Lee Sheet Sutte 312, Almandda. VA 22314, IfSouthem Pine (SP) Iumberlsspeci0ed, the designwtuesa a those eRective06/01/Z013 by A15C Tampa. FL33610.4115 Job Truss russ ype Qty FIRST BAPTIST CHURCH T6021821 71MO GRE MONO HIP 2 1 Job Reference (optional) ..........o.......�.., rvn re,w n. ar°o< x.eaa6SVXZ19 C1 Hok?81?48 O7 IOP 3bKg ,G 17A:392a13 499el ID:RI)AeuGnZdkL6Ac_hCSVXylgz0.Hok781748007mtroX3bK9UrGs7Am8yY14og499DyIwL3 -2-00 1 7-0-0 12-0-0 17-104 23-11-8 2-00 7-0-0-10-4 I 6-14 2X3 II 3x6 = 3x8 = Scale = 1:45.0 3x4 11 3x4 G °"O 3x8 = 2x3 11 3x5 = Mn 7-00 121 17- 4 23-11-8 ]-O-D s-a-n s-1n-e I Plate Offsets (X Y): f2:0-2-10 0-1-81 l3.0-4-0 0-1-151 LOADING(psf) SPACING 2b0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.44 Vert(LL) 0.09 8-9 >999 360 MT20 244/190 TOOL 7.0 Lumber Increase 125 BC 0.36 Vert(TL) -0.13 8-9 >999 240 BOLL .0.0 • Rep Stress Incr NO W B 0.91 Horz(fl-) -0.02 8 n/a Na BCDL 10.0 Code FBC20IOfFP12007 (Mairb(-M) Weight: 123b FT=0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (Ib/size) 8=59710-5-2 (min. 0.1-8), M8010-8-0 (min. 0-1-8), 10=1670/0-11-4 (min. 0.2-4) Max Hom2=287(LC 8) Max UpliftB=-774(LC 5), 2— 594(LC 8), 10---2108(LC 8) Max Gmv8=690(LC 2), 2=686(LC 2), 10=1928(LC 2) FORCES (lb) - Max. CompAMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 880/607, 3-16=-32713l 1, 16-17=327Y311, 4-17= 327/311, 4-18=-327/311, 18-19— 327/311, 5-19— 327/311, 5-20=-327/311, 20-21=-327/311, 6-21=-327/311, 7-8=-262/287 BOT CHORD 2-12= 632/1301, 11-12=-631/587,11-25=-631/587, 25-26---631/587,10-26=-631/587, 10-27— 637/574, 27-28=-637/574, 28-29=-637/574, 9-29=637/574, 9-30-637/574, 30-31=-637/574,31-32=-637/574, 8-32=-637/574 WEBS 3-12=428/567, 3-10-1102/1176, 4-10= 540/602, 6-10-1036/1126, 6-9=270/461, 6.8— 621/6B8 Structural wood sheathing directly applied or 6-0-0oc pudins, except end verticals. Rigid ceiling directly applied or 8-10-6 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; LSOft; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 774 lb uplift at joint 8, 594 b uplift at joint 2 and 2108 b uplift at joint 10. 6) 'Semi -rigid pitchbreaks including heels' Member end faity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 b down and 346 Ib up at 7-0-0, 84 lb down and 175 b up at 9-1-13, 84 lb down and 175 lb up at 11-1-13. 84 b down and 175 b up at 13-1-13, 84 lb down and 175 lb up at 15-1-13, 84 b down and 175 b up at 17-1-13, 84lb down and 175 lb up at 19-1-13, and 84 b down and 175 b up at 21-1-13, and 84 b down and 175 b up at 23-1-13 on top chord, and 297 lb down and 435 lb up at 7-0-0, 63 lb down and 113 b up at 9-1-13, 63 Ib down and l l3 Ib up at 11-1-13, 63 Ib down and 113 Ib up at 13-1-13, 63 b down and 1131b up at 15-1-13, 63 Ib down and 1131b up at 17-1-13, 63 b down and 113 b up at 19-1-13, and 631b down and 1131b up at 21-1-13, and 63 b down and 11311up at 23-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). YgLt740T�T Rr7:_d:�:1T:F.1y" i 1 6 -13 TE OF FL Cert. 6634 Nnvemhl=_r 159018 AWARNING - Verify deignparmndf rsand READ NOTES ON7E1S,ANDINCLUDED111MUCRBPERBNCBPAGB1BI.7473BEFOREUSS. DeessiIgqn valid far use only with M6ek connectors. This design is baud orgy Lpon pmomsh etersown. and b forcn indiodual buldhg component. Applkability of desgn parameters and proper ncorporeon of componenlis resporoUity of buliding designer - not has designer. Bracing shown h forlaterd support of hdivklual web members only. Adertarwl temporary bracing to InaaeslobABy dung constnx:ton tithe responvbbity, of the erector. Additional brocn the is For Wek' permanent of overall stuchae the resporwb9lty of the bWdug desgner. general guidance regardhg fabrication quarRy, confrol. storage, dellrvery, erection and bracvg, censat ANSI/rPll Quality Wed.. DSB-BP and Bat beffng CanpaneN Safely INom,abon walioble from Truss Plate Iret hAe. 781 N. Lee Sheet Me 31Z Alexandria VA 22314. If llnf.omPine(SP) lumberis specified,fhe design values are those effective 06/01/2013 by AtSC 6904 Padro Ean BNtl. Tampa, FL 33610-4116 Job Truss cuss ype QtY PlY FIRST BAPTIST CHURCH T6021 e21 71530 GRE MONO HIP 2 1 Job Reference (optional) ".1SV 3uep2/2U12MIIex NJuefnes,Inc. MNWIbll=:34213 Pa8e2 ID:FB)AauGnZdcL6Ac11CSVXAgzO-HoK981?48007mho)c3bKBUrGs7AmeyV14og499DylwL3 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Un'Ifomn Loads (pl1) Vert:1-3=-44, 3-7---44, 8-13= 20 Concentrated Loads (lb) Vert: 3— 144(B) 12=-257(B) 16=-69(B) 17=-69(B) 18= 69(B)19= 69(B) 21=-69(B) 22=-69(B) 23= 69(B) 24=-69(B) 25— 36(B) 26= 36(B) 27=-36(B) 28=-36(B) 29= 36(B) 30=-36(B) 31-36(B) 32-36(B) 111111111111///// VTE 6 /F ON A FL Cert. 6634 November 15,2013 AWARNING -Y.fg dolg e p et. and READ NO=OMMIS AND INCLfIDED NITSKREPSRPJ CE PAGE AU-7473 BEFORS SS Oeslgnvolld for use only Wn MBek connectors ill@ design is based only upon paecmetemshow and b for an indMdual bWdhng component. wt APplcadity of de4gn parameters and proper Incorporalan of component is resposysicOlty otbWd"vg designer - not truss designer. Bracing drown "a forlaterd e.ppod of h Ndual web members orlty. Additional temporary bradng to inaae stobdily.cung corntruofion is the responvbillity of the Addifiorldpelmanentbrachgoflheoverdls MiTek' erector. chaebtherasporwbgIyoflhebWdhgtles gD .ForgeneralgddanceregaNg7 fobdcal on, qudfly control, storage, dellvW, erection and bracing, CarlAlt ANSI/IPII Quality R@aria, DSB-89 and BCSI BuOdng Component Safety Information avolable from Tnm Plate institute, 781 N. Lee Sheet, Site 312, Alexandria VA 22314. 69N Parke East Blvd. If 5outhem pine ISP) lumber isspecified, the design values are III. eHb eave,06/01/2013 by AISC Tampa, FL 33610-4115 job I russ toss ype ty y FIRST BAPTIST CHURCH T6021e22 71530 GRO HIP 2 1 Job Reference o tional loss Inc., Fod Phxce FI. 34992 3x4 = ID:sl 3x6 i 3x6 1-0-0 3.0.0 4�0 1-0O 2-0-0 1-GO 3x4 = Scale = 1:12.4 Plate Offsets (X Y): 13:0-3-0 aa71 r4.0-3-0 0-0-71 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.10 Ven(LL) -0.00 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vett(rL) -0.00 9-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 Na n/a BCDL 10.0 Code FBC201OrFPI2007 (Matrix-M) Weight: 16lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=11710-3-8 (min. 0-1-8), 5=117/03-8 (min. 0-1-8) Max Horz2=30(LC 7) Max Uplift2— 111(LC 8), 5-111(LC 8) Max Gmv2=137(LC 2), S=137(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing direly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19h; B=45f ; L=50h; eave=6ft; Cat. I% FV C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 2 and 111 H) uplift at joint S. 7) "Semi -rigid phchbreaks including heels' Member end fairy, model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 15,2013 0 WARNING -Vuffg design pa. and READ N07ES ON7777E AND INCLUDED 11,117EICREFERBNCEPBGE b1N-7473 BEFORE USE. Deg ggn vald for use only with MTek connectors. lhb desgn istxisetl orly upon parametersshaw avl is foran idivldud bUldig comlonenl. ApiNi abllih/ofdesgnpwometemandproperkcapwatlonofcwnponentisres nbOdyof LUdugdedgw-not9 de gr t.Bradngshown �' bforiatwds portoftrsdlvUl webmembersonly. Additional temporary bracing to inure stability dL" CbacuCIIW h the responsbirty ofthe erector. AddiliondpeananeMbrac'eeggofR MiTek' werdistrucbrets heresponnbiyofthebuidngde "r.Forgeneralgudma regardhg icbrlcaliort quality control, storage, delfvey. erection and bracing. convrlt ANSIRPII Quality Cidedo. DSB-99 and BCSI Bulling Component I= lntomwfion available from T. Plate ksstil do, 781 N. Lee Street, Su a 312. Alexandria. VA 22314. If 6aut11em Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO 69U Parke East BNd. Tampa, FL nil 0.4115 Jobtoss m3a ype y FIRST BAPTIST CHURCH T6021 e23 ]1530 iN12 VALLEY 1 1 Job Reference o Lionel ,.nmvwn+,,.m nn.., .v.r•v,w ru urax1.,oU55ep2/LUIZMIIexrrdustno,1n0. FrNW1511:39:352013 PagBl ID:RIjAauGnZdkL6ACjiCSVXyjgzO-m?INLSOivkW OrN8dlsOl3ovga8ghCMDOUpingylwL2 Scale= 1:20.5 4x5 = 4x5 = 3x4 i ° 5 3x4 2x3 I 5x6 = Plate Offsets(XY): 12:0-2-80.241 f3:0-2-80-24115:0-3-00-3-01 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.84 Vert(LL) Na - We 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.09 HOrz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matra) Weight: 40 lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS All bearings 12-3-0. (lb) - Max Holz 1= 76(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 5=-296(LC 8), 6=-299(LC 8) Max Grav All reactions 250 lb or less at joint(s)1, 4 except 5571(LC 14). 6=587(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=4831314,2-6=499/317 Structural wood sheathing directly applied or 6-0-0 oc pudirls Rigid ceiling directly applied or 10-G-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t B=45ft; L=50h; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 4 except Qt=b) 5=29616=299. 8) "Semi -rigid pilchbreaks including heals' Member end fairy model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 51 lb up at 4-1-7, 73 b down and 37 b up at 5-1-7, 73 Ib down and 37 lb up at 70109-1-7. and 73 b down and 37 b up at 7-1-9. and 99Ib down and 51 lb up at 8-1-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the bass are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-2---44, 2-3=-85(F=-41), 34=44, 14= 20 Concentrated Loads (b) Vert: 3= 78(F) 2=-78(F) 7=-57(F) 8= 57(F) %%%%%gyp' �! I QZ�� E IV gF Cq'L i 1 6 1 TE OF 41 40 R FL Cert. 6634 November 15,2013 Q WdRMNG- Verify deign parmrze[ mid READ N07ES ON71YIS AAm INCLUDED➢117HKREPERPNCB PAGEdE7.7473 EEPORE USE. Deliggnvolid foruse onlywih Mir0comectors.rho design Lsbased ortyuponpmometersshown, and bforonirxiwiduol buldhg component. Applicability of devgnparometersarxi proper Incorporation of component is responsb@ry of buldng dedgner -not Lucy designer. Brcdng drown Bforlaterd support of ndwidual web members oNy. Additional temporary brocng to irwae stoolity dung comtrucilon Lsthe responvbuityof the Addifionclbractrgofthe islhenxpor'Nilyoftheb For MiTek' erector. permanent overall structure dugdedgner.generalguldenceregartlmg fcbrkalon, quality control, storage delNery, erection and brocng, consult ANSI/IPII Oudity Cdte4a, DSB-89 and Bar Building CamRonenl So/ety Into" No. ovaflable from Truss Plata hshU.,781N. Lee Sheet Site 31Z Aleontlda VA 22314. Il SauMern Pine(SP) lumberis specified, the design values are dho effective 06/01/2073 by ALSO7 me4 Parke East SW. Tampa, FL 336164H5 Job Truss ruse ype CRY MY FIRST BAPTIST CHURCH T6021e24 7163e W18 VALLEY 1 1 1 Job Reference (oDtionat rue roc., con P,e. ,.:wvex 7.350 Inc Fri 4x5 = 4x.5 = Scale - 1:26.7 3x4 G 7 6 6 3x4 J 2x3 II 3rzs = 24 II LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2.0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rPL2007 CSI TC 0.67 SC 0.45 WE 0.10 (Matra) DEFL in Vert(LL) Na Vert(TL) n/a Hoa(rL) 0.00 (loc) Vdefl L/d - Na 999 - Na 999 4 Na Na PLATES GRIP MT20 244/190 Weight: 55lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-0. (lb) - Max Horz 1-1 16(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 1=124(LC 8), 4= 123(LC 8), 5=307(LC 8), 7=-306(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 5=612(LC 14), 7=629(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-5-- 494/323, 2-7= 5111323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50h; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires Continuous bottom chord bearing. 11111111 1/��,, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunerd with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 3. O' % \ Q fit between the bottom chord and any other members. ��111 NV •' G E 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at pint 1, 123 lb uplift at joint 4, 307 lb uplift at joint 5 and 306lb uplift at joint 7. 8) 'Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 9) Hanger(s) device(s) be 6 or other connection shall provided sufficient to support concentrated load(s) 235 b down and 120 m up at 5-11-15, and 235 m down and 120 m up at 10-0-1 on top chord. The design/selection of such connection devim(s) is the responsibilityof VS,T others. .9 ;: CCLOAD CASE(S) Standard�;� F 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) i+,(� •••A, 1, •. 4 O (Q,• ads (lb) -44, 3-0=-44, 1�=-20 Concentrated Loads (C` R ���',SS,O N A, E�to%♦ FL Cert. 6634 November 15,2013 Q WARNING-Verifyd fg pmmndera andREAD N07ES ON7717SAIYD LPXLODED N77ENREFERENCEPAGEA111-7473 BEFORB USS. Designvafid for use any wtih MBek connacto¢fits desgn Lsbased only upon paametema cro and b for an individual baldhg component. Appllcadlnly of desgn pammetemond proper hcomoration of compomnthresponvboty of buldbg designer -not Ina* designer. Bracing shown is for lomrd sppod of Individual web members only. Additional temporary bradng to insure stebfldy dukV conshucBon is the respo Hty of the erector. Addilrondpennar»niGactrlgofllreovenilstructureistherespor ryofinebuichgde4gner.For generolGuidance regartleg MiTek° tebrkw6on quduV conhol, storage, delNery, erection a bracing, comet ANSI/rPl1 Quality Quarto. DSB-89 and SCSI Building Canponent 6904 Parke Eaet BNd. Safely Infom,aflon available from Teas Plate katihm, 781 N. Lee Street. Sulm 31Z Alexandria VA 22314. It Sourdrenn Pine (SP) lumber is specified, the design values are those effective O6/01/2013 by AISC Tampa, FL a361a-0116 Job cuss ruse ype Orly FIRST BAPTIST CHURCH T61Y21825 715M MONO HIP 2 1 Job Reference (optional) ,er 1ruzzu rvn..... e... eraec 7.350a5ep 272012Mnek Industries, Inc Fri Nov 1511:38:372013 Pagel ID:FBjAauGnZdkL6Ae hCSVXylgz0-IN08mn2zRLmk19XWIjm6UWbNkl90WWUoIpmYNWLO -2-0-0 6-3-7 g-0O 12.0-0 17-10-14 i 23-11A 24)-0 63-7 2-8-10 3.0-0 5-10-14 6-0.10 axe is 2,q II 3x4 = 16 6 Scale= 1:44.7 3%4 = 3x59 3x4=-- 314= 21311 4%4 I 9-OO 12-0-0 17-10614 23.11-8 9-PO 1 3-00 5-10-14 6-0-10 Plate Offsets (X.Y): 12:0-2-10 0-1-81 14:0-4-0 0-1-151 17:Edge 0-1-81 18:Edge 0.3-81 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.30 12-15 >481 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.56 12-15 >258 240 BCLL 0.0 ' Rep Stress Incr YES WB OA7 Horz(TL) 0.01 2 n/a Na BCDL 10.0 Code FBC2010frP@007 (Matra-M) Weight: 118b FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (Ib/size) 8=348/0-5-2 (min. 0-1-8), 2=367/0-8-0 (min. 0-1-8), 10=1163/0-11-4 (min. 0-1-8) Max Horz2=343(LC 8) Max UpliftB= 164(LC 8), 2=-308(LC 8),10=-685(LC 8) Max GmvB=364(LC 13), 2=187(LC 13), 10=1222(LC 13) FORCES 0b) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1331/354, 34--164/304, 4-5=-145/303, 5-16=145/303, 6-16=-145/303 BOT CHORD 2-12=-653/1829, 11-12= 303/145,10-11=303/145 WEBS 3-12= 430/336, 5-10= 557/400, 6-10=-054/219 Structural wood sheathing directly applied or6.0-0oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuB=160mph (3-second gust) Veld=124mph; TCDL=4.2psf; BCD"- Opsf; h=19ft; B=45ft; L=SOft; eave=6ft; Cat.[[; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164lb uplift at joint 8, 308 b uplift at joint 2 and 685 b uplift at joint 10. 7) 'Semi -rigid phchbreaks including heels' Member end rmity model was used in the analysis and design of this truss. LOAD CASE(S) Standard \ N'�GENSF��92: i 1 6 mob• •�z �9'� TE OF ' IJJ 40 5��NA� �;.�` FL Cert, 663 November 15,2013 01VARNINO -Venfg design Parameters and READ NOTES ONnUSAND INCLUDED BDTEKREPERENCE PAGEAEl 74M BEFORE USE. Desi6gn valid for use only with MBek comectors. Vila dedgn Is based only upon parametera�ovm and to for an in wldual building component. Applloadlity of design porametemand proper hcoeporotlon of component is resporwblllly of brddhg designer -rwt miss dedgrler. &acing shown h for lateral s�Dpod of kldMdual web members oNy. Additional temporary baci g to Inoue state lty duMg corehuclion istne respore0suity of the Additional the Wek' erector. pemlanentbracing of overall shuchue Is the responsibility of the building designer. For general guidance regarding fabrication quaBy control, storage, delivery, erection and baci g, consul ANSIRPII Quality Criteria, MS 89 and BCSI Building Camponsnt I way Information ovallebie from Teas Plate Institute, 781 N. Lea street Sdts 312 Alexandria VA 22314, Ir SouNem Pine (SP) lumberisspecihed, the design valuesase thane effective O6/OI/2013 by ALSC 6904 Parke East Blvd. Tampa, FL M610.4115 o rUss rU3e ype ty FIRST BAPTIST CHURCH T6021826 71530 J1 MONO TRUSS 12 1 Job Relerenw o tional Truss Inc., Fort Perce Fl. 34962 2012 Scale= 1:9.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Ved(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Ved(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 7it) FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOTCHORD 2x4 SP No.3 BCTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=195/0-8-0 (min. 0-1-8), 2=195/0.8-0 (min. 0-1-6), 4= 40/Mechanical Max Horz2=124(LC 8) Max Uplift2=-322(LC 8), 4= 52(LC 2) Max Grav2=238(LC 13), 2=195(LC 1). 4=106(LC 8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-4= 160/271 NOTES 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to busing plate capable of withstanding = Ito uplift at joint 2 and 521b uplift at joint 4. 6) 'Semi -rigid pltchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 15,2013 AIVARWNG-I/cnjfldeignPmmnct.cmdRB9DNOMON1BSA LNCLDDBO11 EKRBPRRBNCBPAGBi D7473BBPOREUSE DeignvalldforuseonIywtlh MTekconnectors ftcl sgn Lsb. donryiPonparometenshown antisforanindlAdualbuldingcomponent. Applicability of design parameters and proper hcoporaffon of component Is resporwbin of buldng designer- not truss designer. aadng shown is forlaterd s Wpot of individual web members only. Adddlonal temporary bracing to Inoue stooMy durlrg coreaucton tithe resporwbMity of The ereabr. AddlBonalpenna enibrachgoftheoveellstructureLstherespon4badyoflhebuldngdesl"r.Foraenenelgddarlceregarding fabdcalim qudily control, storage, 23very, erection and bracing. corwlt ANSI/IPII Quality diledo, DSB-89 and Sal Butdmg Component MOW SateM Infoan Ran avclable from TrPlate IrstiMa, 781 N. Lea Sheet, Sute 312 Nexandda VA 22314. o Southern Pine ISP) lumber is specified, the design values are Naze effective 06/01/2013 by ALSC 6904 Parke East BW. Tampa, FL M610-4115 a toss Puss ype y FIRST BAPTIST CHURCH T6021627 7153D J3 MONO TRUSS 12 1 Job Reference o tiorel „.as i„u., Part Fie. 1' L :]G`JtlL 7.350e 5ep 272012 MRek Industries, Ina Fri Nov 1511:39:3a 2013 Paget ID:s1 pOId(KS2aO2uGpBh?Tj?f(c74J-AaWffi2bCfUZF1611RP5fhOVfnB_uaafiS2MlylwL? Scale = 1:14.8 3 0-0 Plate Offsets (X Y): f2:Edge 0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Ved(rL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rQ -0.00 3 Na n/a BCDL 10.0 Code FBC2010/rP12007 (Matrbc-M) Weight! 13 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing direly applied or3-0-0oc putting. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=40/Mechanical,2=210/0-8-0 (min. 0.1-8),4=20/Mechmiml Max Horz2=167(LC 8) Max Uplift3=-53(LC 8), 2— 309(LC 8), 4= 38(LC 5) Max Gmv3=56(LC 13), 2=250(LC 2), 4=41(LC 3) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-251/164 NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psh h=19ft; B}15ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to tmss connections. 0111111111, j ��� r Ili J O 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 309 m uplift at joint 2 38 @ .. `�� \Q °'' G ��i and uplift at joint 4. 6) °Semi -rigid phchbmaks including heels° Member end fixity model was used in the analysis and design of this truss. �`� N� '' Ci E N • • V� SF•'• 9iL �i Q�: LOAD CASE(S) Standard 6 9V SR TE OF '1/` 1$�''.O k R S b1JI0NA\- SVk%0 FL Cert. 6634 November 15,2013 Q WARNING -Verify desrgn parmrefexa and READ NOTES ON71US AAm INCLUDED A97EKREFEREWEPAGBIJU-7473 BEFORE USE. Deslgnvdid for use only with Mi7ek connectors. this deign lsbased only upon parameters shown. and Is for an incMdual budding component. ' Apprcohlity of design parameters and proper Incorporation of componentisresponlbdhy of balding designer - not truss designer. gracing shown ¢forlaterolsuppodofhdivMmlwebmembersonry. Addiianal temporory brarkg to insure stability dung conshucton isthe responsibUty of the erector. Addiflonalpermanent bac�pofthe overall struchaetsthe responvboMofthe btldmgdesigner. For general Odanceregarding fabrIcation qudlty control, storage, de every, erection and troctrg, consult ANSIRPII Cualit/ Oltenia, DS"9 and BCSI Buidmg Companent Mffek' Setay Intonnalim available from Tnac Plot. Institute, 781 N. Lee Street Suite 31Z Alaxorldda;A�114. Il Southem Pine(SP) lumbers ve is specified, the design valuesam dz eBecti06 0 6y H[SG 6904 Parke East BNd. Tampa, FL 33610.41IS o toss rU36 ype ty FIRST BAPTIST CHURCH T6M1e29 71530 JS MONO TRU55 12 1 Job Reference o lbnel 1.3W a aep 212012 MITex lndusMee, Inc. Fn Nov 15 11:38-39 2013 Pagel ID:sl pOxKKS2aO2uGpBh9Tj7iyo74J.emYUBS3Dzy0RShvsewKBvzgbBUddIgpx6nwgRylyL_ Scale = 1:19,8 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Ven(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Ven(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra-M) Weight: 19b FT=Q% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS pb/size) 3=77/Mechanical, 2=281/0-8-0 (min. 0-1-8), 4-10/Mechanical Max Horz2=223(LC 8) Max Uplift3= 108(LC 8), 2-382(LC 8), 4=-67(LC 5) Max Gmv3=111(LC 13), 2=331(LC 2), 4=73(LC 3) FORCES Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-288I338 BOT CHORD 2-4-530/374 BRACING TOP CHORD Structural wood sheathing directly applied or5-0-0 oc purtins. BOTCHORD Rigid ceiling directy applied or 10-0-0oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES 1) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL-1.2psf; BCDL=3.Opsf; h=19ft; B-15ft; L=501t; eave=61t; Cat. II; Exi1 C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and my other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 382 b uplift at joint 2 and 67 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t%IIIIIIIIJI, It,, OENSF92 1 6 9; TE OF ./cc %%%� FL Cert. 6634 November 15,2013 0WARNING -Varbli,designpmm afe andREADNOTESONMISANDINCLUDED 74ITEICREFERENCEPAGEAM-7473BEFORE USE .aaaa Deessggn valid for use only wim MTek comlectom Tr a des,m isbosed oriy upon parametersshowrt and is for on lndNldual bdd'ug component. Applkabflity of design pmameters and proper hcorporatlon of component is respor,lblfty of buddng des" -not truss designer. Brodlg drown b far lateral support of individual web members only. ACdiflonol temporary bracing to inure stoblily cuing construction isthe respon bJIify of the erector. AddiflondpeananembrOchoofMeovemllstructualsmeresparuAYdyofmebuUdeg MiTek• designer. For general guidanceregardvg tabAtaflon. ct city control, storage, delivery. erection and bracing, cone t AN51/rPil Quality Criteria, DSB-89 and BCSI BUgdng Compcnenl 6eo4 Parke East BNd. , Infmmalion ovoloble from Truss Plate h5titute, 781 N. Lee Street Site 312 Nevondda VA 22314. RSouthem Pine ISP) lumberisspedified, the designvaluesare those effective 06/01/2013 by ALSC Tampa, FL 336104115 o russ ruse ype ly ly FIRST BAPTIST CHURCH 71630 J7 MONO TRUSS 62 1 T6021829 Reference o tional Trvss Inc., Fort Pierce FL 34982 7.350 a Sep 27 WI2 MTek Indusaiee, Inc Fri Nov 1511:38:392013 Page 1 ID:s1 pOxKKS2a02uGpBh7TITyc74J-emYUBS3DzyOPlShvs8wKBvan3BPsdlgpx6nwgRylwL_ 2-0-0 7-0O 2-0-0 7-0O Scale = 1:24.6 Plate Offsets (X,Y): f2:0-2-10.0.1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(L-) 0.15 4-7 >557 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Ved(TL) -0.15 4-7 >538 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOR(TL) -0.00 2 rda n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 26 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 3=113/Mechanical,2=357/0.8-0 (min. 0-1-8),456/Mechmical Max Horz2=279(LC 8) Mau Upl'dt3=-160(LC 8), 2=-467(LC 8), 4— 93(LC 8) Max Grav3=163(LC 13), 2-119(LC 2), 4=103(LC 3) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-730/933 BOT CHORD 2-4=1213/901 BRACING TOP CHORD Structural wood sheathing directly applied or 6-G-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=A2psF BCDL=3.Opsf; IG79ft; B--75R; LSOf : eave=6ft; Cat. II; E.xp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconourrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3, 467 m upl'dt at joint 2 and 93 lb uplift at joint 4. 6) 'Semi -rigid phchbmaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard `,,,`�\Q 1 I rO��,,''' Q�`'�OENSF92: 1 6 TE OF •44/Z FL Cert. 6634 November 15,2013 Q WARAUNO- InliJy design pram a. andR N07W ONMSd INCLUDRD MTRKREPERBNCBPAGE81f1.7473 BEFOR13 USE. Dedgnvalid for um any with MTek cormectom This design lsbased only rpon Parometemshown, and Is for an kxlMdual bWdig component. Appllcadlity of dedgn parameters area proper Incorporation of component k responsibly of buBdng designer -not tnas designer. Bracing shown bforiawdwppodofkidivlduaiwebmMm moaly. Addional temporary bracing to Inure stabDly, dumlg conshuclon is the responsibBtity oiihe erector. Addmonal oHhe Lathe MiTek' parmanentbacNp fdxloafion, quality control, storage c1 overall struchre responvb9dy of the tx4ding designer. For general guidance regarding leery, erection oM bracing. mnwft ANSI/IPII Quality Criteria, DO-89 and BCSI Building Canponent Safely Information available from Tnma Plate Irsst4ute. 781 N. lee Street, "a 31Z Alexandria VA 22314. If Southm ePine 4SP) lumber isspecified, the design values are Mole eNective 06/01/2013 by AISC e904 Parke East BNd. Tampa, FL 33810-4115 ion Truss runs ype city ply FmSTBAPTISTCHURCH T6021830 71530 J MONO HP 2 1 Job Reference (options]) 2012 MTek Indudd... Ina axe d zx3 11 14 5 Scale = 1:44.5 5x6 = 4x5 = 5x8 = 3x8 = 2x3 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (]cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plazes Increase 1.25 TC 0.37 Vert(LL) -0.21 10.13 >699 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.55 10-13 >263 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 HOrz(TL) 0.02 7 Na Na BCDL 10.0 Code FBC2010/rPI2007 (Matrix-M) Weight: 133lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (lb/size) 7--616/0-5-2 (min.0-1-8), 2=740/0-&O (min. 0-1-8), 9=257/G-114 (min.0.1-8) Max Horz2=399(LC 8) Max Uplift7= 386(LC 8), 2=-490(LC 8), 9-280(LC 8) Max Gmv7=708(LC 2), 2=874(LC 13), 9-314(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1402/486, 3-4-759/281, 4-14= 577/313, 5-14=-577/313, 5-6= 577/d13, 6.7= 642/393 BOT CHORD 2-10=-652/1641, 9-10=-309/623, 8-9=-309/623 WEBS 4-10=0/315, 5-8=406,356, &8=-410/757, 3-10=-4301379 Structural wood sheathing directly applied or5-11-12 cc puriins, except end verticals. Rigid ceiling directly applied or 10.0-0 cc bracing. Except: 8-11-2 oc bmcmg:10-13. 1 Row at midpt 4-8 Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (8-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f ; B--45ft; L=50ft; eave=68; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of tmss to beating plate capable of withstanding 386 lb uplift at joint 7, 490 No uplift at joint 2 and 280 b uplift at joint 9. 7) 'Semi -rigid phchbreaks including heels' Member end foxily model was used in the analysis and design of this truss. LOAD CASE(S) Standard TE OF 0Rk�. �%. 'ON A' E-\% FL Cert. 6634 November 15,2013 A WARNING- Verify deign Paneraf a. mud READ NOTES ON71USAIYD INCLUDED BUYEKREPERENCEPAGEAU-74M BEFORE USE. Designvalidfor use only wM MTek c0nnaCto¢ This deign Lsbosed only upon perometersstown and Ls foran hldHlduct bxuldilg component. Applicahllly of design proper incorporation porometersand proincorporation of componeMis resporsvboiN of bWdhg dasgnaf -not KM designer. Bracing shown �� b for lalard support of Inchvklual web members only. Additional temporary brachsg to Insure simYBy during corahuction is the responsfN lily of the erector. Addifiondpeananentbrackgofthe MiTek' overdlslvr�xlM ctureIstherespoofthabxddingdeigner.ForgeneralgUrfanceregardhg fabrication audBy control, storage, delivery, erection and bracing, consat ANsIRPII OudiN oitede, DSB-89 and BCSI BuOdng Component 5de1v Inform -Non ovo9able from Truss Plate hWifute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. It Sauthem Pine (SP) lumber is srpecified, the design values are chase effective U6by AISC 6SO4 Parke East 6W. a p , FL 33610i115 Tampa, Job cuss russ yp0 QtY Ply FIRST BAPTIST CHURCH T6021031 71WO JM1 MONO TRUSS 4 1 Job Reference (optional Truss Inc., For Pose FI. 34892 7.350 a Sap 27 2012 Wax lyduaries• Ina Fri Nov 1511:38:39 2013 Pegs 1 ID:s1 pQxKKS2a02uGpBh?Tj7ryc74J-emYuBS3DzyOPIShvsSwKBvzoHBYgdlgpxenwgRylwL_ 3x4 = Scale = 1:7.1 LOADING(pst) SPACING 1-4-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Ved(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Ved(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 r/a n/a BCDL 10.0 Code FBC2010/TP@007 (Matrix-M) Weight: 5b FT=0 LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3d/Tvlechanical, 2=66/0.3-8 (min. 0-1-8),4--2/Mechanical Max HOrz2=18(LC 8) Max UpIiR3=-5(LC 5). 2= 89(LC 8) Max Gmv3=8(LC 13), 2=79(LC 13), 4=8(LC 8) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Stmctuml wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during tress erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCOL=4.2psY BCDL=3.Opsf; h=19ft; B--15ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This Uuss has been designed for a 10.0 psf bottom chord live load nonoonourrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 89 to uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard \P1 GEN3Fyy2 1 cc TE OF %% S FL Cert. 6634 November 15,2013 QWARNING.Vcrlfgdmgnpar ndasand RE6DNOTESOMMSA?MINCLUDSOM RPFERSNCHPAGEDEI.7473BSFORSUSB De.6ggnvalid for roe orgy with MTek correctors. This design lsbnled orgy upon parcmetersahown orld b for an irWbidual buld'og component. Applloablity of design parameters and proper hlcorpovaflon of component is responvbOBy of bwtdhg dEdgner-notlruss designer. Bracing shown �� forlaleral support of individual web members orgy. AddRianaltemporarybatingtoinv.creel Uftydurim comhucfontsltreresporub0lityofdine erector. Additional permanent bracing of" overall s1ruckae tithe responsbiily of the balding m4gnw.For general gdtlance regarding MTek' fabrication quality control,storage,delivery, erection and bracing, consult ANSI7IPI1 Quality Crites, DSB-BP and Bat Building Component Safety Information avoiabas le from TnPlate institute, 781 N. Lee Sheet Sute 312 Alexandra. VA 22314. Beat Parke Best BW, Ir5ouMem pine (SP) lumberis specked, Me design values are those afecti.06/0112013 by ALSO Tam FL 33610-1115 pa, o rigs toss ype ry FIRST BAPTIST CHDRCH 6021832 71530 K MONO HIP 2 1 o tional Job Reference(cat'. 7.350a5ep272012MR Xlnduonae,Ina Fri Nov1511:38:402013 Paget ID: RjAauGnZdk1-6AcjICSVXyjgX}6y5GOo4rkG8GVcF60sRZk6Vtl bp_MKcyAmXTMryIwKz -2-0-0 66-0 13-0-0 18-7-8 2&11-8 2-0-0 E6-0 660 5-7.9 5-4-0 gas i 6.00 12 wII Scale = 1:47.0 516 = 3x4 = 2.3 II O1O _ 3x4 = 3x3 = 3x6 II I 66-0 I 12510 13-0A 18-7-9 2&11-8 6-6-0 5.11.1n SJS I I Plate Offsets KYI: f2:G-0.12 Edgel 15.OA-0 0-1-151 LOADING(psf) SPACING 2-0.0 CS] DEFL in (loc) I/dett Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.07 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Ved(TL) -0.12 9.10 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.61 Horz(rL) 0.02 8 rda n/a BCDL 10.0 Code FBC2010fFP12007 (Matrix-M) Weight: 144lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 8=638/0-5-2 (min. 0-1-8), 2=739/0-8-0 (min. 0-1-8), 11=305/0-11-4 (min. 0-1-8) Max Horz2=455(LC 8) Max Uptdt8-- 449(LC 8), 2=-529(LC 8), 11=-179(LC 8) Max Gmv8=696(LC 13), 2=887(LC 13), 11--359(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1158/507, 3-4=6661309, 4-5=-596/331, 5-17=-452/291, 6.17=452/291, 6-7=452P2gl, 7-8= 661/464 BOT CHORD 2-13=-717/1074, 12-13=-717/1074, 11-12=-717/1074, 10-11=-717/1074, 10-18— 368/560, 9-18=-368/560 WEBS 3-10=-576/389, 6-9=-343/295, 7-9— 463/720 Structural wood sheathing directly applied or6-0-0 oc pudins, except end vedicals. Rigid ceiling directly applied or 8-5-3 oc bracing. 1 Row at midpl 5-9 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vas 1=124mph; TCDL=1.2psh BCDL=3.Opsf; Fr-198; B=45ft; L=50ft; save=68; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This tugs has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) • This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 8, 529 lb uplift at joint 2 and 179 m uplift at joint 11. 7) 'Semi -rigid phchbmaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard t� 37I rO ►11 %%%% o RF �. NSF�'92: � 1 6 9 Sa: T E OF :oc FL Cert. 6634 November 15,2013 Q V7ARAWG - Veriifb design parmnef. and RBAD N07ES OAr MS fNCLUDBD MRERREFERENCB PAGE b7f/-7473 BIRFORB Lt.& Design valid wrh Meek on.lhiadesgnb of aNy parametersdlowrt and bfor anlntlMtluolbWtling component. otdeg n andor cornntis AppllcaGliry o/tleslgn porameters and proper ticorporallm of componentbrorebAlly of buwldig designer- nol7nss desigrler, Eradng shown P'� ' b forlaterol support of NdivAM web members Only. ACtl8lonal temporary bracing to Inure staMliry duklg construction Is he respornibllify of the erector. AddiflonalpennaneMboGngot lheoverollsrucMelslheraspanvbBtty mebuddvgdesigner.Forgeneralguitlorlceregartlrg i/Y� MiTek' fabricoI quoliry emtoll storage- delNery, arecHon and braxxg, mmOt ANSMPH Ouetiry Criteria, DSB-89 and BC51 Budding C«npment Safety Infoanalion woRcUe from Tnas Plate Institute. 781 N. Lee Street, Suds 312 A warldda VA 114. 6904 Parke E.e Blvd. If SouNam Pine(SP) lumberisspecifiad, Me design valuesare flmse effective0GJ01P0nbyALSC Tampa,PL33610<115 Job toss I rues ype UTY Ply FIRST BAPTIST CHURCH T6021833 71530 K17 MONOTRUSS e 1 Job Reference o tional T.—ins., Fan rw¢e n. aaeee 7.350 a Sep 272012 MiTek Indudnee, Inc. Fn Nov 1511:311:412013 Pagel ID:s1 pQxKK82a02uGpBh?TjTryc74J.agfocSSTVaG76mgLZzoGK23D?OV5rJ6PQG1 WyIwKy -2-0-15 I 4-07-0 I 9-10-1 2-415 d-01-0 4-11-1 Scale: 1/2'=1' 3 LOADING TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Wmber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI TC 0.39 BC 0.95 WB 0.32 (Matra-M) DEFL in Vert(LL) 0.11 Vert(TL) -0.14 Horz(TL) -0.01 (loc) Vdal Ud 6-7 >999 360 6-7 >834 240 5 n1a n/a PLATES GRIP MIT20 244/190 Weight: 441b FT=0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied ors-10-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=118/Mechanical, 2-428/0-11-5 (min. 0-1-8), 5=242/Mechanical Max Horz2=279(LC 8) Max UpIi t4=-154(LC 8), 2=-631(LC 8), 5=-302(LC 8) Max Gmv4=144(LC 2), 2570(LC 2), 5=274(LC 3) FORCES (lb) - Max. Comp./Mm. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=673/617, 3-11=-611/609 BOT CHORD 2-13=-703/604, 13-14=-703/604, 7-14=703/604, 7-15=-703/604, 6-15=-703/604 WEBS 3-6=645f751,3-7=-187/266 NOTES 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; 11=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); patch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 his ss has been designed for a 10.0 pst bottom chord live load nonconcurrent with my other live toads. TThis ��", f f f r f I 3) buss has been designed for a lie load of 20.Opsf on the bottom as om chord in all arewhom a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom O chord and any other members. 4) Refer to girder(s) for truss to toss connections. `�� \Q ���NX,. •; (.i E N 3 •. �,9 ���� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 4, 631 ro uplift at joint 2 : Q �. F•••• 2 and 302lb uplift at joint 5. ` 6) 'Semi -rigid pechbreaks including heels' Member end fairy model was used in the analysis and design of this truss. 7) Hanger(s) or other device(s) be load(s) 4 lb 1 6 Z * connection shall provided sufficient to support concentrated down and 75 lb up at 4-4-0, 4 Ib down and 75 b up at 4-4-0, and 40 It, down and 128 lb up at 7-1-15, and 40 Ib down and 128 lb up at 7-1-15 on top chord, and 3Ib ; / = down and 40 lb up at 1-6-1, 3 Ib down and 40 Ib up at 1-6-1,1 Ib down and 14 lb up at 4-4-0. 1 lb down and 14 lb up at 4-4-0, and 33 -O ; Ito down and 9 flu up at 7-1-15, and 33 It, down and 9lb up at 7-1-15 on bottom chord. The designtselection of such connection �� T E O F device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0, • �.� •• • P ; �1 `� 4.0 it LOAD CASE(S) 1) Regular:rerase=1.25, Plate Increase=1.25 R �''SS� 0NAf-%`%�,Unifo` Loads(pll) E�. rm Vert: 1-4=-44, 5-8= 20 Concentrated Loads (eb) Vert: 1 1=8(F--4. B--)) 12=-67(F= 33, B=-33) 13=53(F=27, B=27)14=-O(F=-0, B=-0) 15= 39(F= 20, B= 20) FL Cert. 6634 November 15,2013 A WARNING -V.fy deign Parmnant. and READ KIYMf ON IHISAND INCLUDED W712CREPER&WE PAGEMI.747a BRPOR6 USE. Ddgnvalld forum onlywilh MTek connectors DHadavlgnbbased rail upon PeOmetersshown and kforanindMdual building component. Appikabllity of dedgn parameters and proper incorporation of component n responnb04y of balding dedgner-not buss dealgner. Bracing shown h for lateral support of Individual web members only.Add'Aionol temporary bracing to Insure stability duruno comtmctron a the responsUlity ofthe Welk'erector. Additional permanent bra of the overall structure lsthereywr fla tty of me buddingas dedgner. For general guidee regardingfabrication quality conhol, storage, d Nery, erection and bracing, coned! ANSIRPII Quality Criteria, DSB-89 and BCSI Buildng Component safety Information wadable from Tnua Plate Inafrhrle, 781 N. lee Sheaf, Sule 31Z Alexadria. VA 2222314, If SOut em Pine(SP)lumberisspecified,thederigntealuesarethaw eRechve 06/OV2013by AISC 6804 Parke Best BNd. Tampa,FL33810-4115 Job fruss russ ype ty y FIRST BAPTIST CHURCH 71530 meT6021834 MONO TRUSS 4 1 Job Reference o tional "aa---pz/2ul2MneKlndustne9,k%o. Fe NOV1511:36:412013 Pagel ID:slpQxKKS2aO2uGpBh7Tj?iyc74J-agfec85NeG76mgl_Z K27K?Et5wJ6POGlWylwKy 1-0d 1-0d 3x4 = LOADING(psf) SPACING 1-4-0 CT DEFL in Qoc) War Ud TCLL 20.0 Plates In 1.25 TC 0.19 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a r✓a BCDL 10.0 Code FBC2010/TPI20O7 (Matra-M) LUMBER TOP CHORD 24 SP No.3 BOT CHORD 24 SP No.3 REACTIONS (lb/size) 2=90/0-4-15 (min.0-1-8),4=4/Mechanical, 3=11/Mechanical Max Horz2=47(LC 8) Max Uphft2= 125(LC 8), 3= 11(LC 5) Max Grav2=109(LC 2), 4=18(LC 3), 3=13(LC 2) FORCES Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 7lb FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation attics. NOTES 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDLA.2psf; BCDL=3.Opsf; h=19ft; B=15ft; L=50ft; eave=6ft; Cat. it; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 par bottom chord live load nonconctment with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1251b uplift at joint 2 and 11 ro uplift at joint 3. 6) Semi -rigid plchbreaks including heels' Member end fatty model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 m down and 5 Its up at 1-3-11 on top chord, and 8 le down at 1-3-11 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-29, 4-5= 13 Concentrated Loads (lb) Vert: 4--2(F) 3= 5(F) 1 6 TE OF '441 1,41 S O N M E� %% FL Cert. 6634 November 15,2013 AWARNIM:-Vero design lrcacaaetcrscard READ N07ESOH7B1SAM JANCLr70EDDB7EIVREPSRERCSPAGEJOI-7473BEFORE 1/5E. Deslpn vdid for rse MTek Ttiv dedgnts only wim Ennectors. bos doNyi{wn parameferssnovrtt and bforan individuolbWtleg component. APpleafilily of design porain "and proper klcorporotion of component is responsbBHy of buddhlg designer-rwi Lras designee &a6ng shown ' u fariet dsupport of helowl web members only. AddiAomltemporary bracng fo Intros stabOMy drang conshucgon isthe resporwbilily of the erector. Additionvl pennaneni trocFg of the overdl sinrcivelsihe rasponvbiM of the bsnidlrg designer.Fa generd grridmce regardug MiTek' toblcagon qudily control, storage, tlelNery, erection and travg, cwwlt pN51/fPll Oudiy Cdlada, OSB-69 and BC51 Bugdng Campdnent Slaty Infomagon woicb a from Tmn Plate hsliMe, 781 N. Lee sheet Sdte 372 Alexondd¢;A 6804 Parke East 9Nd. �314. 6y Al5C if5¢utlrem Pine fSP)lumberis specified, the design values are Muse eRective O6 Ol 2013 Tampa, FL 3361od115 job I ruse I ype y y FIRST BAPTISTCHURCH 71530 L MONO HIP 2 1 T6021835 Job Reference foDtionall •��Aw�..,-.wc i.awesep 2�2012Mnak lnEustrces, Ina Fn Nov1511:36:422013 Pagel ID:RIIAauGnZdkLGAc hCSVXAgzO.2LD1 pU55Gt0_kwPUXGU1pXbDnOUzgHBFd4OaOmylwKx -z-ao ss-1a 12-0-0 1s-o-0 1e�-1z 23-11-8 2-0O Es-ta 5-52 3-0O 4-542 4-5-12 Scale = 1:49.8 4x4 i 6.00 12 B 17 3x4 = 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (Joe) Well Ud PLATES GRIP TCLL 20,0 Plates Increase 1.25 TO 0.40 Vert(LL) -0.19 9-10 >749 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.41 9-10 >345 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(iL) 0.02 9 Na Na BCDL 10.0 Code FBC2010/rPI2007 (Matrix -Mil Weight: 146 to FT=Oq LUMBER TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 9=658/0-5-2 (min. 0-1-8), 2=682/0-e-0 (min. 0-1-8),11=490/0-11-4 (min. 0-1-8) Max Horz2=512(LC 8) Max Upl'Iftg= 323(LC 8), 2=-371(LC 8). 11=463(LC 8) Max Gmv9=678(LC 13), 2=778(LC 13). 11=666(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-925211, 3-4— 535/28, 4-5=-445/46, 5-6=-099/150, 6-17=.415/157, 7-17= 415/157 BOT CHORD 2-13=507/979, 12-13=-055/876,11-12=-455/876, 10-11= 158/414, 10-18-151282, 18-19-151282, 9-19-151/282 WEBS 3-11=-542/348, 5-11=-318283, 7-10= 11271, 7-9=541/303 Structural wood sheathing direly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Row at midpt 8-9, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDLU4.2psf; BCDL^3.Opsf; h=19fh B=45ft; LdON; eave=6ft; Cal. II; Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 par bottom chord We load nonoc ncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 9, 371 Ito uplift at joint 2 and 463 m uplift at joint 11. 7) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard '�•Q2\. i tiro: •/�1 s •* pV TE OF �441 %% FL Cert. 6634 November 15,2013 Q WARNWG -Verify d®iyn pa-.d. and READ N07ES OMMS 670) fNCLUDBD 8f17EICREPERRWEPAGE30-7473 BBFORB USE. Dedgnvolid for use only wfm Mgek tamedor& lhls design isbosed oayupon peametenanbw and is foron IndMdud bWding component, y of design paametersand proper Incorporallon of componentis responetly of buidng d"Oner- not taza designer. Bracing shown kfor ' iaterdsupport of Individual web members only. Additional temporary t,mcng to Inure sfobHy duMg coreimcfion b the resport Nr of the erector. Additional pertnanenibac'vigofff a overall struchuelatherasporebYiryoflhebudtlNgdeagner.For genemlguldonceregard'ig MiTek' febneaflon quoiiiy control, storage, delivery. erection end bracing. eoruit ANSI/IPII 0udity C111a60.DSB-89 and SCSI BuYding Component safely Information vvcBable from Tnas Nate ratirt4e, 781 N. Lee Street S le 31Z Alexar c da VA 22314. 6904 Paeke Eest BNtl. its Pine (SP) lumber is specified, the design values are those effective OS/01/20Ul by A1SC Tampa, FL 336104115 job rUss rue9 ype City Fly FIRST BAPTIST CHURCH T6021839 71WO M MONO HIP 2 1 Job Reference (optional) 4x5 i F�•E 3x4 = W II ax6 = 3x4 = 3x4 = 2x3 II Style= 1:55.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udeft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(L-) -0.05 8.9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 022 Vert(TL) -0.14 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 8 n/a Na BCDL 10.0 Code FBC2010/rPI2007 (Matrix-M) Weight: 140m FT=0 LUMBER TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS Qb/size) 8=638/0-5.2 (min. 0-1-8), 2=626/0.8-0 (min. 0-1-8), 10=614/0-11-4 (min. 0-1-8) Max HOrz2d68(LC 8) Max Uplift8=-331(LC 8), 2=-342(LC 8), 10= 483(LC 8) Max Gmv8=677(LC 13), 2=718(LC 13), 10=809(LC 13) FORCES (Ib) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 798/198, 3-4= 426/0, 4-5= 371/0, 5-6=-393/112, 6-7=-321/155, 7-8=-545P345 BOT CHORD 2-12=-523/960,11-12= 45N770, 10-11=-452rT70, 9-10=-159/324 WEBS 3-10=-523/344,5-10=355I326,7-9=-242/504 Structural wood sheathing direly applied or6-0-0ocpudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-8, 6-9 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19h; B--35ft; L--50ft; eave=68; Cat, II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 2-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 8, 342lb uplift at joint 2 and 483 lb uplift at joint 10. 7) 'Semi -rigid phchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard 311r0 ,R�c `.Q.Z.; ��GENBF•.92 1 6 9'• Si TE OF Z FL Cert. 6634 November 15,2013 0lv R m-Wif7 deign Parmaa. and READ NOTES ON71US AM LUCLUDBD 11117EKRPPRRENCEPAGE191-7473 BEFORE USS. DDeanan valid for use only w Msek c-orreatoa Ink dedgn Ls based any upon paemetesshaw and k for an Individual bWdilg component. Appilcobility of design parameters and proper Incorporation of component is responWOHy of budding designer- not lnas designer. Bracingshown k fafalwciapportofiWivf twebmembersonly. AdditnaltemporarybachgtohsxestabOltyduMn corutruction is me responsibility of the erector. AdditlorMpemamntbachgofiheoverdlsimchxektherespawb�YtyofOrebWd'ngdesgno. orgeneralgudalceregardhg MiTeW fabrlcotlon qualify control.storage.delivery, erection and bracing. corssdt ANSI/TPII Oufifty Crfteda, DS&89 and BCSI Balding Component Saf Inloanaflm avarable from Teas Plate hsiteGe. 781 N. Lee Sheet Suite 312 Almanddo, VA 22314. 6904 Puke East BW. I}Solrthem pine (SP) lumber isspeirfied, Che design values are phase effective 06/01/2013 by ALSC Tampa, FL 33610<115 a runs ru3e ype y FIp3T BAPTIST CHURCH T802183] ]1530 N MONO HIP 2 1 Job Reference o tional ryy o,o., ren riarce rt aavne "$1 Fri Nov 15 11:38:43 2013 Page g5 7GM17Ozou3ZdPsk XYlIwKw 4.5 i Scale= 1:60.3 2x3 11 3x4 = W II 316 = ax4 = 3,01 = 2X3 11 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/de6 L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.31 Ven(LL) -0.05 9-10 >999 360 MT20 244/190 TOOL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.13 9-10 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.91 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2010/rPI2007 (Matrbr-M) Weight: 141b FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (Ib/size) 8=200/0-5-2 (min. 0-1-8), 2=199/0-8-0 (min. 0-1-8), 10=143510-11-4 (min. 0-2-1) Max Horz2=624(LC 8) Max Uprlft8= 101(LC 5), 2= 70(LC 8), 10=-989(LC 8) Max Gnw8=206(LC 18), 2=303(LC 2). 10=1771(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3= 534/429, 3-4=-6711755, 4-5=-653/851 BOTCHORD 2-12--442/728,11-12=255/51,10-11=255/51,10-16-62MlO,9-16=621/310 WEBS 3.10= 502/324, 5-10=-1302/852, 5-9= 417/828, 6.9=-325/324 Structural wood sheathing directly applied or 6-0-0oc puffins, except end verticals. Rigid ceiling directly applied or 60-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. 1 Row at midpt 7-8. 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6fl; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load ranconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 8,70 to uplift at joint 2 and 989 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels* Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%otill Its ENSF �92 J 1 6 TE OF ' 4U O' /v %% FL Cert. 6634 November 15,2013 Q WARWNG-VeHDd igrsparmndxvsand READN07ESON7HISAADINCLUDEDM7EKREFERFACEPBGEMI 7473 BEFORELASE. Designvdforany vAth MBek correctors. This design is based only upm parameters shown and is for an indNidud binding component. liry B des parameters and proper ir=lporanon of componentis responvbdBy of bulding designer- not truss designer. 0acingshown b for Wwd ampod of NdivUual web members ordy. Additml temporarybaci g to inure dob44 duMg cor WmcBonis the responvbdlity of fine erector. Addrionalporranenibractrgoftheovardlsinrctuebttseresponvb9ltyofthrebuidrgdesigner. For general guclanceregarding MiTek• fobdcation quality control, storage, delivery. erection ad bracing, convlt ANSIRI'll Quality Criteria, DSB-89 and SCSI Bugding Cwnponent 6e04 Parke Eest BW. so' Information available from Teas Plate koftule. 781 N. Lee Street, SLBe= Alexandria VA 22314. 11 Sauth¢m Pine ISP) lumberisspecified, the design valuesare tAose e0ecbve06/01/2013 by ALSO Tempe, FL 3361P4115 o toss s r s ype H FIRST BAPTIST CHURCH T6021830 71530 O MONO HIP 6 1 T I Job Reference (optional) am Na nc., Fort Pierce FI. 34932 7.350 s Sep 27 2012 MTek Indu9na9, Ina Fn Nov 1511:36:442013 Pagel ID: RIIAauGnZdkL6Ac_hCSVXyjgzO.9kLnEA7MnVeizDZsfhVVVuygbBC9nl8MY5OVhVeylwKv -2-00 6614 12.00 166-0 21-0-0 23-11.8 2-0-0 6614 5.5-2 b6-0 4-60 2-11-8 4x4 i ou 3x4 = 2A3 II 3x6 = 3r8 = 3x4 = 2.3 II Scale - 1:66.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.22 10-11 >634 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Veft(Q -OAS 10-11 >318 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(rL) -0.01 9 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 158 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (Ib/size) 9=86/0-5-2 (min. 0-1-8), 2=85/0.8-0 (min. 0-1-8), 11=166310-11-4 (min. 0.2-7) Max Horz2=68O(LC 8) Max UPIi89=-101(LC 8), 2=-83(LC 12), 11=-1031(LC 8) Max Grav9=96(LC 13), 2=241(LC 2), 11=2046(LC 13) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=6201740, 3A4 780/1054, 4-5— 769/1150, 5.6=-627/1098 BOT CHORD 2-13---462/653,12-13=-062/51, 11-12=-467151 WEBS 3-11=-508f366,5-11=-313/296,6-11=-1368/662,6-10=-110/490 Structural wood sheathing directly applied or6.O-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9.10. 1 Row at midpt 8-9, 6-11, 7-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=3.Opsf; IG1911; B=451q L=50ft; save=6fl; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 9, 83 b uplift at joint 2 and 1031111 uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard fit \ \�CENgt�c�2L S, TE OF '11/Z P:=44t eisS,ONA1100 FL Cert. 6634 November15,2013 0 WARNING -Vera d®ign Pm'mnefers and READ NO7ZS OM73nSAND INCLUDED MITEKREFERENCEPAGEMI.7473 BEFORE ErR Dedgnvatldfor use oNy v4th M8ek comecfora this design bbasedoNy sgon parometersstrown and Bforan intlMtlud buitlisg componen}. Applicobiliry of tle9gn parameters and proper klcolporalbn or componentls respor1v11�Hy of txdtling tle9gner- rroilruss tleYgner. B'acirlg shown 7y b forlaterd support of lrltlNldual web members Addd'wnal temporarybacbxl}o Insure stobYBy dumsg corsshuction is the respon4Wli of the erecror. AddtiorldpermanentbackgoflheavermishuclueBlhere.Qanvb31Haf1hebWtlmgdavWler.F«generolgWtlmsaeregordrg MiTek' fabrkallon, quolily control, storage, tletrvery, erection antl bactrlg, convlt pN51RP11 BualiN Crltada, D58-89 and eC51 Bu96ng Component Sol Informa8on waroNe Gom Tnas Plate hM4ule, 781 N. Lee Sheaf, Srile312 Alexantlda. VA 22314. 6904 Perce East BNtl. trsouthem Pine f5P) lumber is sPexined, the design values are those eftecLve O6/Ol/2013 by ALSO Temp., FL 33610d115 Job fuss fuss Type lyIII FIRST BAPTIST CHURCH Tfi021e39 71530 OA MONO HIP 10 1 Job Reference (optional) rvu rwn.a r,..weoe 1.35096ep212012MIraKIad09ne9,frC. Fd NW15ll:3e:452013 P4901 ID:R iAauGnZdkLBAc_hCSVXyjgzO-Txv9RW8_Y=ZbN83DP1kRADmrcV?I bbhK2EE15ylwKu 6d74 I 124M 166-0 214)-0 I 23-11-8 6374 SS-2 4-" 4£-0 2-11.8 4x4 i 2X3 II 3x4 = 2X3 II 3x6 = 3x8 = 3x4 = 9C3 II Scale= 1:66.4 LOADING(pst) SPACING 2-0-0 CSI DEFL in (lox) I/deff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.22 9-10 >633 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -OA5 9-10 >318 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(rL) -0.01 8 Na n1a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 155to FT=O% LUMBER BRACING TOP CHORD 2X4 SP M 30 TOP CHORD BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS (lb/size) 8=86/0-5-2 (min. 0-1-8). 1=9/0-e-0 (min. 0-1-8), 10=1666/0-11-4 (min. 0-2-7) Max Horz 1=592(LC 8) Max Uplift8_ 101(LC 8).1-113(LC 12),10=-1036(LC 8) Max Gmv8=96(LC 13). 1=141(LC 8). 10=2049(LC 13) FORCES (lb) - Max. Comp✓Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=6081732, 2-3=-780/1054, 3.4= 769/1150, 4-5= 628/1099 BOTCHORD 1-12=-904/1007,11-12=459/40,10-11=-459/40 WEBS 2-10=-5197382,4-10=-311/294,5-10=-1369/664,5-9=-110/490 Structural wood sheathing directly applied or6-0-0oc puffins, except and verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. 1 Row at midpt 7-8, 5-10, 6-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=19tt; B=15ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 8,113 m uplift at joint 1 and 1036 b uplift at joint 10. 7) 'Semi -rigid pilchbreaks including heels' Member end fairy, model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 6 TE OF W FL Cert. 6634 November 15,2013 AwAR+M1VG'Ve,%designparly .and RE NOTESON717ISAAm7NMUDEDAL78KEEPEERNCEPAGEAM-7473BEFORENEE. Des9qn valldfweseodywith MTekcornectors.TrJsd"gnisbase yx pmometersshownarldkfwanir MdudbWdvgcomponent. ApplkoHlityofdesignparametemandproperk)co4 rahonofrnmponeMisresponvbldyofbuddhgdesgner-nottn desgml &acingshown � 6 forlaterd mppod of individual web members orgy. AddMomitempworybracrgtolnuxedoblllydwgcorsshucbo ish raspwwbgliyoftlo erector. Additianalpwmanenibmctrtrlgpofthethe For MiTeW overall struchaeisraWor�ntlryofMebuddhgdesgner.general guidance regardN fabdcation quality conhol, 9woge, tlellery.weclbnmdbmckV,cor tANSIRPIIoudily Crlteda,DSB-69mdBCSIBwtdbg Cwnpmenh 6904 Parke East Blvd. Sdely Inlormolion avoloble from Truss Plate hslilute, 781 N. We Sheet. Suite 31Z Nexanddc, VA 22314. R So'Mum pine (SP) lumber isspeciffed, the design values age those effective 06/01/2013 by AtSC Tampa, FL 3381e4115 Job ru65 runs ype ty Fly FIRST BAPTIST CHURCH T6021840 71530 PSA SPECIAL 2 1 Job Reference o tional auuan,nQ., ron r.me7,350sSep272012M1Tek1ndustdea Inc Fd Nov1511:38:462013 Pagel ID:R1jAauGnZdkL6AcjICSVXy gz4x6TXfr9cJ61AD)gFm6YzzNlykOvMmBirYi_oD(ylwKt 1 1-11.15 15.11-15 17-11-14 1-1 t=15 14-" 1 1-11-15 6.00 Fl2 04 i 3 1 2 d 15 3x4 = 14 13 12 axe = Scale - 1:31.6 4x4 7 B 9 n d4 I to 10 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 15 TC 0.21 Vert(LL) -0.00 a Nr 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 8 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 19 Na Na BCDL 10.0 Code FBC201 OfFP12007 (MatrbaM) Weight: 54lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing direly applied orb-G-O oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-2-4. (lb)- Max Horz2=37(LC 7) Max Uplift All uplift 100 lb or less at joint(s)15,10.2.8 except 13-134(LC 8), 14=-161(LC 4),11-161(LC 5) Max Grav All reactions 250 lb or less at joint(s)15, 13,10, 2, 8, 2, 8 except 14=276(LC 20), 11=276(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.0psf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOLr1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `%j J 1I 1111I11 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10. 2, 8, 2, 8 `����\�. • C E N S • • �,9��i� except (jt=lb)13=134,14=161. 11=161. Q \, �`•••• 2 i 9) "Semi -rigid pftchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. �- 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 6 designer. LOAD CASE(S) Standard 9�V gr, TE OF 41 A� 1��%%`. FL Cert. 6634 November 15,2013 0WARNING -VeikdalymParrmmd.mdREADMIESON7BISANIINCLUDED M IRKREPBRENCBPAGBEEf-7473BEFORE UENE Dedgnvolldfcruseordywllh MTekcomecfors ltvsdedgnts a only upon parametersstlown arW bforonIMMdud b.Aduxl component. Appllcahlily ofdesiers gn Parametand proper g oporationofcomp mntisresporwblifyofbWdhg del"r-notfnas designer. Brocingshown nforlaterala rtofbdivltlualwebmembersody. AdditionaltempararybmchgtoinsureslaiNdu gmmre ctonis1 responvbltityofAre Addifond brccmg the WOW erector. pemanent of overall struchae is the resporebAdy ofthe budd'ng designer. For general giudorlm regordvg fabrication, quarly control, storage, detNery, erection antl &OCVQ. consult ANsIRPII Quality Criteria, P98-89 and BC51 Bugding Component 6904 Parka East BW. Sa' Information available from Teas Plate kxtgute.781 N. lee Steel, SLgte312- Alexantl4a VA 22314. I}SouOlem Pine (SPl lumber is specified, the design values are Mose effective O6/01/20n by ALSO Tempe, FL33610-4115 JOD Truss I russ Type Uty Ply FIRST BAPTIST CHURCH Tfi021841 71530 PBB SPECIAL 2 1 Job Reference (optional) Scale= 1:31.6 6.00 12 4x4 4 3 4x4 1 5 11 10 9 a 3x4 = 2x3 11 2,r3 II 3X6 = 2x3 11 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rPf2007 CSI TC 0.48 BC 0.29 WE 0.08 (Matra-M) DEFL in Ved(LL) 0.00 Ved(TL) 0.00 Horz(rQ 0.00 (loc) Well L/d 6 n/r 120 7 Mr 90 6 Na n1a PLATES GRIP MT20 244/190 Weight: 58 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cress bracing be installed during trues erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-2-4. (lb)- Max Horz2=80(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 11-133(LC 8),10= 246(LC 4), 8=-133(LC 8), 2=-129(LC 8). 6= 129(LO 8) Max Grav All reactions 250 Ib or less at joint(s) 2, 6, 2, 6 except 11=280(LC 13), 10=415(LC 19), 8=277(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. WEBS 4-10=-313/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opsh h=1Sit; B=45h; L=500; eave=6f ; Cat. II; Fxp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 11111111111/1 5) This truss has been designed for a 10.0 psf bottom chord live load nunconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��� J. 0, �� \Q fit between the bottom chord and any other members. N�•' '' lit E NS • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 11, 246 lb uplift at joint �`1�� 10, 133 Ib uplift at joint 8,129 lb uplift at joim 2,129 lb uplift at joint 6,129 lb uplift at joint 2 and 129 Ib uplift at joint 6. . <- 8) 'Semi -rigid pitchbreaks including heels" Member end fodry model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building = 1 6 •, * designer. = / LOAD CASE(S) Standard 7 TE OF 1U. .COR%�% %% 110 S N A� 81111 FL Cert. 6634 November 15,2013 QWARNING-Verify deignp efe,a card READ NO2BS ON7711SAM INCLUDED WTEKREPERENCBPAGEIBI.7473 BEFORE US& Dedgnvolid for use orgy with MTek comectom This design is based only upon pommetersshown and to for an lndrAdud buldng component. �� Applicability of design parameters and proper htcomoration of component is responslblRy of bW dkg dedgter -Trot toss designer. Bracing shown forlaterd appod of k,divdud web members only. Additional temporary baring to Insure stability durug Construction is Me responsibility of the erector. Additional pennonent bacng of Me overall shuahue isthe resporeb9M of Ma bulding dedgner. For general guidance regarding WOW fabrication quality control, storage, delivery, erection and bracutg, convft ANSIRPII gudih Cdleda. DSB-89 and BCSI Buffing Component 6904 Parke Ee5 BNtl. SateM Inronnahon avoloble from 1. Plate hatft to 781 N. Lee Sheet Suits 312 Alexcndfla VA 22314. If Sou[hem Pine (SP) lumber is specified, the design ar values e,hasa eReefive 06/01/2013 W AISC TamFL pe,not1 115 Job russ NS9 ype LAY Ply FIRST BAPTIST CHURCH 71530 PBC GABLE 2 1 T6021842 Job Reference (op Borst '. Z s aeP" zo,[mnaR lnpYRpa9, lOG M Nov 1 i 11:35:472013 Yager ID:FIjAauGnZdkL6Ac_hCSVXyjgA PJOmS9E40OHghlRKg3C W b16W P9aVeu_nMjLSzylxKs 5-11-15 11-1145 17-11-14 5-11-15 I 6-00 5-11-15 Swle: 3/8'=1' 3x8 �: 2x3 11 6 as SA = 12 11 10 3x4 = 2Ka 11 5x6 = 2x3 II LOADING 41 TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP@007 CSI TC 0.27 BC 0.52 WR 0.06 (Matra) DEFL in Vert(LL) 0.00 Vert(TL) -0.00 Horz(TL) 0.01 (roc) VdeB L/d 8 Nr 120 8 Nr 90 8 Na Na PLATES GRIP Mi20 244/190 Weight: 59 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be irWalled during truss erection, in accordance with Stabilizer Installation aide. REACTIONS All bearings 16-2-4. (lb) - Max Horz2=123(1_0 7) Max Uplift All uplift 100 lb or less M joint(s) except 2=150(LC 8). 8= 155(LC 8), 11=141(LC 5), 12= 164(LC 8). 10= 159(LC 8) Max Grev All reactions 250 lb or less at joint(s) 2, a except 11=337(LC 2), 12=343(LC 13), 10=341(LC 14) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-285/159, 34= 311/260, 6.7= 318/265, 7-8= 291/167, 4-5=-23B/263, 5-6= 245/269 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.1.2pst BCDL=3.Opsf; h=19ft; B 15ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed wind loads in the of the truss only. For to wind to the face), see Standard Industry Gable End Details as applicable,or or colane nsuft qualified building designer perad ANSVTPI'normal 4) Provide adequate drainage to prevent water ponding. ```,�11111111,)jl ,. `� \Q . - �'RF �i� 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6.0-0 oc. ��� NV •• (`i E N ' ••• G �ii ' �,� S�• '92 7) This truss has been designed for a 10.0 Pat bottom chord five bad nonconcurrent with any other live loads. • Q�' i 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6 Tit between the bottom chord and any other members.ZVT 9) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 150 Ib uplift at pint 2, 155 b uplift at joint 8,141 to uplift at joint 11, 164 Ib uplift at joint 12 and 159 Ib uplift at joint 10.10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.,11) See Standard Industry Piggyback Truss Connection Detail for Connection to base buss as applicable, or consult qualified building designer. �p�, OF :�� �` •, x(C \ O P' LOAD CASE(S) Standard �,s'ONA; FL Cert. 6634 November 15,2013 Q WARNING -Peryfyd 19a por vatsand READ N07ES 0N7N1EAND INCLUDED WrrEKREFENPJ9CL'Pe08Hf1-7473 BEFORE USE. Dedgnvalld for use only with MBek connectors This design Bbased only upon paametersshOw and LsforanlrdNldual Windingcomponent. Applicability ofdmlgnparamefersond propenccorporalion ofcomponanlisresporailAiily ofbuldslg dedgler-nottumde4grw. Brocingshown Lsfortateralwpportoftr iNdmiwebmembersoNy. Additionaltemporarybachgto Invaestablityd,atrgcanstmctlm Lstheresporwbtlifyofthe erector. Addifl r Permanent Waring of the overall structure is the resporeUaHy of the bLAdlmg de.4gner. For general tiddalce regard'mg MiTek' faMcalloa quality control, storage, deMery, erection and bating connit ANSIAPII Quality Criteria. DSO-89 and BCSI Building Component 10Cey Information wadable from Teas Plate hutituie, 781 N. Lae Street Suite 312 Alexandda VA 22314. 6904 Parke Eesl BW. It S4utlrem Pine ISP) lumberis specified, the design values are those effective06/01/2013 by A1SC Temps, F1_33610-4115 jobtoss toss ype ty y FIRST BAPTI3T CHURCH T6021843 71530 PBD GABLE 2 1 Job Reference o lional Inc. Fri Nov1511:38:4B2013 Pagel 2-0 3xs 2x3 II 6 3x6 3x4 = 13 12 11 10 30 = 2x3 11 2x3 II axs = 2x3 II Scala: TWA' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCOL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CS' TC 0.51 BC 0.52 WB 0.09 (Matra) DEFL in Ved(LL) -0.00 Ved(TL) -0.00 Horz(rL) 0.01 (lox) Vdefi Ud 9 Nr 120 9 n/r 90 8 rda Na PLATES GRIP MT20 244/190 Weight: 61b FT=0 LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-2-4. (lb) - Max Horz2=-166(1_0 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 8,12 except 13= 260(LC 8),10= 260(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2,8 except 12=313(LC 2), 13=141(LC 13), 10.139(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5— 161/275, 5.6=-161/275 WEBS 3-13=-35MOI, 7-10=352/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed or wind loads in the of the truss only. For studs exposed to wind to the face), see Standanf Industry I 11111//j/', Gable End Details as applicable, or coiane nsult qualified building designer per ANSVIPI'nortnai 4) Provide adequate drainage to prevent water pending. `,`IIII %%% �Q �' O "C? t�, 5) Gable requires continuous bottom chord bearing. ��, N�' •' G E N''• ��� '�� 6) Gable studs spaced at 6-0-0 oc, `SAC`'• �jG : Q?; 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G-0 wide will tit between the bottom * '• = chord and any other members. * 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8.12 except Gt=lb) - 13=260, 10=260. 10) Semi -rigid pltcnbreaks including heels' Member end fixity model was used in the analysis and design of this truss. T E OF : 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.% G", 414/` LOAD CASE(S) Standard `,, ,,,'�SS�ONA� % FL Cert. 6634 November 15,2013 0WARNING -VerifgdeignPar aaa,andREADNOTESON7WSANDINCLUDEDAII7EKREFERENCBPAGE6BI.7473BEFORE USE. De%g volid fm use only with MTek correctors ThS deignisboed only aeon paametersshown and is for aninlmdual buld'vng component. Apptbabuty of deign parameters and proper ncorporaffon of componemisresporwbVM of bwlding desgner -not has designer. Bracing shown isfolaterda podofndividualwebmembersonly. Adddbrlattempaarybracngtolousesta 03ydoingmmtmollon Lstheresponvbllil offhe erector. Addliond permanent bracng at tho overall structure isthe responatoMy of the buQdbg deegrter. For general gudmce regarding MiTek' felo,im tort qu ffly control, stooge, delNery, erection and Gaci g c f ANS171PI1 Oualily CYRefla, DSB-99 and Bar Building Component 6904 Pe4re Ees[ Bfrd. D Sauthem Pin (SPA m6errs�Plate trutiMe. 781 N. Lee Sheet suits Alexarndda, VA 22314. apeciNed, the designvalues are those effective OG/OI/2013 by ALSC Tampa, FL Ml 0.4115 Job rU6S rus5 ype Ty FIRST BAPTIST CHURCH T6021844 71530 PBE GABLE 6 1 Job Reference (optional) ruAq inc., Pon r'.. rL : vso! Inc. F4 Nov 1511:38:49 2013 0 05 = 3x4 = 10 9 8 3x4 = 2X3 II 5x6 = 2x3 II Scale - 1:31.6 Plate Offsets(X.Y): f9:0.3-00-3-01 LOADING(psf) SPACING 200 CS] DEFL in (loc) Vdee L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Ven(LL) -0.00 7 n1r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Ved(TL) -0.01 7 n/r 90 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(TL) 0.00 6 Na n/a BCDL 10.0 Code FBC20101TP12007 (Matra) Weight: 62 lb FT=O% LUMBER BRACING TOP CHORD 2c4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 Mirek recommends that Stabilizers and required cross bracing be installed during truss emotion, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-2-4. (lb) - Max Horz2=186(1_0 7) Max Uplift All uplift 100 lb or less at joint(s) 2,6 except 9=-121(LC 8), 10= 3G6(LC 8), 8=-306(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2, 6 except 9=402(LC 2), 10-475(LC 13), 8=474(LC 14) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-9=-273/157,3-10=3911352,5-8=390/352 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none] to the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVFPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-3-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 6 except Qt=m) 9=121,10=306, 8=306. 9)'Semi-rigid pachbreaks including heels' Member end fairy model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Q�\� \ G E NSF Cy2. i 1 6 S,1 TE OF p�s9/0 E�`%% FL Cert. 6634 November 15,2013 Q WARNrNG-Verifyd (gnpmmndarsand Rpen NOTESON7MSA=LfiCLUOEOrMEKREFERENCEPAGEJM7473B OREGSE. Dejnvalid for use only with MTek carrectom lids design bbased only upon m poraeterssnown and is for anhxiivldual budding component. Appl cabllity, of design and Incorporation br®tlhg designer-nothez designer. Bracing ' parameters proper of camponentis resporwbility of shown b forlaterd ss4)porl of bx8vidual web members only. Additiarwl temporarybacixl io invaesteb9ily d,4V canhuctlm tithe resparssb0lity of the erector. Additional pormonenl txaciisg of Me overall strucb re ethe respombOHy of the building designen For general guidance regardhg ROW fabrication, quality control, storage, delivery, erection and bracing, 00rsv9t ANSIAPII Quality Oileflo, 0.5E-89 and BC51 BUBdng Component leaf Information wadable from Tins, Plate Institute, 781 N. Lee Sheet SWa312 Alexandria VA 22314. 69N Parke East BW. If SauI Pine(SP) lumberis s died. Me design values are these effective 06/01/2013 by ALSC Tempe, FL 83810-4115 A F. Job I MS toss ype Uly Ply FIRST BAPTIST CHURCH T6021845 71530 V4 VALLEY 1 1 Job Reference optioned) r.dav a Sep 27 2012 Mil ex Indusbao, Ina Fn NW 1511:38:49 2013 Pagel ID:sl pQxKKS2a02uGpBh?Tj?yc74J-LhSgMBUeI H74?SgSE6gbONWLDxszYIHEgCSAsytwKq 3x6 = 2 3xd G 3x4 4* Saga. 1:7.8 Plate Offsets MY), r2:0-3-0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 Na Na BCDL 10.0 Code FSC2010/TPI2007 (Matrbr) Weight: 11 lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=88/4-0-0 (min. 0-1-8),3=88/4-0-0 (min. 0.1-8) Max Horz 1=-30(LC 6) Max Upliftl= 58(LC 8), 3= 58(LC 8) Max Gmv 1=102(LC 2), 3=102(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudina. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. Mi rok recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=l0ft B=45ft; LSOft; eave=6ft; Cat. II; 3) Exp CC; End., GCpi=0.18; MW FRS (directional); Lumber DOI^7.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. 7) 'Semi -rigid pitchbreaks including heels' Member end fbaty, model was used in the analysis and design of this truss. LOAD CASE(S) Standard If 1 6 :-sV TE OF 'IIJ a�. 4e7: ,O N A ���%% FL Cert. 6634 November 15,2013 Q WARNING -Verify design panmae . and READ NOTES ON731ISAND INCLUDED I=EKREFERENCEPAGEMU-7473 EEFORE USE. Deslgnvolld for use only with Mgek connectors. TrIs design lsbaad only upon porcmetersstlown and a for an indNidud burdIng component. Applicabrrty of deSgn parametemand proper ncorporation of componentarespon ry of bWdhg deigrler-not truss desgner. Oacirlg shown ¢fwldwcda4voloflntllvldwlwebmembeaoNy. AddMomltemporarybacugloinuaesta ftydurhgeonttsuclionisthere$porwblllityofthe erector. Addiflorwlbrac'eeggofthe is/treresporeblIityof MOW permanent overodstructure the buildingdesignmFor General gludarxeregarding fobioaflon. quality control, storage, tlelvery. erection and brccIrQ conv.dt ANSVIPU 9udity Criteria, DSM9 and SCSI Braking Cwnponenl S1112 InformcHon wa3able from Truss Plate IsotihRe. 781 N. Lee Street But. 312 Alexandra VA 22314. IFs them Pine (SP) lumber is Wacrfied, the design values are Mace effective O6/01/2013 by ALSO 6904 Parke Ee5 Blvd. Tempe, FL 33610-4115 Joe cuss mss ype ly y FIRST BAPTIST CHURCH 71530 VB VALLEY 1 1 T6021846 Jab Reference (optimal 3r4 G M1 4x4 = ". a pep er LUl x Mn ek lnduatles, Ina Fa Nov 1511:38:502013 Pagel ID:sl pQx W S2a02uGpBh?Tj7ryc74J-gti2VDC7NLPshBGO?ydvSDvidMdFF i?yRTKy?ilylwKp 3x4 Scale =1:15.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (k Udell Ud PLATES GRIP TCLL 20.0 Places Inceease 1.25 TC 0.30 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WE 0.04 Hom(rL) 0.00 3 Na n/a BCDL 10.0 L Code FBC2010/rP@007 (Matrix) Weight: 25lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 1=10718-0-0 (min. 0-1-8), 3=107/8-0-0 (min. 0-1-8), 4=219/8-0-0 (min. 0-1-8) Max Hor 1= 73(LC 6) Max Uplittl= 90(LC 8), 3=90(LC 8), 4= 103(LC 8) Max Gmv 1=125(LC 2), 3=135(LC 14), 4=250(LC 2) FORCES (Ib) - Max. CompJMsx. Ten. -All forces 250 Qb) or less except when shown. S Wctuml wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 710; Vuk=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h--lg0; B=15fl; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directions); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1, 3 except Qt=b) 4=103. 7) 'Semi -rigid puchlereaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 15,2013 Q WARNING-Ver%Fy d-1gnpoTmnetera.dRB6D NOTES ONTNISAND INCLUDED IMISKREFERENCBPAGEm-74m BEFORE LEIS. Designvolid for use only with Mnek care low This design is based only upon paametasshow% and Is fax an i WMduot buldfg component. AppbabiONofdedgnpaametersaWpropwhcogpo nofcamponentisresponsb911yofbtildgdesigrler-mtl wd"gmT.&Cdgshown �� hforlwerdl ppodothdiN ualwebmembenoM/. AtldMm oral teporay tracing to lnvaestalYOy cluing construction is the resperabillity of the erector. Additional Pemonenibrachg of the overall structrae is the respornbOky of the Wang designer. For garxxol guidance regarding MiTek fabric ationnationty coicohfrmge. Plate erection 81 treeing.aonssdi ANSipPil Cliffedo. and 8C51 Bullring component le hem Trisss Mated, Institute. N.n Lae 5treef. 312 e VA Safety Information avo(SP) 6904 Parke East BNd. Ule lu U6wMem Pine (SP) lumberisspecinetl, Me design values are Muse effective O6/Ol/2013 W ALSC design f five 0 /20 Tampa, FL 33610,1116 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/ldr For;4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTak 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Industry Standards: ANSVTPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 f dimensions shown in sixteenths scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETrERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1 311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MITek0 All Rights Reserved MiTek� MTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 'stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camberfor dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and she, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purilns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less. K no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Instal and load vertically unless Indicated otherwise. 18. Use of green or heated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.