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125, 129, 133, 137 OCEAN GATE DR - NEW QUAD HOME - .,2 0,9 5-3 /259, /2_S5, /262 ) Perms., NOTICE OF COMMENCEMENT FILE COPY State of Florida Tax Folio No. County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved :38-2SE-29E-7.41 B De Castro Y Ferrer Grant PT Recd OR-16531-2248 Block 5- Lots#24,#23,#22,#21 Address of property being improved: General description of improvements: Construct new 2 story Quad "O"-(4-attached single family homes) Owner: Beaches Habitat Address: 797 Mayport Rd., Atlantic Beach, FL 32233 Owner's interest in site of the improvement: 100% Fee Simple Titleholder(if other than owner): Name: Contractor:201 Mayport Construction Management,LLC (FL.#CGC-1506666) Address: 2768 State Rd.#701, ,Atlantic Beach, FL 32233 Phone No.: 904-334-1202 Fax No.: 904-241-4310 Surety(if any): Address: Amount of bond $: Phone No.: Fax No.: Name and address of any person making a loan for the construction of the improvements: Name: Address: Phone No.: Fax No.: Name of person within the State of Florida,other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Phone No.: Fax No.: In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Phone No.: Fax No.: Expiration date of Notice of Commencement(the expiration date is one (1)year form the date of recording unless a different date is specified): Warning to owner: Any payments made by the owner after the expiration of the notice of commencement are considered improper payments under Chapter 713, Part 1, Section 713.13, Florida Statutes, and can result in your paying twice for improvements to your property. A notice of commencement must be recorded and posted on the job site before the first inspection. If you intend to obtain financing,consult with your lender or attorney before commencing work or recording your notice of commencement THIS SPACE FOR RECORDER'S USE OWNER Q-c Pate:-- 4' Ck -r"`' Signet — �—�f' '+/v IIS Before rr(e this 0`i-41' day of I' I in the Con of Duval, State of Florida, has personally appeared NA/4 Notary Public at Large, State of Florida, County of Duval 0J My commission expires: (--"1'ersonally or ro uce n I ic Known a Ion: Doc#2015089379,OR BK 17138 Page 231, �''• Number Pages: 1 _ �'' JOYCE M.FREEMAN Recorded 04/21/2015 at 08:32 AM. 1 i, � Notary Public-State M F$odda ( / Ronnie Fussell CLERK CIRCUIT COURT DUVAL _ My Comm.Expires Jo 10,2017 COUNTY ',,N,4te s' Commission 1/EE 11M>o7 RECORDING$10.00 FILE COPY 12 Turner MAIN Onicst 480 EocEw000 MENDE,SOUTH, JACKSOIVLLE,FLORIDA 32205 Pest pro 904.3551395•Fp..804.353.1458!Tots FNu:BQp.-2254.5345•www.7VR$ERrR$i,COM P.MARrt,GA.-912-5761M OCADS,Fu.-862.3514386 C3 Control SAMNA Rum F .-388.7884303 Porn Si.Luca,Fu.-772492-0078 What's Bugging You? Mamma,Fu.-321-951-9925 TAMPA,Fu.-113-881.6301 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.uired by Florida Building Code.FBC 104.2.6) Address: 137 Ql n�W.6-w4e- _. ._- . Lot: >l Block: r Date: 6 - / ALL STRUCTURAL CHANGES IiORA-CARL'"Ignnitiridc (Wood Treatinc'nt) ARE TO BE REPORTED Product Used FOR RETREATMENT • j)islldium()elaborate Tctrahydr.tre 23%Active Ingredient Chemical used(active ingredient) Percent Concentration Application will be perfu_rmed..onio structura1N_ocicl xt tilled-inr stagr of.colibttu1 J to Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BORA-C.ARE lenniticide applicMic'n sl,.all be applied according to EPA rcgistrared label directions as stated in the Floridauilding Code Section 18 l6,1. (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) • ©Turner MAIM Onla[:480 EOGEWOOD AVENUE,SOUTH, JncvsolmuE,FLORIDA 32205 MN Pest PARK;954.355,53DQ•FAT 994-353.1488•To«.FALL$10:22.5-530.5•www,ivmsAHir,g9v ST.M MITS,6A.-912.576.1300 Oulu,Fu.-352-351-4386 ©Control DATUM BEACH,Fu.-386-711.1303 Pan ST.Luck,Fu.-772492-0878 What's Bugging You? Mlasousst,Fu.-321-951-3325 TWA,Fu.-113.181.6381 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.uired by Florida Building Code.FBC 104.2.6 Address:J 3 3 !)c rt _- Lot: Z Z Block: Date: c" S'/ ALL STRUCTURAL CHANGES BORA-CARL•'lcnuiticicle(Wood'treatment) ARE TO BE REPORTED Product Used FOR RETREATMENT Thstujium Octabnratc Tettghydr.uE 23%Active Ingredient; Chemical used(active ingredient) Percent Concentration Application will be.perfortuct onto strstst1!Litli'_EEOd:►1 drit_d_in stage of coustrus ion Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) KORA-CARE ieriniticide applicaticnt shall be applied according ts?1:PA registrated label directions as stated in the Florida.iuilding Code Section I IZ (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) ERTurner MAIN OFFICE:480 EocEwoo0 AVENUE,Soule, JACKSONVILLE,FLORIDA 32205 Wri Pest Pam.;81935.315880•F+w 804.353.1488•Too Fj> $yl•225r530.5•www,TwomusaST,cm, ST.MARTS,GA.—912-576.1395 OcAu,Fu.-852-351-4385 Control DATTOMA 8EACH,Fu.-386.788.8303 Poo ST.Lunt,Fu.-712-802-0078 What's Bugging You? Matcusas,Fu.-321-951-3325 TAMPA,Fu.-8134814381 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.aired by Florida pBuilding Code.FBC 104.2.6) Address: ZS D c-ku-+,( !3-t.l Lot: t` �3 Block: Date: ALL STRUCTURAL CHANGES BORi-fr_ARL•"l rntiticidc(Wood Trcattin.ot) ARE TO BE REPORTED Product Used FOR RETREATMENT j)isoElium_Octahoratc Tctr_ihydratc 23%Active Ingredient Chemical used(active ingredient) ■ Percent Concentration Application will be perforated uato ctrttrtural wool 40 driKtl—in.stage nfconstruj.t n Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BORA-CARE'lermiticidc ap t kaiicnt shall be applied according to EPA rcgistrated label directions as stated in the Florida Building Code Section 1816.JA (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) • • FILE COPY DTurner Mom Oralca:480 EDGEw000 Maim,SOUIN, JACISOSVILLT.FRoao)32205 Effl Pest Eiins. 9P4.383 1D0•Nos 904.353.1488*Jos F a 811.-2i;5�530.6•www,tvassarast,cem El Control S.MANS,6A.-912-576.1300 Ocas,Fu.-862.351-4386 Comma 9tAa1,F .—386.788.8303 Polo ST.Luca,Fu.-772-692-0078 What's Bugging You? Manumit,Fu.—321-951-3325 TAMPA,Fu.-813.8814381 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.uired by Florida Building Code.FRC 104 2.6) Address: 1+- 4c2,tw. .-- 'J L C o--1�. _. Lot: -Y — Block: - — Date: ALL STRUCTURAL CHANGES liOlt 1-,ARE l rmiticide•(Wood'Frcattns'nt) ARE TO BE REPORTED Product Used • ' FOR RETREATMENT J)isndittm Octaboratc TctEgliyidrate 2,3%Active Ingredient Chemical used(active ingredient) , Percent Concentration Application Will be perlur n i»tto structural w_outl at dri1d1in stags nfcc»isttu�4ji1» Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BORA-(;ARE'Icnniticide application.4 in be applied according tP EPA rcgistratcd label directions as stated in the Florida Building Code Section I#t 16.1A (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) FILE CO7Y May 2, 2015 Kayle Moore Deputy Director, Public Utilities City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Mr. Moore, I have submitted a building permit application for a Quad at: Blk.#5 -Lots#21 thru#25 #125,#129,#133,#137 OceanGate Drive, COAB. Beaches Habitat will not be installing a fire sprinkler in this structure. In addition,pursuant to our HOA documents we will be installing an irrigation system. Please give me a call at: 904-241-1222 or 334-1202 if you require any additional information. Sincerely, Robert Peterson, Construction Director Beaches Habitat 06€4n MAW zr ZZ-r3 ffYx q0.2 = 17fl / Y H9 X30 -Ivp ia f4 dam ly I X? 7;. / 47 id.rsu- 1.7 X4'0 e- (no 3170 /64• p� /�"�` / X.7o 71K/1 ; flry 272.1 - .1:7,1 fo /0 x 19.6 -.v //f pa�r¢vr , it t cfYaL k =/16i 4= 0,2 6 / JULIUS LEE PE. RE: 671406- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity Project Name: 671406 Model: Quadplex Lot/Block: . Subdivision: Oceangate Bldg 0 Address: 125,129,133,137 Oceangate Drive City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 3 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest a proval dates supersede and replace the previous drawings. No. Seal# Truss Name Date 11 19818414 F11 5/17/015 12 119818415 1F13 15/17/015 1 13 1 19818416 1F24 1 5/17/015 ** SHOP DRAWING REVIEW** the shop drawings to which this stamp is affixed h-•. Pen reviewed for compliance with the design intent of the strict.Jra! Cn, r,i"•-+no nrnnared by r and the Pr.fess!on ' r'noin°..e- identified below. Thi acknowledgment does not lessen tt;c csniegat.ed Fnriineer's responsitY ties associated with the orept,r.?iinr. of said doc!eme'nts, nor relieve him or er from errors or orr.ssions within tthf z' e PPROVED 0 APPROVED NO., • °-f4 T 1' PROVED Wir70(11 Vtit e0,41 /( ,71/ The truss drawing(s)referenced above have been preparedly MiTek \\� S+ Sl I/ //,� Industries, Inc. under my parameters N direct supervision based on the arameters \"� \ . .••••.K �� provided by Builders FirstSource(Jax). ` �J .• NSF .. $' • Truss Design Engineer's Name: Julius Lee aa, _ o 34869 My license renewal date for the state of Florida'is Feb"rt1 y 28, 2017. — • t•� ..... . `� NOTE:The seal on these drawings indicate acceptance of %0 STATE OF w professional engineering responsibility solely for the truss • components shown. The suitability and use of this component % S••FtoR+o P. �ij\�� for any aper ANSI /TPI u 9 Chapter 2 17,2015 onsibility of the building �//, ��IVA�-May designer, 1 of 1 Julius Lee Job Truss Truss Type Oty Py 19818414 671401 F11 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Sat May 16 09:56:16 2015 Page 2 I D:_BkMQ OgtCcvBY V7rn4?iyCCyTOxk-5SS H2TSVZ0F9VaO4M sr0tEglfSW PCAb?IbeZJt2Fypj LOAD CASE(S) Concentrated Loads(Ib) Vert 21=-684(B)22=-207(B) 3)1st unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=-10,1-7=-100,7-10=20 Concentrated Loads(Ib) Vert:21=-684(B)22=207(B) 4)2nd unbalanced Floor Lumber Increase=1.00,Plate Increase=100 Uniform Loads(plf) Vert 11-20=-10,1-7=-20,7-10=100 Concentrated Loads(Ib) Vert 21=-764(8)22=-287(B) 5)3rd unbalanced Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=10,1.7=-100,7-10=-20 Concentrated Loads(Ib) Vert:21=-684(B)22=207(B) 6)4th unbalanced Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=-10,1-7=-20,7.10=-100 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(B) 7)1st chase Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=10,1-5=-100,5-7=-20,7-10=100 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(B) 8)2nd chase Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) • Vert 11-20=-10,1-4=-20,4-10=-100 • Concentrated Loads(lb) Vert:21=-764(B)22=287(B) 9)3rd chase Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 11-20=-10,1-9=-100,9-10=20 Concentrated Loads(Ib) Vert 21=-764(B)22=-287(B) 10)4th chase Floor Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=10,1-7=-100,7.8=20,8-10=-100 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(B) 11)5th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=10,1-5=-100,5-7=-20,7.10=-100 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(8) 12)6th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=10,1-4=-20,4-10=-100 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(B) 13)7th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:11-20=10,1-9=-100,9-10=-20 Concentrated Loads(Ib) Vert:21=-764(B)22=-287(B) 14)8th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=-10,1-7=-100,7.8=20,8-10=-100 Concentrated Loads(Ib) • Vert:21=-764(B)22=287(B) • • • • 1 ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional pemtanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 O'Onotrio Drive,Madison,tVl 53719. • Job Truss Truss Type Oty Pb 19818415 671406 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Sat May 16 09:56:16 2015 Page 2 ID:_8kMQOg I£cvBYV7m4?iycCyTosk-5SSH2TSVZOF9VaQ4MsrOtEgF DsSaC B5?IbeZJtzFypj LOAD CASE(S) Uniform Loads(pH) Vert 7.14=-10,1-4=-100,4-6=-20 • Concentrated Loads(Ib) Vert:15=-800(B)16=-287(6) 4)2nd chase Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:7-14=10,1-3=-20,3-6=100 Concentrated Loads(Ib) • Vert:15=-800(B)16=-287(B) 5)3rd chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pH) Vert 7-14=-10,14=-103,4-6=-20 Concentrated Loads(Ib) Vert 15=-800(B)16=267(B) 6)4th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(pit) Vert:7-14=-10,1-3=-20,3-6=-100 Concentrated Loads(Ib) Vert:15=-800(B)16=287(8) • • • • • • •it ii � I ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII awllty Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 DOnofno Drive,Madison,WI 53719. . -- cni) 6 a D —Di -� r ° r!JP— D d ■ D °' iIr � N m g g iii r711 2 ii � 0 � o a c co v m Z n CO m o a n , -—C CD (m^D � L' D Cp 3 D O m —m CI- no a C1 0 O //�� ° 3 p 3 3 p 3 0 3 j O N afpG�(��� m ° w c a � �•.< (Zj �o s m o� c. n o °_ 3-o vim Z C°0370 (1)° p 0 0 3 ^a n. n'° m o' (D (n a(D 3 C vD co 0--c) (/D 3 D (n 0-_.-p co C d C (D (D .A o N n'v a) ' (D ° ° N r.„x„N O vp^, - N N 7 -I`G O p X C m Z 8.0 -001-1; o1. 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N a m N J u) (E) a) of j (ci m o ma m m m ON (o5 3 m ( J 0co 3.(DO m(o -v vri• 5' (D a C p o J O a a j N.N N 61 a a a o 61 N T r) 6 Q m 0 ND ^d 0 �' N ° J . J O 01 01 z 01 ( J �, m am 0 30 3 m 1 0 r■ CD CA • JULIUS LEE PE. RE: 671406- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity Project Name: 671406 Model: Quadplex Lot/Block: . Subdivision: Oceangate Bldg 0 Address: 125,129,133,137 Oceangate Drive City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 52 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 19771376 CJ01 5/8/015 18 19771393 F10 5/8/015 2 19771377 CJO2 5/8/015 19 119771394 F11 5/8/015 3 19771378 CJO3 5/8/015 20 119771395 F12 5/8/015 4 19771379 CJO4 5/8/015 21 119771396 F13 5/8/015 5 19771380 CJO5 5/8/015 22 119771397 F14 5/8/015 6 19771381 CJO6 5/8/015 23 119771398 F15 5/8/015 7 19771382 EJ01 5/8/015 24 119771399 F16 5/8/015 8 19771383 EJ02 5/8/015 25 119771400 F17 5/8/015 9 19771384 F01 5/8/015 26 119771401 F18 5/8/015 10 19771385 F02 5/8/015 27 119771402 F19 5/8/015 11 19771386 F03 5/8/015 28 119771403 F20 5/8/015 12 19771387 F04 5/8/015 29 119771404 F21 5/8/015 13 19771388 F05 5/8/015 30 119771405 F22 5/8/015 14 19771389 F06 5/8/015 31 119771406 F23 5/8/015 15 19771390 F07 5/8/015 32 119771407 HJO1 5/8/015 16 19771391 F08 5/8/015 33 119771408 HJO2 5/8/015 17 19771392 F09 5/8/015 34 119771409 T01 15/8/015 The truss drawing(s)referenced above have been prepared by MiTek `\\�\`` " s s I1���� Industries, Inc. under my direct supervision based on the parameters . \ �\v •••••.K provided by Builders FirstSource(Jax). )J•' NSF *; * � Truss Design Engineer's Name: Julius Lee _ 0 34869 • My license renewal date for the state of Florida is February 28, 2017. _ /., / NOTE:The seal on these drawings indicate acceptance of STATE OF / / professional engineering responsibility solely for the truss STATE components shown. The suitability and use of this component �� • �oR10 for any particular building is the responsibility of the building • designer, per ANSI/TPI-1 Chapter 2. � 'r r i i i i\\May 8,2015 1 of 4 Julius Lee RAJ I IUD, ILUSO 1yW 0 u+'1 ''7 19771376 171406 CJO1 JACK 6 1 Job Reference(optional) Builders FKstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:4921 2015 Page 1 ID:_8kMOOg lCcvBYV7 m4?iycCyToxk-r5u HD IX5sH2GFAUDCsJX9CkH5eQ In8ZXK7RjrKQzl bgC I -2-0-0 I ' 1-6-0- I 2-0-0 Scale=1:6.9 3 3.00 •12 �/ 2 I`/ X , 6 Bt d Ti 1 4 3x4 = 1 1-6-0 I 1-6-0 Plate Offsets(X,Y): f2:0-3-7,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 8 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=195/0-3-8 (min.0-1-8),4=-24/Mechanical Max Horz 2=61(LC 8) Max Uplift 2=-255(LC 8),4=32(LC 2) \\ l I I i I J/ Max Gray 2=237(LC 2),4=50(LC 8) \\\\\\;``S c � /////, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. V • S.••• �� J� ,CENs$. .y� '- NOTES (6-8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions * / is 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 J 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _'T /�' I re 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 4.• -�......will fit between the bottom chord and any other members. 4/4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 255 Ib uplift at joint 2 and 32 Ib uplift at STATE OF joint 4. •• .FLORIOP • /�� 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / S� `v�� 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any // t \\ 7)Note:Visually building d lumber designation responsibility of the P,re building designer per ANSI TPI represents new lumber design values referenced s per SPIB.the building code. ////O NIA,-1\\\\� Visually 9 Pr 9 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard it- .8,201! A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8111.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design commenters and proper incorporeeon of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsitillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSViPII Quality Critelli,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Orafno Drive.Madison,1M 53719. MU I Iubo rIUD*ryi/O .[.7 ,'7 19771378 171406 CJO3 Jack-Open Truss 8 1 Job Reference(optional) Builders FiCstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 094922 2015 Page 1 I D:_8 kMQOgICcvBYV7m4?iycCyToxk-JH SfOeXjdaA7tK2PmZgADgGRs210tOnTM5SOsszlbgB I -2-0-0 I , 5-0-0 I 2-0-0 5-0-0 Scale=1:13.4 3 3.00 12 2 Ti .1 li cam? B1 �I dI 1 4 ►► 354 = 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 18 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=80/Mechanical,2=251/0-5-8 (min.0-1-8),4=24/Mechanical Max Horz 2=98(LC 8) Max Uplift 3=90(LC 12),2=-251(LC 8) Max Gray 3=98(LC 2),2=302(LC 2),4=71(LC 3) \\\1 1 1 1 I II I j //// 0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \vS• S.K- NOTES (6-8) \�\,J� ICENSF.•- �„ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., i GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions - W * * shown;Lumber DOL=1.60 plate grip DOL=1.60 _ r a 34869 • _ 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 �n •�(�' ]+� will fit between the bottom chord and any other members. ; t L/VrJ Z 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 lb uplift at joint 3 and 251 lb uplift at -- IQ joint 2. STATE OF ■ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' c- OR10 . `�\ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any S"s •, P..�C \\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. f/� / ` \\ 7)Truss Design Engineer: Julius designation SP,Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL '/ / N I l t' 1��` 9 9 33435 LOAD CASE(S) Standard May 8,201! A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-09 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 53719. • Iruae rtusoType 'try riy 19771380 S71408 CJO5 Jack-Open Truss 8 1 Job Reference(optional) Builders FirrtSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 09:49:22 2015 Page 1 I D_8 kMQOg I CcvBYV7 m4?iycCyTox k-J H SfQeXjdaA7tK2PmZgADgGR_2n BtOnTM 5SOsszlbgB I -2-0-0 I 3-0-0 2-0-0 3.0.0 • T Scale=1:10.2 3 r 4.00 12 n i 2 - T1 rn gB1 d ID 2x4 = 4 1 '/ I I 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 12 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=24/Mechanical,2=210/0-3-8 (min.0-1-8),4=14/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-36(LC 12),2=-232(LC 8) Max Gray 3=29(LC 2),2=254(LC 2),4=42(LC 3) \\\1011111/0.// FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\_\`��OS S•K . NOTES (6-8) ∎\.v \GENSF•••.c(■ i 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., i GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions _ * •• shown;Lumber DOL=1.60 plate grip DOL=1.60 a 34869 — 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 _- •.��' Ce - will fit between the bottom chord and any other members. Vt/r� -. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 232 lb uplift at -- vs : L joint 2. - •. STATE OF 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• p •r" -Z 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any S • l-ORIO - •av�,, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /i7/S�O I�1 �`�\� 8)Truss Design Engineer:Julius Lee,PE:Florida P.E. icense No.34869: dd Address: Costal Bay Blvd.Boynton Beach,FL /y/// '1 IA`s \\ 33435 LOAD CASE(S) Standard May 8,201! ■ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI<REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i_ is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and brectng,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Orwfrio Drive.Maa'son.Vd 53719. ..,., I"a., 1iva0rype vi), my 19771382 1714003 EJ01 Jack-Partial Truss 8 1 Job Reference(optional) Builders Fgst$ource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:23 2015 Page 1 ID_8kMOOg ICcvBYV7m4?iycCyToxk-nT?l e_YLOuI_VUdbKGLPI I pX7S2ZcT1 daICyOJzIbgA I -2-0-0 I 7-0-0. I 2-0-0 7-0-0 Scale=1:17.2 3 B1 3.00 A - 0 Ti 4 2 4 Oil'11 3x4 = I 7-0.0 I 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.12 2-4 >663 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.21 2-4 >379 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ROT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=131/Mechanical,2=298/0-5-8 (min.0-1-8),4=34/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=-93(LC 12),2=-183(LC 8) Max Gray 3=160(LC 2),2=358(LC 2),4=101(LC 3) \\\1011 I I I/11 y// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \`\\ \'S S.K , NOTES (6-8) -' 1 •‘CENSF'<N��'. 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., - GC 1-0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber * '• DOL=1.60 plate grip DOL=1.60 .r s 34869 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ..-.: "-•T1 .��� �� • CC will fit between the bottom chord and any other members. N 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 183 lb uplift at �� •. �(V` joint 2. STATE OF -- 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r •. F N 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any S1 • L ORIO () -� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �1, 1 ����� 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // N A1- \\ 8)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL //1 I I i i I 1 \ \ 33435 LOAD CASE(S) Standard May 8,201( � t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED Ali TEA REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Apphcability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control.storage,delivery.erection and bracing,consult ANSyTP11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.VN 53719. PW iruaa rruaa1yyc laity Vly 19771384 171406 F01 GABLE 4 1 Job Reference(optional) Builders Fi,tSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 09:49:25 2015 Page 1 I D:_8kM QOg1 CcvBYV7m4 7iycCyToxk-js7n2gabwVYiknn_Rh OtgSuOH Fg14Nzw23h 2TBzl bg8 Scale a1:33.1 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T7 _i.Bii 1 i SV Sii. Y• 11•.1i. SV V i Y 6l S 1 ii 4• 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 34= 34= 3x3 = 1 1-6-12 1 2-10-12 1 4-2-12 1 5-6-12 1 6-10-12 1 8-2-12 1 9-6-12 1 10-10-12 1 12-2-12 1 13.6.12 1 14-10-12 1 16-2-12 i 17.6.12 1 18-10-12 119.9-8 i 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:89 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 19-9-8. (lb)- Max Gray 18 All reactions 250 lb or less at joint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, \\\\1 y I I I 1 I J///// \vS S.K 1/,, FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. \�� `� •• ,� 10ENSF •�� NOTES (7-9) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. a 34869 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �(� — 4)Gable studs spaced at 1-4-0 oc. — ,O •. '.' • W - 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 70 • l ...... 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. -- fj :�41/ Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any • \ N. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 61 •••• •-OR10 r •• 0\-'•8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �i/ v ��\\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL //// NIA`-,\\\\\ LOAD CASE(S) Standard May 8,201'. I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing.consult ANSU7PI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute.583 17Onofrio Drive,Madison,WI 53719. S71406 F03 Floor True 2ry 1r-ny 1 19771386 Job Reference(optional) Builders FeetSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 mires Industries,Inc. Fri May 08 09:49:26 2015 Page 1 ID:_8kMOOg ICcvBYV7m4?IycCyToxk-C 2hAGObDhpgZMxMA?Pv7NgR0ifzgpil3HjQc?dzlbg7 0-1-8 H I 144) i I 1-9-p I i 1-8-0 1 0-148 Scale=1:33.5 4x4 = 1.5x3 = 1.5x3 II 5x8= 3x5= 1.5x3 I I 1.5x3 II 1.5x3 = 1 2 3 4 5 Ts 6 7 8 9 10 11 424 i1 a-e /II`-I\ , • /..\\ ''� 25 4 IF191 22 21 20 0 18 17 16 15 14 13 1.5x3 11 4x4 = 3x4= 1.5x3 II 3x5= 4x4 = I 6-1-8 1 19-9-8 I 6-1-8 13-8-0 Plate Offsets(X,Y): (11:0-1-8,Edge1,117:0-1-8,Edpe1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.24 15-16 >664 240 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 105 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS (lb/size) 23=328/0-5-4 (min.0-1-8),12=740/0-3-4 (min.0-1-8),19=1069/0-3-8 (min.0-1-8) Max Gray 23=356(LC 3),12=745(LC 7),19=1079(LC 8) \\\x`1 1 1 I I I////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \v S S•K //, TOP CHORD 23-24=-357/0,1-24=-356/0,12-25=-741/0,11-25=740/0,1-2=281/0,2-3=-483/0, -\\ --\\� ••• , 3-4=-483/0,4-5=-765/0,5-6=-1931/0,6-7=-1931/0,7-8=2152/0,8-9=-2152/0, v \CENs . ••.% 9-10=-1698/0,10-11=-732/0 BOT CHORD 21-22=0/483,20-21=0/483,17-18=0/1404,16-17=0/1931,15.16=0/1931,14-15=0/2011, ■ * ••* S 13-14=0/1369 _ ! is 34869 WEBS 4-19=-1072/0,1-22=0/357,4-20=0/460,2-22=-275/32,11-13=0/944,10-13=-885/0, • 10-14=0/457,9-14=-435/0,7-15=-111/404,4-18=0/890,5-18=-921/0,5-17=0/785, — -1:3 i.' j .. t _, 6 17=-339/0 NOTES (6-8) �� STATE OF Z�� 1)Unbalanced floor live loads have been considered for this design. \ -Z 2)All plates are 3x3 MT20 unless otherwise indicated. •••F1-ORIO P •0 "' 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �`\\\ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. !! /ON AI.�. \\ Strongbacks to be attached to walls at their outer ends or restrained by other means. /•//III 1 10\ \ 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201; ■ • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,deivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Idly rig 19771388 171406 F05 (Floor Truss 6 1 Job Reference(optional) Builders Fagt$ource, Jadisonvi■e,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:27 2015 Page 1 ID:_BkMQOgI CcvBYV7m4?iycCyToxk-gFFYTLbsS7oQz5xMZ6QM BF31zY81DVNA9X4zlbg6 0-1-8 • H I 130 I l- i I 1-11-0 i 0-48 Scale=1:27.0 4x4= 4x4= 1.5x3= 3x4 = 4x4=1.5x3 I I 3x3 = 1.5x3 I I 3x3= 3x4= 1.5x3 = 1 2 3 4 T1 6 7 8 9 ill ii •se Ardel#Illir NM Al a - NI AL'. AL II .C117 5 ■ n 17 16 15 14 13 12 11 3x3 = 4x5 = 3x4= 4x4= 1.5x3 II 3x5= 3x4= 4x5= 3x3= I 15-11-8 I 15-11-8 Plate Offsets(X,Y): 11:Edge,0-1-811,19:0-1-8,Edgel,115:0-1-8,Edgel LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 13-14 >650 240 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 84 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=858/0-3-4 (min.0-1-8),10=858/0-3-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ i l I I I!/// TOP CHORD 18-19=-856/0,1-19=-855/0,10-20=853/0,9-20=-852/0,1-2=863/0,2-3=-2049/0,3-4=-2732/0,4-5=2732/0, �\\\\� NS S.k /!/,// 5-6=-2733/0,6-7=-2733/0,7-8=-2060/0,8-9=859/0 BOT CHORD 16-17=0/1611,15-16=0/2502,14-15=0/2732,13-14=0/2732,12-13=0/2486,11-12=0/1613 ," ., `CENSF -'�� - WEBS 9-11=0/1108,8-11=1048/0,8-12=0/622,7-12=592/0,7-13=0/336,5-13=369/249,1-17=0/1113,2-17=-1041/0, 2-16=0/608,3-16=-630/0,3-15=0/677,4-15=411/0 = * •'• ,* i NOTES (4-6) = ! a 34869 1)Unbalanced floor live loads have been considered for this design. — 1 ,/�/ I - 1Y _ 2)"Semi-rigid pflchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �J'. — 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ,- U ; 11./ Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any ∎�� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. r • • ORIO . `C) ■��•5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /vS� A L �\ \\ 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL /‘9/1 VI '\ ���\ LOAD CASE(S) Standard I i • May 8,201'. 4 f A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. •. ..,.,,,, o 2lily rhy 1 19771390 I 171408 F07 Floor Truss Job Reference(optional) Builders FistSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:29 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-cdNlu 1 d6_k27DP51gXSq?I3ZIt2K0?fVzhfGcyzlbg4 0-1-8 , H I 1-3.4 I 1011 1-10-8 1 0�-8 Scale=1:34.1 1.5x3= 7x8 II 4x6 II 2x6 I I 3x6 II 4x6 II 4x6 II 2x6 II 5x6 II 1.5x3 = 1 2 23 3 4 5 6 7 8 9 10 11 T T1 11` M 1 2 r/,1 P 1 %\` %11 1111111 /I \/. .1. Nroill 11 RIP \/ \/ II *41 U I- ►1 3• 21 20 19 18 17 16 15 14 13 7x14 MT2OH = 5x6 II 4x6 II 2x6 II 2x6 11 • • 1 19-9-8 19-9-8 Plate Offsets(X,Y): [1:0-1-8,0-0-81,1 6:0.3-0,Edgel,17:0-3-0,Edgel,(11:0-1-8,Edge 1,[11:0-1-8,0-0-81,116:0-3-0,0-0-01,117:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.28 17-18 >833 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.44 17-18 >532 240 MT2OH 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:162 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 22=2064/0-5-4 (min.0-1-8),12=1316/0-3-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ \I I 1[ I(i////// TOP CHORD 1-22=-2057/0,11-12=-1310/0,1-2=-2484/0,2-23=-6012/0,3-23=-6012/0,3-4=-7066/0, \\\\��OS S•% 1/// 4-5=-7066/0,5-6=-7011/0,6-7=-6659/0,7-8=5614/0,8-9=5614/0,9-10=-3886/0, 10-11=1476/0 �J ‘GENSF'••��% BOT CHORD 20-21=0/4849,19-20=0/7173,18-19=0/7256,17-18=0/6659,16-17=0/6659,15-16=0/6659, 14-15=0/4858,13-14=0/2876 - * ,* WEBS 11-13=0/1894,10-13=-1820/0,10-14=0/1337,9-14=-1287/0,9-15=0/980,7-15=-1654/0, / a 34869 - 7-16=0/477,1-21=0/3189,2-21=-3073/0,2-20=0/1539,3-20=-1537/0,3-19=-391/0, r 4-19=0/339,5-18=-593/0,6-18=0/991,6-17=-661/0 _' .,// NOTES (8-10) •4.. .'�LLI�1)Unbalanced floor live loads have been considered for this design. STATE OF 2)All plates are MT20 plates unless otherwise indicated. •mow\ •3)All plates are 6x8 MT20 unless otherwise indicated. S1c.. .FL ORIU ••'`v �� 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /i/ v �\\�� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. 77 N A\- \\ Strongbacks to be attached to walls at their outer ends or restrained by other means. ///1111111 I'\\ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1310 lb down at 3-11-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=-10,1-11=-100 Concentrated Loads(Ib) Vert:23=-1230(F) May 8,201( t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity ol the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSVTPH Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 53719. 2wry r y 1 19777392 171408 F09 Floor Truss Job Reference(optional) Builders FiritSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:29 2015 Page 1 ID_BkMOOgICcvBYV7m4?iycCyToxk-cdNluld6 k27DP51gXSq?I3o?t4H07rVzhfGcyzlbg4 0-1-8 • I--1 1 1-3-0 I I 1-9-4 I 041 Scale=1:11.8 3x3 = I 3x3= 21.54 II 3 3x3 = 4 10 11 — 11 1.573— L7 N2 1.5x3 = w2 BL1 4 t31 8 71.5x3 II 3x3= 6 3x3 = 3x3= 3x3 = f 494 I 6-34 I 4-9-4 1-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Inch YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 35 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=325/0-5-4 (min.0-1-8),5=325/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-353/0,1-10=352/0,5-11=-328/0,4-11=328/0,1-2=-390/0,2-3=-390/0 \\1\\1 1 I i�1 //// BOT CHORD 7-8=0/390,6-7=0/390 \\\ ``S `7.K 7// WEBS 4-6=0/307,1-8=0/495 \\\ ` ) "/ NOTES (4-6) \LENS F••.'•V *, 1)Unbalanced floor live loads have been considered for this design. * ..- 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — / ,{a 34869 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. /I\ E Strongbacks to be attached to walls at their outer ends or restrained by other means. — ,��' / �*� _ 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any -)0 • l .. — .... particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ft 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. STATE OF 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL F ORIO \ 33435 r •• L P...•�0i�\∎ LOAD CASE(S) Standard i� ,, "O N A1- -\\\ /////11111\\\\ May 8,201; t 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responstighy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison.VA 53719. Boynton Beach,FL 33435 vry cry 19771394 171406 F 11 Floor Truss 2 1 Job Reference(optional) Builders FicstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fn May 08 09:49:31 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-Y0U3JjeMWLJrSiE8oyU14j8wvgjFUuooQ?BNgrzlbg2 0.1.8 • H I 1-3-0 1 1 1-7-12 i 1-i-7-- 1 0 Scale=1:27.1 1.5x3= 1.5x3 = 4x6 II 3x6 II 3x6 II 2x6 II 2x6 II 4x6 II 6x10 = 2x6 II 2x6 II 3x6 II 1 2 3 4 5 6 21 7 8 9 10 TIT, . iipl`„P 'W` `I r` N.-.III` 4/111 4 19 18 17 16 15 6 13 12 5 3x3 = 4x4 = 3x3 = 3x3= 3x3 = 5x8 = 3x3 II 3x4= 3x3 = 3x3= I 12-3-4 16-0-4 12-3.4 1 3-9-0 I Plate Offsets(X,Y): [1:0.1-8,0-0-81,14:0-3-0,Edpe1,[5:0-3-0,0-0-01.18:0-3-0,Edpel,19:0-3-0,0-0-01,[10:0-1-8,0.0-81,[13:0-1-8,Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.81 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 108 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 20=682/0-3-0 (min.0-1-8),11=-132/0-3-4 (min.0-1-8),14=1870/0-3-8 (min.0-1-8) Max Uplift 11=-274(LC 3) Max Gray 20=692(LC 10),14=1944(LC 9) \\\`\`\11 l 1Ll+!{1�1I/// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \��\__\``��v J- /��i TOP CHORD 1-20=-685/0,10-11=0/299,1-2=-698/0,2-3=-1594/0,3-4=-1803/0,4-5=-1803/0, ,v \CENS -'•.�, 5-6=-1803/0,6-21=-371/0,7-21=-371/0,7-8=0/489,8-9=0/489,9-10=0/488 - BOT CHORD 18-19=0/1300,17-18=0/1847,16-17=0/1803,15-16=0/1555,14-15=964/0,13-14=-964/0, - * . 12-13=-489/0 / e 34869 WEBS 7-14=1929/0,1-19=0/900,2-19=-819/0,2-18=0/398,3-18=-343/0,3-17=-146/267, �� _ 7-15=0/1696,6-15=-1606/0,6-16=-189/385,10-12=-621/0,9-12=0/306,7-13=0/670, — /.j _ 8-13=-324/0 = I'! A _• NOTES (8-10) „ STATE OF �� 1)Unbalanced floor live loads have been considered for this design. .•2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 lb uplift at joint 11. r FL OR10 • •'\t�\�� 3)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. SS \ \\ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. //// /�•N A - \�\ Strongbacks to be attached to walls at their outer ends or restrained by other means. //1/1 1 1 1 1 1\\\\ 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)764 lb down at 10-3-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=-10,1-10=-100 Concentrated Loads(Ib) Vert:21=684(B) May,8,201; A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. fabrication, rm al peanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay quality control,storage,delivery,erection and bracing,consult ANSIRP11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive,Madison,WI 53719. .. .... ,,w Wky rmy . 19771396 71406 F13 Floor Truss 2 1 Job Reference(optional) Builders FaalSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 09:49:32 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-OC2RW3f HfRi4spl<MfOXach4t405DL7yfliwDHzibgl 0-1-8 •.H I 11-3-° I I 1-7-12 0l8 Scale'=1:20.8 1.5x3 = 1.5x3 = 5x6 I I 4x6 I I 3x6 I I 3x6 I I 4x6 I I 5x6 I I 1 2 3 4 5 15 6 T1 T1 �i Ww 4 Ili 4 . / NM". III IA t 13 12 11 10 9 8 =, 4x4 = 5x6 = 3x4= 1.5x3 I I 1.5x3 II 3x4 = 5x6= 4x4 = I 1-6-0 I 4-0-0 I 8-4-12 I 10-10-12 I 12-4-12 I 1-6-0 2-6-0 4-4-12 2-0-0 1-6-0 Plate Offsets(X,Y): f1:0-1-8,0-0-81,16:0-3-0,Edoel,16:0-1-8,0-0-81,f7:Edoe,0-1-81,f14:Edae,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.13 9-10 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 82 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=787/0-3-0 (min.0-1-8),7=1270/0-3-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\\I I I I I////// TOP CHORD 1-14=-782/0,6-7=-1262/0,1-2=-808/0,2-3=-1920/0,3-4=2354/0,4-5=-2385/0,5-15=-1257/0,6-15=1264/0 \\ \\3S S•K /,// BOT CHORD 12-13=0/1502,11-12=0/2354,10-11=0/2354,9-10=0/2354,8-9=0/2371 \\__``\ WEBS 6-8=0/1631,1-13=0/1043,5-8=-1504/0,2-13=943/0,2-12=0/639,4-9=-0/291,3-12=-685/0 �v \CENs -••.�• i NOTES (6-8) 1)Unbalanced floor live loads have been considered for this design. * . 34869 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �,, 3 — )Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. — -T0 ,��, • W Strongbacks to be attached to walls at their outer ends or restrained by other means. ;N .. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 10-3-4 on top b ' chord. The design/selection of such connection device(s)is the responsibility of others. STATE OF , . - 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FLORIOP.•' ■ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any �ls !� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i �1 \� 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ////::O N Al- \" 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL i//f f I I I I I\\\\ 33435 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert:7-14=10,1-6=-100 Concentrated Loads(Ib) Vert:15=720(B) may 8,201; I • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pwamenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison,WI 53719. ""•7 1 19771398 171406 F15 Floor Truss 6 1 Job Reference(optional) Builders FitstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:33 2015 Page 1 ID:_8kM00glCcvBYV7m4?rycCyToxk-UOcpkPgc7777h00 WvNXin98EJKU0kyuS5uJdUllalbg0 0-1-8 • H 1 1.34 1 1 1-6-0 1 Scale=1:20.5 3x4 = 1.5x3 = 34= 34 = 3x3= 3x4 = 1 2 3 43x3 = 5 6 T1 9 �1 IS I, 9 A7\ AL Al - .. awn WM — - WO RIM ri 13 12 11 10 9 8 7 3x3 = 3x5 = 3x3= 1.54 II 1.54 II 34 = 3x5 = 1.5x3 II I 1-6-0 1 4-0-0 I 8-3-0 1 10-9-0 I 12-1-8 1 1.6-0 2-6-0 4-3-0 2-6-0 1-4-8 Plate Offsets(X,Y): [6:0-1-8,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress Inc( YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 63 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=650/0-3-0 (min.0-1-8),7=657/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\1't I l I I l////// TOP CHORD 14-15=-646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=-1397/0,34=1614/0,4-5=-1385/0,5-6=-598/0 \s" 3S S:h- 1/, BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 \\ __``\ • • I WEBS 6-8=0/813,1-13=0/804,5-8=762/0,2-13=-753/0,5-9=0/348,2-12=0/341,4-9=-404/0,3-12=-393/0 �v \CENSF •..c'\ NOTES (5-8) - * '• * 1)Unbalanced floor live loads have been considered for this design. / is 34869 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. — 13 Al I. .• cc Strongbacks to be attached to walls at their outer ends or restrained by other means. �J - v�J.. 4)CAUTION,Do not erect truss backwards. U 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any • STATE OF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •• FCORIOP G` 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. • 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL / v O \ \. 8)Use Simpson THA422 to attach Truss to Carrying member / /////I 1 1 1 1 t' ' \ LOAD CASE(S) Standard Ma .8,201: • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MTTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsilrilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,deivevy,erection and bracing,consult ANSVTP11 Quality Criteria,DSB89 and BC5I7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 O'Onolno Drive,Madison,WI 53719. NU II�� F17 Rudders lu,orye v<r7 Ivry 19771400 171406 Floor Truss 2 1 Job Reference(optional) dders FiratSouroe, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 09:49:34 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-zbABxlhFoGhQJAziT42?iMmORuhPhJLE6zM1 HAzlbg? 0-1-8 H i 1-3-0 I 1 1.8-4 I 0448 Scale-1:27.3 4x4= 4x4= 1.5x3 = 3x4 = 3x4 = 1.5x3 II 3x3= 3x3 = 3x4 = 1.5x3 = 1 2 3 4 5 6 7 8 T1 918 -II , IAI41li 19 9 r ►. n 16 15 14 13 12 11 10 Iii 3x3 = 4x5= 3x4= 3x4 = 1.5x3 I I 3x3 = 3x4 = 4x5 = 3x3= 1 1-6-0 1 4-0-0 I 9-8-4 I 12-2-4 I 14-8-4 1 16-2-4 I 1-6-0 2-6-0 5-8-4 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y): [1:Edge,0-1-8],f8:0-1-8,Edgel,I14:0-1-8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.18 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.28 12-13 >676 240 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 84 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=870/0-3-0 (min.0-1-8),9=870/0-5-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ 1\1[ I[[/0/// TOP CHORD 17-18=-867/0,1-18=-866/0,9-19=-866/0,8-19=865/0,1-2=-876/0,2-3=-2092/0,3-4=-2850/0,4-5=2850/0, \\\ vS S•K . 5-6=-2738/0,6-7=2109/0,7-8=-871/0 \�_` •• i BOT CHORD 15-16=0/1639,14-15=0/2542,13-14=0/2850,12-13=0/2850,11-12=0/2562,10-11=0/1634 ,J� •1GENS - �� i WEBS 8-10=0/1123,1-16=0/1130,7-10=1062/0,2-16=-1061/0,7-11=0/660,2-15=0/630,6-11=-630/0,3-15=-626/0, i 6-12=0/352,3-14=0/622,5-12=-395/103,4-14=-256/0 * .. * NOTES (4-6) _ / a 34869 1)Unbalanced floor live loads have been considered for this design. _ -/ 1 1 l • x - 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7- . 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. -- Oi .• LL.j Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF -- 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any F • 'S∎ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 61 .•.•LORID P.••0\" 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// ` \� 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ////O' /k\.- `-\\\ LOAD CASE(S) Standard May 8,201; 1 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members ony.Additional temporary tracing to insure stability during construction is the responsibilliry of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,086.89 and BCS11 Building Component Boynton Beach.FL 33435 Safety Information evadable from Truss Plate Institute.583 D'Onofrio Drive,Madison.W 53719. NAP IIUbb IIIUSSIype Ivry r.7 I 19771402 171406 F19 Floor Truss 1 1 Job Reference(optional) Builders FrstSaace, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 09:49:35 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyTOxk-RnItZ94htZapNxKYv1 oZEEZJbaH0VQmVOLd6apczlbg_ 0-1-8 . H I 1-3.0 I 1 1-10.4 1 0 Scae=1:27.6 4x4 = 4x4= 1.5x3= 3 x 4 = 3x4 = 1.5x3 I I 3x3 = 3x3= 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 T1 ;18 ii, MN 19 IZI It.11 ►.1 MI 16 15 14 13 12 11 10 MI 3x3 = 4x5 = 3x4 = 3x4 = 1.5x3 II 3x3 = 3x4= 4x5= 3x3= 1 1-6-0 4-0-0 I 9-10-4 I 12-4-4 I 14-10-4 1 16-4-4 1 1.6.0 2-6-0 5-10-4 2-6-0 2-6-0 11.0 Plate Offsets(X,Y): f :Edge,0-1-81,18:0-1-8,Edgel.114:0-1-8,Edpel LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.30 12-13 >646 240 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 84 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (Ib/size) 17=879/0-5-4 (min.0-1-8),9=879/0-5-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\1 1 I l 1 i(f'// TOP CHORD 17-18=-877/0,1-18=-876/0,9-19=-875/0,8-19=-874/0,1-2=-887/0,2-3=-2120/0,3-4=-2907/0,4-5=-2907/0, `�\\\ `'3S S.K /i,�/ 5-6=-2786/0,6-7=-2138/0,7-8=-881/0 \ J� EN •'•C� BOT CHORD 15-16=0/1659,14-15=0/2581,13-14=0/2907,12-13=0/2907,11-12=0/2601,10-11=0/1654 \C SAC - WEBS 8-10=0/1136,1-16=0/1144,7-10=1075/0,2-16=-1074/0,7-11=0/673,2-15=0/642,6-11=-644/0,3-15=640/0, ..- 6-12=0/366,3-14=0/653,5-12=-415/99,4-14=-275/0 - * is 34869 * --• NOTES (4-6) — • I �\ LL 1)Unbalanced floor live loads have been considered for this design. ./.j • 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. --- - Vl/rj 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. It Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF - 4)This manufactured product is designed as an individual building component The suitability and use of this component for any •, F • •■ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 01.'••L OR10 P'.•.G\., 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. '/ / \\ 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ///, O NIAV- \\\\\ 33435 LOAD CASE(S) Standard M- ,8,201; ■ f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mfr-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shwas,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onokb Drive.Madison.VN 53719. >m IIUna -MUSS type `t`7 7 19771404 171406 F21 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350$Sep 27 2012 MTek Industries,Inc. Fri May 08 09:49:35 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-RnkZ94htZapHxKYv1oZEEZJYAH2o0jzOLd6apczlbg_ I 1-3-0 I 1 1-5-8 5 x 6 11 2 x 6 11 3x6 I I 4x6 I I Scale=1:10.9 1 2 10 3 11 4 Il I il6W2 V12 4 . MIRY. !.! 1.5x3 II 3x5 = 9 8 7 6 5 4x5= 1.5x3 II 1.5x3 II 4-4-0 5-8-8 I I I 4-4-0 1-4-8 Plate Offsets(X,Y): r2:0-3-0,Edgel 14:0-3-0,Edoel,18:0.1-8,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.05 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.07 6-7 >994 240 BCLL 0.0 Rep Stress Inc' NO WB 0.71 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 38 lb FT=11%F,119E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=754/Mechanical,5=754/Mechanical Max Gray 9=784(LC 3),5=820(LC 4) \\\\\1 11 1 1 1///�// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\' DVS S.K �"j, TOP CHORD 1-9=-808/0,4-5=-826/0,1-2=-1140/0,2-10=-1140/0,3-10=-1140/0,3-11=622/0, \,\ ``\ '••• , 4-11=-622/0 s. ‘LENS ••., '- BOT CHORD 7-8=0/1140,6-7=0/1140 ` --- WEBS 4-6=0/826,1-8=0/1484,3 6-688/0,2-8=-811/0 = * . 34869 • NOTES (6-9) II r� = 1)Unbalanced floor live loads have been considered for this design. :.-..— %/ �A•�/�. — 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. — 0j '. Q./ Strongbacks to be attached to walls at their outer ends or restrained by other means. ''. STATE OF 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)527 lb down at 1-10-4,and 527 • • Al ' ' N. lb down at 3-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 61 '. OR1OP•'' `0\mac 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �i7 S� " ` ��\ 6)particular building is the responsibility of the building designer per ANSI TPI 1 as referenced eferenced by the building component for any 7,,7/ N A`\\\\. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 9)Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Concentrated Loads(lb) Vert:10=447(F)11=-447(F) May 8,201( • q A, WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofio Drive.Madison,VUI 53719. IUD t rub t tub Itype "•� •.� 19771406 ! 171406 F23 Floor Truss 2 1 Job Reference(optional) 1 Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:36 2015 Page 1 ID_8kMQOgICcvBYV7m4?yCCyToxk-vzlyMQiVKUX8ZT75bV4TnnsuDhZP9KsXaHr8L2zlbfz 0-1-8 . ., • 11---I 3'11= 1-3-0 2 tl.5x1 II 0-5-12 3 11573 I 43x3 = Scale=1:9.4.. .. `. T1 9 IF!.5x3 I1VAI IN --- r!� • ,/ 3x3 = 3x3 = 8" 7 6 5 3x3= 1.5x3 II I 3-7-4 I 3-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:23 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=182/0-3-4 (min.0-1-8),5=188/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\''�```1(1 I I I//i 1/// NOTES (5-8) \\\ \V S....• i7, 1)Unbalanced floor live loads have been considered for this design. _` 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • �v ICENS ' • .C\ -, 3)Recommend 2x6 strongbacics,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. \� Strongbacks to be attached to walls at their outer ends or restrained by other means. ' * '. 4)CAUTION,Do not erect truss backwards. / e 34869 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any = �(� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — '0 1'n • 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. -A C 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 4.. : 4, 33435 • STATE OF 8)Use Simpson THA422 to attach Truss to Carrying member FCORIOA '• 0\ . LOAD CASE(S) Standard //775/Q —/ON AV_ `�\\ /111lil11\\\\ May 8,201; I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.defvery,erection and bracing.consult ANSVTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofio Drive.Madison,WI 53719. Nu nubs nubsmypc ..•r r 19771408 171406 HJ02 JACK-PARTIAL TRUSS 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fn May 08 09:49:37 2015 Page 1 I D:_8kMQ Og ICcvBW7rn4?iycCyTOxk-NAsKamj75B3?AdiH8DbiJ_Owa5nCu kPhpxbhtVzlbfy I -2-9-15 1 5-4-12 • I • 9-10-13 I 2-9-15 5-4.12 46-1 Scale:12=i' 41 2.83 12 9 3x4 3 8 ' vs I- N TI N W1 rrvv, 2 Q c 6l � 81 1 & 10 11 12 6 2x4 II 3x4 =5 3x4 = l 5-4-12 I 9-10-13 I 5-4-12 4-6-1 Plate Offsets(X,Y): 12:0-4-13,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 42 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=111/Mechanical,2=376/0-4-15 (min.0-1-8),5=183/Mechanical Max Horz 2=166(LC 4) Max Uplift 4=-123(LC 4),2=387(LC 4),5=115(LC 8) \\\‘\11111/////, Max Gray 4=135(LC 2),2=459(LC 2),5=242(LC 3) \\\\\ OS S.K / ///j' ■FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ) \CENS�c•-•S$ i TOP CHORD 2-8=-663/347,3-8=-614/361 BOT CHORD 2-10=-428/608,10-11=-428/608,7-11=-428/608,7-12=-428/608,6-12=-428/608 = * / . 34869 • * WEBS 3-6=-636/448 I •NOTES (8-10) — �i+ �� re_ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., :- ..... .- MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 -- ry ;�Lj/ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF 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 ••• F will fit between the bottom chord and any other members. is L ORIO P " ,.,\‘..\C\ \�� 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 123 lb uplift at joint 4,387 lb uplift at ///0/&/..6.1-.NO. ///�/0 A'�� � \ joint 2 and 115 lb uplift at joint 5. 'V 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /"//(III 1\\\\ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)8 lb down and 35 lb up at 4-3-11,8 lb down and 35 lb up at 4-3-11,and 48 lb down and 98 lb up at 7-1-10,and 48 lb down and 98 lb up at 7-1-10 on top chord,and 6 lb down and 46 lb up at 1-5-12,6 lb down and 46 lb up at 1-5-12,12 lb down and 2 lb up at 4-3-11,12 lb down and 2 lb up at 4-3-11,and 42 lb down at 7-1-10,and 42 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,2-5=10 Continued on page 2 May 8,201! r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing drown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'OnoMo Drive.Madison,WI 53719. RAJ I IUAA r ruSb I yrc "•� ' 19771409 171408 701 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:39 2015 Page I ID:_BkMQOg I CorBYV7m4?iycCyToxk-JYz4_SI NdpJjQxsgGdeAPPUF4vR7MX4_GE4oxNz Ibfw I -2-0-0 1 3-10-14 I 7-0-0 11-6-10 I 15-11-8 20-4-6 24:11-0 I 28-0-2 31-11-0 1 33-11-0 I ■2-0-0 3-10-14 3-1-2 4-6-10 4-4-14 4-4-14 4-6-10 3-1-2 3-10-14 2-0-0 Scale=1:58.9 2x4 II 6x10= 6x10 = 400 12 3x4 = 5x8 V1B= 3x4 = 4 18 19 5 20 21 6 7 22 8 24 9 2x4 T2 2x4 lin PM: 10 h 3 ��' fir, �� � c. r 2 _ ati �_ 12 a �1' d 5x8= 17 25 26 16 27 28 15 29 30 1431 32 13 5x8 = 3x4= 3x4 = 3x8= 7x14 MT2OH= 3x8 = I 7-0.0 I 11-6-10 1 15-11-8 I 20-4-6 I 24-11-0 I 31-11-0 7-0-0 4-6-10 4-4-14 4-4-14 4-6-10 7-0-0 Plate Offsets(X,Y): 12:0-3-3,Edgel,[4:0-7-0,0-2-81.[7:0-40,Edgel,19:0-7-0,0-2-81,111:0-3-3,Edoel.114:0-3-8,0-1-81,116:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.67 15 >562 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -1.23 15 >308 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Ina NO WB 0.76 Horz(TL) 0.25 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:157 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. T2,T3:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1754/0-3-8 (min.0-2-7),11=1763/0-5-8 (min.0-2-7) \\\`�I I[ I I[//,//! / Max Horz 2=-44(LC 5) � \ ��ss•K %, Max Uplift 2=-939(LC 4),11=947(LC 5) •\ J\- , Max Gray 2=2077(LC 2),11=2088(LC 2) \CENS, i 0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5332/2290,3-4=-5288/2306,4-18=-6723/2882,18-19=-6723/2882,5-19=-6723/2882, * ! • 34869 5-20=-7243/3067,20-21=-7243/3067,6-21=-7243/3067,6-7=7243/3067, / r — 7-22=7243/3067,8-22=7243/3067,8-23=-6708/2875,23-24=-6709/2875, _- .!;4 " iA "A _ 9-24=6709/2875,9-10=-5249/2288,10-11=5239/2248 - �J BOT CHORD 2-17=2126/4976,17-25=2136/5024,25-26=-2136/5024,16-26=-2136/5024, �j 16-27=-2806/6723,27-28=-2806/6723,15-28=-2806/6723,15-29=2784/6709, ... STATE OF 29-30=2784/6709,14-30=-2784/6709,14-31=-2087/4985,31-32=2087/4985, • ' �• 13-32=2087/4985,11-13=-2036/4874 • LORIO ,. � WEBS 4-17=-63/482,4-16=-773/1975,5-16=-814/408,5-15=230/646,6-15=473/276, /vS/ 8-15=-235/660,8-14=-826/414,9-14=-785/2001,9-13=-54/464,10-13=166/264 11, 0 NA V. s\\ \\\ , [ \\ NOTES (11-13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 939 lb uplift at joint 2 and 947 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. continued on page 2 Ma)!8,201; r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillityy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSVTPl1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Bead1,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison.fM 53719. ruv rrua, rrua=Iypa- 19771410 171406 T02 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:40 2015 Page 1 ID:_8kMQOgI CcvBYV7 m4?iycCyToxk-nIXSCoI?O6Ra 15RsgL9Pxd0Qh I mC53F7Vu pLUgzlbfv 1 -2 -0-0 1 4-10-14 I 9-0-0 I 15-11-8 I 22-11-0• • I 27-0-2 I 31-11-0 33-11-0 I 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 Scale=1:58.9 556= 2x4 II 5x6 = 4.00 12 4 5 6 2x4 /'' 2x4 3 7 r CII m 2 I�11. 1 �.� -,/ �' 8 9 u' car c%>11 _ a a 6 4x5 = 12 71 10 4x5 = 3x4 = 5x8 3x4 = I 8-4-10 I 15-11-8 I 23-6-6 I 31-11-0 I 8-4-10 7-6-14 7-6-14 8.4-10 Plate Offsets(X,Y): 12:0-2-14,Edgel,18:0-2-14,Edgel,111:0-4-0,0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.38 11 >995 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.54 11-12 >695 180 BCLL 0.0 • Rep Stress Ina YES WB 0.45 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 149 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=948/0-3-8 (min.0-1-8),8=952/0-5-8 (min.0-1-8) Max Holz 2=50(LC Max Uplift 2=-429(LC)8),8=-432(LC 9) \\� 1 I 1 I�I+I///,�///// Max Gray 2=1127(LC 2),8=1133(LC 2) .\_`` w5 S /\, I,/, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\\ ) 10ENSF ��� i TOP CHORD 2-3=-2721/1628,3-4=-2429/1430,4-5=-2817/1723,5-6=-2817/1723,6-7=-2411/1420, 7-8=-2681/1602 1k '• * BOT CHORD 2-12=-1420/2517,11-12=1160/2200,10-11=-1168/2193,8-10=-1419/2486 / e 34869 WEBS 3-12=-305/282,4-12=-59/287,4-11=-390/732,5-11=-435/348,6-11=400/744, — 6-10-51/279,7-10=-276/262 =- ./ , r =...... .... NOTES (8-10) -- II • .• ill 1)Unbalanced roof live loads have been considered for this design. ... STATE OF 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., F P . I-ORIO •. •GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber s •• •• \ \, DOL=1.60 plate grip DOL=1.60 ''�/S'/�N A1- �\�`�� 3)This trru s has abeen drainage ned orr a 10.0 water bottom chord live load nonconcurrent with any other live loads. ///l 1 I I I I I I `\\ designed P Y 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 432 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201'. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. nnr I1Ubb nub=Iypo 19771412 . 71406 104 Hip Truss 2 1 Job Reference(optional) Buiden FrstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:42 2015 Page 1 I D:_8kM00g ICcvElYV7m4?iycCyToxk-k7fDd UnGwkhHHOaFxmBt026o86ScZ?JOyC I SYizlbft -2.0.0 1 6-10-14 13-0-0 I 18-11.0 • 25-0.2 I 31-11-0 133.11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-i 6-10-14 2-0-0 Scale=1:58.9 5x6 = 5x6= 4 T2 5 4.00 12 �j :I 2x4 3 O 4 //8 ir V 7 n ')1 2 ... .-imIIIIIIIIIIIallIllIll1.° 11 10 9 = 4x5 = 3x4 = 5x8= 3x4 = 4x5 I 8-4-10 I 15-11-8 I 23-6-6 I 31-11-0 I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y): 1 2:0-2-14,Edoel,17:0-2-14,EdQe1,110:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.30 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.43 10-11 >883 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.28 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 144 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=948/0-3-8 (min.0-1-8),7=952/0-5-8 (min.0-1-8) Max Horz 2=-66(LC 13)Max Uplift 2=415(LC 8),7=-418(LC 9) \\ )1\cI 1 11 1////1101//// Max Gray 2=1127(LC 2),7=1133(LC 2) \\\ \v5 `�.!\ /iii FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �'\. ) ICENS • '�(s TOP CHORD 2-3=2692/1620,3.4=-2491/1541,45=1917/1233,5-6=-2472/1529,6-7=2668/1605 BOT CHORD 2-11=1400/2482,10-11=-963/1834,9-10=-965/1832,7-9=1411/2468 * e 34869 ' * - WEBS 3-11=394/359,4-11=-356/601,59=343/582,6-9=-379/349 - r� 1r NOTES (8-10) -n /4 1)Unbalanced roof live loads have been considered for this design. �+ ��J 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., U �Lii GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber STATE OF• DOL=1.60 plate grip DOL=1.60 •. c- •P. ,•••�\ 3)Provide adequate drainage to prevent water ponding. L ORIO c1 a � 4)This truss has been designed for a 10.0 psf bottom chord live load norlconcurrent with any other live loads. ;//61/v �` �� 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36 0 tall by 2-0-0 wide N AL will fit between the bottom chord and any other members. //ill I I I 10\ `\\\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 418 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard may 8,201: 8 1 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/411.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,058.89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,Vol 53719. nw ITS —TRO5Iyf '' , 19771414 171406 TO6 Common Truss 4 1 Job Reference(optional) Builders FiratSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:44 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyTOxk-gWnz29oWSLx?W ke3BDL6TB4_w8y1 sYjQ WnZdbzlbfr I -2-0-0 [ 8- 4-10 I 15-11-8 I 234-6 r I 31-11-0 133-11-0 1 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 Scale=1:58.0 4x8 = 5 3x6 3x6= 4.00 12 2x4 `'"4 6 2x4/2 3 oo a 7 T 8 L2 r L1 5 _ a\ — 1. 9 1 d o 12 13 it 14 10 •.. 4x5 = 4x5 = 3x4 = 4x6 = 354 = I 10-10-15 I 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y): f2:0-2-14,Edoe1,[8:0-2-14,EdQel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.36 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.71 2-12 >533 180 BCLL 0.0 • Rep Stress Ina YES WB 0.43 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 136 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=988/0-3-8 (min.0-1-8),8=992/0-5-8 (min.0-1-8) Max Upl ft 2=-401(LC 8),8=405(LC 9) \\�,1 1 1 1 1O1 1/1,///// Max Gray 2=1127(LC 2),8=1133(LC 2) `\\--```��v5 `� \, ��// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .,\. ) \CEN4.'•.\�'- TOP CHORD 2-3=2765/1618,3-4=-2424/1417,45=-2364/1436,5-6--2353/1429,6-7=2413/1411, -- 7-8=-2748/1608 BOT CHORD 2-12=1389/2544,12-13=-805/1662,11-13=805/1662,11-14=-805/1662, — / • 34869 - 10-14=-805/1662,8-10=-1402/2535 / r 1\e/t6 —' WEBS 5-10=393/748,7-10=-523/475,5-12=-403/764,3-12=-536/484 — -u . . �� ....... ... NOTES (7-9) 0 • ; LU 1)Unbalanced roof live loads have been considered for this design. •. STATE OF 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., F P .•. 4-ORl9 •. GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber s ••• \\ DOL=1.60 plate grip DOL=1.60 '/ 61/ \\ 3)•This This truss has been designed e i f for a 10.0 e load of 20.0 s on the bottom chord in all areas where a loads.3-6-0 tall by 2-0-0 wide /'////1 1 1 1 t a`\Y\` 4) designed P rectangle Y will fit between the bottom chord and any other members,with BCDL=5.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 lb uplift at joint 2 and 405 lb uplift at joint 8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201'. r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. iI Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,OSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison,W 53719. war IrUD* IIVbb IyVC "'� ''' 19771416 171406 TDB GABLE 4 1 Job Reference(optional) Builders FiretSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:48 2015 Page 1 ID:_8kMOOglCcvBYV7m4?iycCyToxk-YHOUtXs1 VaSR?J2PI01HGJLv7Xfwz1CIK8ImmMzlbfn I --0-0 I 15-11-8 1 31-11-0 I 2-0-0 15-11-8 15-11-8 Scale=1:56.0 4x5 = 2x4 II 2x4 11 2x4 II 11 .2 13 2x4 11:1: II 2x4 II 70 14 5x6%2x4 11 g 2x4 I 1 5x6 4.00 12 2x4 11 7 8 17 2x4 I I N 2x4 II 2x5 11 6 %' r 44 18 94 112x4 II 2x4 II 4 V 20 2x4 II 3 N il giti: in c, 3x4= 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 2x4 11 2x4 11 2x4 11 2x4 1 1 2x4 11 2x4 1 1 2x4 11 2x4 11 2x4 11 5x6=2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 1 1 2x4 11 2x4 11 2x4 11 1 31-11-0 1 31-11-0 Plate Offsets(X•Y): 17:0-3-0,0-3-01 117:0-3-0,0-3-01,132:0-3-0,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 1 nit. 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 1 nlr 120 BCLL 0.0 • Rep Stress Inca YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 185 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) 1 I I l 1 1 1 1// Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, `\\�\\``� S. /////// 24,22 except 2=141(LC 8),23=-110(LC 13) V �7 Max Gray All reactions 250 lb or less at joint(s)32,33,34,35,36,37,38,39,40,41,31,30,29,28,27, ■ _` ' 26,25,24,22 except 2=253(LC 2),23=275(LC 28) \\ . -) \LENS -•••(0 ..-FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .. * loa 34869 NOTES (10-12) — 1)Unbalanced roof live loads have been considered for this design. — -0 ,,./.4 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., — . LLj DOL=1.60 plate grip DOL=1.60 STATE OF 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ••• F ' ■ L0 9.- Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. / Sk9/n,••••,,,.••'l\�. 4)Gable requires continuous bottom chord bearing. `\ 5)Gable studs spaced at 1-4-0 oc. ///// ' I/A— ,\\`\ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /I/1 1 1 1 1 I " 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)33,34,35,36,37, 38,39,40,41,31,30,29,28,27,26,25,24,22 except(jt=lb)2=141,23=110. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201! ■ • a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.deivery,erection and bracing,consult ANSUTPt1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'OnoMo Drive,Madison,W 53719. •. °"7 '° 19771418• ' 171408 T1OG GABLE 1 1 Job Reference(optional) . Builders FiratSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:50 2015 Page 1 ID:_8kMOOgICcvBYV7m4?iycCyToxk-VgBEIDtH1 Bi9EdBnPRKILkR9yKJCRgxboSEIgEzlb8 I -2-0-0 1 16-3-0 I 2-0-0 16-3-0 i Scale=1:37.9 2x4 11 15 2x4 II 14 • 2x4 11 t3 � 5x6 WB% 2x4 II 12 tt 2x4 11 9100 11111 U U ■Ii 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x5 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6= 2x4 1 1 2x4 II 2x4 I I 2x4 I I 2x4 II 2x4 II I 16-3-0 I 16-3-0 Plate Offsets(X,Y): 110:0-3-0,0-3-41 _ ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 • Rep Stress Ind YES WB 0.05 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 118 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 16-3-0. \\\‘‘‘I I I f 1////// (Ib)- Max Horz 29=287(LC 8) Max Uplift All uplift 100 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27 except 28=-122(LC \\--\`` ,\3S S•K / ///j Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 N .) \CENSF••' A. /� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. % TOP CHORD 2-3=-293/101,3-4=-301/114,4-5=-252/88 * / a 34869 ' NOTES (10-12) • ,‘... - 7 ,4 �� =� 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., - GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& �j C(/ MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 %. STATE OF 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry . �w" - Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Sl '. ORIO P v - S !� 3)Gable requires continuous bottom chord bearing. / ...• �� 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). // ////O NIA`-\\\Y\ \ 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,16,17,18,19, 20,22,23,24,25,26,27 except(jt=lb)28=122. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201: t ■ A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibiliity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage.delivery,erection and bracing,consult ANSITfPII Quality Crkerla,DSB-89 and BC811 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,W 53719. r,,,, ivy... 1 vN 117w 19771420 T71406 T12 MONOPfTCH TRUSS 2 2 Job Reference(optional) Builders FirstScurce, Jacksonville,Fl 32244 7.350 s Sep 27 2012 Mirek Industries,Inc. Fri May 08 09:49:52 2015 Page 1 ID: 81(MOOgICcvBYV7rn47iycCyToxk-R2G?juvXZoytTxtdkUNDQ9WYR8p9vMzuFmj_v7z1b1 I -2-0-0 I 5-6-3 I 10 13 I 16-3-0 i 2-0-0 5-6.3 5-2-11 5-6-3 Scale=1:38.2 6 r1 3x8 5x6 • 5 4 '� 4.00 12 11• 3x4 3 5x8 liwil.....4- .1-:_im.....!■ffi-- v.x. 0 I 12 13 70 14 15 9 8 16 17 18 0 11 7 6x8= 7x8 II 8x10 = 4x6= 7x8 = I 5-6-3 I 10-8-13 I 16-3-0 I 5-6-3 5-2-11 5-6-3 Plate Offsets(X,Y): [8:0-3-8.0-4-121,[9:0-2-10,0-0-01,[10:0-3-8.0-4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.20 7-8 >972 180 BCLL 0.0 • Rep Stress Ina NO WB 0.91 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010ffPI2007 (Matrix) Weight 226 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, BOT CHORD 2x6 SP No.2'Except' except end verticals. B2:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-7 W1:2x8 SP 2400F 2.0E,W2:2x4 SP No.2 REACTIONS (lb/size) 7=4135/0-3-8 (min.0-2-12),11=3886/0-5-8 (min.0-2-10) \�\ `` // ,. Max Horz 11=231(LC 4) �\ \v5• S•/\ / /// Max Uplift 7=-1504(LC 8),11=1401(LC 4) C Max Gray 7=4707(LC 2),11=4436(C 2) \\ J 10ENSF'••yi/,, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6669/1991,3-4=-4648/1371,4-5=-4576/1379,2-11=-3467/1128 - * ' is 34869 BOT CHORD 11-12=509/998,12-13=-509/998,10-13=-509/998,10-14=-2036/6269,14-15=-2036/6269, 9-15=-2036/6269,8-9=-2036/6269,8-16=-1400/4384,16-17=-1400/4384, 0 /4 1 1\e —I 17-18=-1400/4384,7-18=-1400/4384 N vv'J WEBS 3-10=454/1431,3-8=-2136/721,5-8=-1444/4785,5-7=5688/1815,2-10=-1592/5376 0j .• LLj STATE OF .• , -•NOTES (9-11) FLORIDP ,- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: c1 Top ttto chords connected as follows:follows:ows:2xs row rows stags red at 0-88-0 staggered at 0-9-0 oc. ////v/O N A`- c10:\ Webs connected as follows:2x4-1 row at 0-9-0 oc. / i l l I I I 11‘‘ \ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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. , 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=1504,11=1401. 7)"Semi-rigid pitchbreaks including heels"Member end fixity 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)1001 lb down and 311 lb up at 2-2-12,1001 lb down and 311 lb up at 4-0-0,1001 lb down and 311 lb up at 6-0-0,1001 lb down and 311 lb up at 8-0-0,1001 lb down and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. continued on page 2 Ma 8,201: ► i ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buileng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB 89 and BCSI1 Building Component Boynton Beach,FL 33435 1 Safety Information available from Truss Plate Institute.583 CrOnofrio Drive,Madison,W 53719. •• • .. • .. ' ' 19771421 171408 T13G GABLE 1 1 Job Reference(optional) Builders FastSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:54 2015 Page 1 I D: 8kMQOg ICcvBYV7m4?iyCCyTOxk-N R NI8awn5QCajEVZeH Ph WabvmyjCMUJBj4C5z0z1 bfh I -2-0-0 I 8-2-8 � . 16-5-0 I 18-5-0 I 2-0-0 8-2-8 8-2-8 2-0-0 Scale=1:34.2 4x5= 2x4 II 2x4 II 8 9 2x4 11• 2x4 I 7 �i� 10 2x4 II 2x4 II 2x4 II 6 i i 11 2x4 11 2x4 II 4.00 12 3x4 2x4 II 5 II i 12 3x4 3x5 q � dry 13 3x5 ill: frooil, • 4 .11111414, 15 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2 x 4 I I 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6= 2x4 I I 2 x 4 II 2x4 I I 2x4 I I 2x4 I I 2x4 I I I 16-5-0 I 16-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (toc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.05 15 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 96 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 16-5-0. (lb)- Max Horz 29=-69(LC 17) \\\I I I l I J i/ Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=215(LC 8), \\\`` //11 16=220(LC 9) \,\`\wS.S K / 1//,/ Max Gray All reactions 250 lb or less at j int(s)29,16,23,24,25,26,27,28,22,20,19,18,17 FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. TOP CHORD 2-29=-235/322,14-16=235/323 — * ' */ • 34869 — NOTES (11-13) I 1)Unbalanced roof live loads have been considered for this design. — -0-�1 .��' • CC 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.11;Exp C;Enc., --N - Vt/V GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions -- ,j Li shown;Lumber DOL=1.60 plate grip DOL=1.60 STATE OF i - 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry r •• F 'V` ■ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Sl L ORIOP. '-\V ∎. S 4)Gable requires continuous bottom chord bearing. / Ti 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). // ////O f 4I!-\—`\\\\ \\ 6)Gable studs spaced at 1-4-0 oc. 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 20.0psf 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28, 22,20,19,18,17 except(jt=1b)29=215,16=220. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201: ■ ■ A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulking component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage.delivery,erection and bracing,consult ANSVTPII Quality Criteria,133629 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 1Onofrio Drive,Madison.WI 53719. rw 11030 auraryyc •+•� •� 19771423 371408 T15 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:55 2015 Page 1 I D:_8kM QOg ICcvBYV7m4?iyCCyTOxk-rdx7LwxQsjKR K041C?ww2n8zM Lsa5V FKxkye WSzI bfg I -2-0-0 1 7-0-0 I 9-5-0 I 16-5-0 I 18-5-0 2-0-0 7-0-0 2-5-0 7-0-0 2-0-0 Scale=1:33.5 4x12 = 4x5_ 3.00 12 3 10 4 e 5 � 2 0 li • ME ti.— 6 Ire ►I 9 8 7 1� d 4x5= 2x4 I I 4x6 4x5 = 3x4= I 7-0-0 I 9-5-0 I 16-5-0 7-0-0 2-5-0 7-0-0 Plate Offsets(X,Y): 12:0-4-11,Edgel,15:0-4-7,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.20 7-9 >947 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.34 9 >568 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.09 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 64 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=926/0-5-8 (min.0-1-8),2=926/0-5-8 (min.0-1-8) \\\�,1 11 111////// Max Horz 2=36(LC 4) c Max Uplift 5=529(LC 5),2=534(LC 4) mss" DVS S•K / //// Max Gray 5=1096(LC 2),2=1096(LC 2) �\ J\ ' . / 10ENSF , . e FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2986/1414,3-10=2863/1365,4-10=-2863/1365,4-5=2987/1385 * '. * BOT CHORD 2-9=1343/2840,8-9=-1348/2862,7-8=-1348/2862,5-73-1303/2841 / a 34869 WEBS 3-9=-58/455,4-7=-83/456 NOTES (10-12) ""' 1)Unbalanced roof live loads have been considered for this design. II '. .IL 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., STATE OF GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 •' ,FLORIOP �\• 3)Provide adequate drainage to prevent water ponding. is a ■\∎ 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide // O N A'.- will fit between the bottom chord and any other members. /////1 1 1 I 1 111\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=529,2=534. 7)"Semi-rigid pitchbreaks including heels"Member end fixity 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)183 lb down and 218 lb up at 7-0-0,and 106 lb down and 99 lb up at 8-2-8,and 223 lb down and 218 lb up at 9-5-0 on top chord,and 278 lb down and 98 lb up at 7-0-0,and 71 lb down at 8-2-8,and 278 lb down and 98 lb up at 9-4-4 on bottom chord. The design/selection 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(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard Continued on page 2 May 8,201'. ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AMITEK REFERENCE PAGE tall-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery.erection and bracing,consul ANSU3PI1 Quality Criteria,05B-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. 1 "uoa .,.w.71". re771424 171406 116 Common Truss 4 1 Job Reference(optional) Builders FistSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:56 2015 Page 1 ID:_BkMQOglCcvBYV7m4?iycCyToxk-JgVVZGy2d 1 SlyYfxmiR9b?hDwIHMgNGUAOhB2uzibff I -2-0-0 I 4-7-11 I 8-2-8 I • 11-9-5 l 16-1-0 I•2-0-0 4-7-11 3-6-13 3-6-13 4-3-11 Scale=1:29.9 4x5= 4 3.00 12 PM 2x4 2x4= 3 5 Wt 1 6 2 �, —L to _ la r ►_A :1 ►Z11 7 I;. 3x4 = 5x8= 3x4 = I 8-2-8 I 16-1-0 I 8-2-8 7-10-8 Plate Offsets(X,Y): 16:0-0-11,Edge),f7:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.11 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.21 2-7 >904 180 BCLL 0.0 • Rep Stress Ina YES WB 0.12 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 66 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=419/0-1-8 (min.0-1-8),2=533/0-5-8 (min.0-1-8) Max Horz 2=47(LC 8) Max Uplift 6=-146(LC 9),2=-258(LC 8) ���t,1 1 1 I I I////// Max Gray 6=497(LC 2),2=636(LC 2) \\" �3S S•% .,, _`` i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ., ' ..,\.- v 10ENS c �� i TOP CHORD 2-3=1510/961,3-4=1126/683,45=1127/684,5-6=-1509/991 • BOT CHORD 2-7=-885/1424,6-7=-919/1429 1 * '. * '- WEBS 4-7=-138/319,5-7=-396/369,3-7=391/332 _ / de 34869 NOTES (8-10) 2". /�/ : Cr 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc., p : GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber STATE OF DOL=1.60 plate grip DOL=1.60 F -. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '• ORIO • 'a�\�� 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 ///6/1/6:/ �` \.\ 5)Prlovide mechanical colt nectiond(by others)oft ss to bearing plate at joint(s)6. ///NIA`-\\\\\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=146,2=258. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201; A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madson,W 53719. 0 III4100 19771425 171406 T17 Half Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:56 2015 Page 2 ID_8kMQOgICcvBYV7m4?iycCyToxk-JgVVZGy2d1 SlyY fxmiR9b?h5SIEJgCUUAOhB2uzlbff LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plt) Vert:1-3=-44,3-5=-44,2-6=10 Concentrated Loads(lb) Vert:3=149(F)9=-191(F)10=87(F)11=-87(F)12=87(F)13=87(F)14=24(F)15=24(F)16=24(F)17=24(F) 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary Coxing to insure stability doing construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIITP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.VA 53719. .. ..� .tr•• uoy rry 19771427 371408 T19 Monopitch Truss 1 1 Job Reference(optional) Builders FxstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 09:49:57 2015 Page 1 ID:_8kM00gICcvBYV7m4?iycCyToxk-n03umczg0La9aiE7JPy07CDSE9jNZqudP2RlaKzlbfe I 8-1-8 1 8-1-8 Scale=1:15.5 2x4 11 2x4 11 4 5 3.00 12• 2x4 11 3 • 2x4 11 : • z • N T1 ,111 WI ST3 ST2 ST1 1 9 8 7 6 3x4 = 2x4 II 2x4 II 2x4 11 2x4 11 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) rile - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 33 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 8-1-8. (Ib)- Max Horz 1=73(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,6,8,7 except 9=129(LC 8) \\\\\I I I)I///// Max Gray All reactions 250 lb or less at joint(s)1,8,7 except 9=348(LC 2) `\\\ \v S S•K ////i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ■ ` ,(� i � ,J� \CEN$F••'`,C� WEBS 2-9=-327/336 \� * NOTES (9-11) a 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., rif\♦ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber — 7) .,'.' rr� ct DOL=1.60 plate grip DOL=1.60 =73 • J.. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry U '. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. STATE OF �� 3)Gable requires continuous bottom chord bearing. �CORIOp' •' G\ 4)Gable studs spaced at 1-4-0 oc. r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //vS� A �\ �� 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 // r y A`- \\\ will fit between the bottom chord and any other members. /11111 %%\\\\ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,8,7 except (jt=lb)9=129. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201; I • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing sham is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofio Drive.Madison,W 53719. • F 0 R T E ' JOB SUMMARY REPORT 7ob.4te 01:Level •Member Name Results Current Solution Comments BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6,Design Engine:V6.1.1.5 BFS Job.4te (904)772-6100 garrett.bumgardner@bldr corn • Page 1 of 2 • August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 1 lO MiTek Industries,Chesterfield,MO Page 1 of 1 =111 IQ Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. L A4 -1ri Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss Specified Continuous 2x4 or 2x6 or 2x8 10d 6"o.c. Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 I 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k f Specified Continuous ,s- Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB J 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade (or better) as web member. T-BRACE \0011111///// -Nit 4 .J�'0CENSF ..�'� Nails / Section Detail c_rj N 34869 ►'- T-Brace 7.•I) 6/22/11 �; .30 �� STATE OF Web �, FLORIOP ' O'\ '/l1111110" Nails 1109 COASTAL BAY BOYNTON BC, FL 33435 Web-11 I-Brace .. Nails JANUARY 1, 2009 1 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP J I ID ® MiTek Industries,Chesterfield,MO Page 1 of 1 DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER =OD NO AND MUST HA ELFUE r I WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ■ o0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n i-n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ( I AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 I O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY i, .162 108.8 99.6 86.4 84.5 73.8 1 CI z .128 74.2 67.9 58.9 57.6 50.3 O .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N• .148 81.4 74.5 64.6 63.2 52.5 3 NAILS cn ,.� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. VA NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity 1 ANGLE MAY ' ANGLE MAY ANGLE MAY \ VARY FROM VARY FROM VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 1 45.00° 45.00° 7' '' 45.00° I ,„ \\\„,11111/i, �`\\ �vs s'K.< ��''� �J�'\,�CENSF• . i•* . '.* Ni 34869 1I`,,I cc _ 70 . W_ O • 6/22/11 : iti; STATE OF . •zz- ■ ■F ,,� s//// o N A`LORIDP ‘�\\�\\\\ : 111 ` 1109 COASTAL BAY BOYNTON BC, FL 33435 STANDARD PIGGYBACK ST-PIGGY-7-10 ' FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO 0E= ® MAXIMUM WIND SPEED=REFER TO NOTES 0 AND OR E I lj 1=1 MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. t lot= CATEGORY II BUILDING i ,oo EXPOSURE B or C �� I___�V I J—D ASCE 7-10 U DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON 4s INTERSECTION,WITH(2)ROWS OF 0.131'X 3'NAILS@ 4'O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ,, IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH • i 461 DIRECTIONS AND: ,-�____ ati 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I AiM®MIIM■linUa` 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ����','um PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH . MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REO.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ��'� II�\I\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \ ICI I�\I\` PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `'',..\1 \`\ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. \\��\\, _ 7■N ' SCAB CONNECTION k1 ,—\--•:; NOTE D ABOVE / \1\\1 `� �i ,'� This sheet is provided as a Piggyback connection \\ FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail On PLATES TO detail only.Building Designer is responsible for all \``\ permanent bracing per standard engineering practices or `� , EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. p g g g p / \ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint �. and diagonal bracing requirements. \\\\\\IIIIIl ,,, VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: `\\, A3S K /�i�i BOTTOM CHORD __``\•••' • i OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS .v••' �,\CENSF •• MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ►a AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF * N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH -� I LL4l Ce _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) I W (MINIMUM 2X4) 3/ 9 12 3) THIS CONNECTION IS ONLY VALID FORA MAXIMUM STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW . � a��� BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS '••.F�ORIDP" •••• N� r il4) NUMBERGO PIGGYBACK OF TRUSSES GGYBACK TRUSS TO MATTCHH BASE TRUSS. i,///�/O NA L \\\ • 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH /11 1►I I I I\\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 I If ® MiTek Industries,Chesterfield,MO Page 2 of 2 =OD ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD ,oo Trusses @ 24" o.c. n �n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. L�v( I (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing I TO BLOCKING WITH(5)-10d COMMONS. limy :' 1'-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS TRUSSES Iti,�► WITH TWO 116d NAILS EACH.ACOH FOUR FASTEN PURL IN TO BLO CKING W/TWO 16d NAILS(MIN) Diag. Brace � PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points . I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING ihhLa I TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall —„_ ..6 • N__________ —CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE tiliPACt.._ FOLLOWING NAILING SCHEDULE. �� METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL /�' k MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 0 ;" MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. 10,„ ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ,I ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL � AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPP T,QFdTj-tE BOTTOM GABLE TRUSS CHORD TO RESIST ALL OUT OF PLANE LOALQ3' $gFF}} G�IN THIS DETAIL IS FOR THE VERTICA\S�TI)dS(iI� .S K �// /�� u a �J....v\CENgF'<.� �, NOTE:THIS DETAIL IS TO BE USED ONLY FOR ••• STRUCTURAL GABLES WITH INLAYED / _ N� 34869 11 Ilh: STUDS.TRUSSES WITHOUT INLAYED _ /3,I STUDS ARE NOT ADDRESSED HERE. l III re z I 3/29/12 /Q� STATE OF z- STANDARD I FCORIDP (jam=� GABLE TRUSS �i \� /''�S�ONAL � 0\ • Iris lit,N� I 1109 /COASTAL BAY BOYNTON BC, FL 33435 ■ 4, TECHNICAL BULLETIN e"e V April2010 r Bulletin TB 300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)(1) Fastener Type Hanger Wood er USP WS Simpson SDS Beam Configuration g Screw Type Length _ #Screws #Screws 2 4 6 8 2 4 6 8 ' FACE(3) 3W 1,435 2,870 4,305 5.740 2,040 4,080 6.120 8,160 1 3-ply 13/4" (51/4" Beam) TOP(2) 3'h" 720 1,435 2.155 2,870 1,020 2.040 3.060 4,080 FACE 3W --- --- --- -- -- --- --- --- 3'/2"+13/4" (51/4" Beam) TOP(4) 3W 720 1,435 2,155 2,870 1.020 2,040 3,060 4,080 31/2"+13/4" I FACE! 3'h" 1,435 2.870 4,305 5,740 2,040 4,080 6.120 8,160 (51/4" Beam) 1 ; TOP(3) j ' ' FACE(2) 6"(5) 1.055 2,110 3.165 4.220 1,360 2,720 4.080 5,440 4-ply 13/1" l (7" Beam) I • i l H ' TOP(2) 6"`5' 705 1,405 2.110 2,810 905 1,815 2,720 3,625 1,915 3,825 5.740 7,655 2.720 5.440 8,160 10,880 2-ply 3 FACE 131 6"'s 2,110 4.220 6,325 8,435 2.720 5.440 8,160 10.880 (7" Beam) • TOP(2) 3W 640 1.275 1,915 2,550 905 1.815 2,720 3.625 6 705 1.405 2,110 2,810 905 1,815 2,720 3.625 2-ply 31/2° • FACE! 6,•:'- 1.055 2.110 3,165 4.220 930 1,860 2.785 3.715 (7" Beam) • TOP(21 2-ply 13/4"+ 31/2" FACE! 6,•(51 1,055 2,110 3,165 4,220 1,360 2.720 4,080 5,440 (7" Beam) TOP 3) FACE(4) 6n15j 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+ 31/2" : j 7" Beam) ) TOP141 6"`5' 705 1,405 2,110 2,810 905 1,815 2.720 3,625 3 5/4"+ 13/4" FACE/ 3y�� 1.915 3,825 5,740 7.655 2,720 5,440 8,160 10,880 (7" Beam) TOP(3) 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallamv PSL and Microllam`"LVL,but are not recommended for TimberStrand LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser, Level Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR©2010 Weyerhaeuser NR Company All rights reserved. ■ • BULLETIN TECHNICAL BULL eve April2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2" bolts-9/16'0 maximum holes • 3/4" bolts- 13/16"0 maximum holes a a • Lead holes not required for wood screws i v; Conc.Load Conc.Load m t°n Conc. Load Conc.Load oo `o 0 N`M 1 C‘-.' • • • / • \ • • IC 0 + N- • , • 0 N Wy •a • a N a • • 13 • • tu\ • • �,— �LQ .EQ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7'A:"for 1/2"0 bolts d=9%"for'/2"0 bolts d= 11'/:'for'/i'0 bolts d=9%"for'/:'0 bolts d= 14"for'/."0 bolts d= 16"for 3/4"0 bolts Conc. Load Nailed Connection Detail -, E a • *STAGGER NAILS TO • • • PREVENT SPLITTING • . • • 16d Sinker(typ) 1 1/2" \ \ I\(+9„1„) (0.148” x 3'A<") Typ. L6 Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,'Level.Microllam Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved • • TECHNICAL BULLETIN ' March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam LVL beam supporting a 2-ply Microllam'LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) 1 L 1 L • J' L J L J L J L J, L • • r `• Additional �— 3-13/4" x 14" Microllam�' LVL Beam, Flush Connection Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L — 3 r 2 1 Microllam®x 1�4" 14" Floor Joists @ 24" o.c., Typ. Microllam LVL Beam, Flush L r 4'-0" � 15'-0" � Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 11.888.453.83581 •www.iLevel.com L!Weyerhaeuser !Level Micro!lam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhae.ser NR 2010 Weyerhaeuser NR Company All rights reserved ■ ' 1R TCt' LIA11t' A I D111 I CTIA, � • ��- - I Forte MEMBER REPORT ,. Level,Floor:Flush Beam ) waw•r+ 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam() LVL PASSED i I 15' ED al All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual fat Location Allowed Result LDF System•Floor Member Reaction(lbs) 7595 e.2' 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837©l'5 1/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 0 4'11 7/8' 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 @ T 1 13/16" 0.489 Passed(U494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 @ 7'1 7/8' 0.733 Passed(L/386) -- • Deflection criteria:LL(U360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Requiied Support Reactions(lbs) Accessories Supports Bearing Bearing Bearing Dead t Floor 1 Roof/Snow 1-Stud wall-Spruce Pine Fir 3.50' 3.50' 3.40' 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50' 3.50' 2.33' 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:125) (1.15) 1-Uniform(PSF) 0 to 15' 1' 100.0 400.0 0.0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analysis Shear(lbs) Moment(Ft-lbs)• Comments Actual/Allowed/LDF Actual 1 Allowed/LDF 1 -3' 6035/13965/1 0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39'12569 1 0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte'Software Operator Job Notes • 3/25/2010 9:0221 AM iLevel®Forte""v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www•iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and This Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved.