The URL can be used to link to this page

RC-10-19-2531, 1020 NE 92nd St (5)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. ❑BUILDING 7 ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL CHANGE OF i CONTRACT JOB ADDRESS: td Za P `� NOV 01 2022 BYt-12.. _ FBC 201,^, pc�- (v-iq z EXTENSION ❑ CANCELLATION ❑ SHOP DRAWINGS City: Miami Shores County: Miami Dade Zip: ❑ RENEWAL Folio/Parcel#: ©5 1 Got G Is the Building Historically Designated: Yes NO _ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): R (00 Phone#: Address:, � 2-0N`%f '7 Z G`� 157- (� City: 1�' ` I CL VIA; L State: �� Zip: Tenant/Lessee Name: Phone#: �;-05 L1 Email CONTRACTOR: Company Name: rJ�'� ` �� F�� "� 0'� Phone#: "70� �)g ` 1 —?XJ 9 Address: 2,3 - Uv Pj Email: Qualifier Name: L 6JI os —Tr one#: State Certification or Registration #: G rsc 1l� Certificate of Competency #: DESIGNER: Architect/Engineer: 64 MA �( m(R C'6 Phone#: C ! rnrnS 0rj Address: 1i506 cli � l�r xP��lQ S_ FQ tln City:�`�M�t.e State:,R`Zip:2jat%- ) Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: � Addition � Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1 �' ` P i ✓te e� e'_�L �tr� a1 �. _ g LeQ,4 V �CF e (". 3 : () 4-1 Specify colas of color thru tile: Submittal Fee $ _ Permit Fee $ CCF $ Scanning Fee $ .y. e.b DCA Fee $ ' DBPR $ Technology Fee $ Training/Education Fee $ Structural Reviews $ P JL'A 't W CIO/CC y Notary $ Double Fee $ P&Z Review $ Bond $ ( p TOTAL FEE NOW DUE $ I (Revised04/05/2022) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be appro^d and a reinspection fee will be charged. lt-� Signature L L/ Signature OWNER or AGENT The foregoing instrument was acknowledged before me this day off Q O J J 20 Zz- by who is ersonally kno n to me or who has produced as identification and who did take an oath. NOT4PU.Sign:_lPrinti0 ' G CONTRACTOR The foregoing instrument was acknowledged before me this day of Na%Af pA)De4 , 20 92 by ` who is personally known to me br who has produced as identification and who did take an oath. NOTARY PU IC: Sign: Print: ` , U, R O Seal: S DAVIDPUPO Seal: ` a ; ,•et?• r=;;;A�`•'"Y °` ''Yl I C �DAVIO PUPr O MY COMMM-18 Hill 184 04MISSION k HH 134o Eit•:ES:.�O 22i� PleE9: Jana22025 fg;UndWTft � ok#+M sk#eM+k ok �k+k skM APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised04/05/2022) Permit Number: Owner's Name (Fee Simple Title Holder): d Phone: `(- 7e 3� Owner's eeAddress: ( d, 0 0 U- 4 Z a J S-7— City: d"l OEMc ',vim State L Zip Code: �3 Job Address (where work is being done): , 0 2- a I v � 0(agO S� City: Miami Shores State: —Florida Zip Code:313,�Y Contractor's Company Name: Address: City: Qualifier's Name: Phone : State: Zip Code: Lic. Number: Architect/ ngine of Record Name: ` �� G� �I `C Phone:J'l--� Address: Scj 1,-- rr City: IA i c i"' State: Zip Code: Describe Work: f e. I hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to Signature the contract. I hold the Building Official and the Miami Shores rmless of all legal involvement. Owner / Agent The foregoing instrument was aknowledged before me this day of,20ZZ by (�,q r lOS �Z Who is personally (!r�wn o me or who has produced as indentification. Notary Public: "`�:; DAVID PUPD MY COMMISSION a wi 136W Sign and Seal: EXPIRES: June 2.2025 Signature Contractor / Architect / ngineer The foregoing instrument was a d before me this � day of 0D\T 1202-� by "b\C(PNJ O�ACj,(-6' %o is personally nown o me or who has produced as indentification. Notary Public: ;;si`•'�```i; DAViDPUP0 .1Y COMMISSION R HH 136U4 EXPIRES: June 2, 2025 Sign and Seal. edTIn Notm PublicUnderxrt m 11062020 - Change of Contractor Form Page 2 of 2 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795-2204 www.msvfl.gov Change of Contractor/Architect or Engineer A change of contractor, architect or engineer must be done under a permit revision .There is a $145.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures of both, owner and current contractor. If the signature of the current contractor cannot be obtained the owner must send a certified letter return receipt notifying the current contractor, architect or engineer the reason for the change .The owner must allow 10 business days for the contractor, architect or engineer notification before action is taken as required under section 8-13(4) of the Miami Dade County Code. A permit application must accompany the change of contractor form, with the information and signature of the new contractor and owner or owner agent as required under FS 713.135 (6)(a) .The new contractor must be registered with the Village or must submit the required documents to register with the Village. 0 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the current architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed, and shall comply with Florida administrative code 61G1-18.002 11062020 - Change of Contractor Form Page 1 of 2 P a(� BUILDING PERMIT APPLICATION Miami Shores Village PIF--cEIVED Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305) 795-2204 Fax: (305) 756-8972 , r INSPECTION LINE PHONE NUMBER: (305) 762-4949-i•�•l� FBC 201/0 Master Permit No. M`i- —Lo - m L --2 Sub Permit No. IPBUILDING ❑ ELECTRIC ❑ ROOFING (REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS � rLamA JOB ADDRESS: �A N5 S� City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: �� :J �� Is the Building Historically Designated: Yes NO Nr Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: 7 OWNER: Name (Fee Simple Titleholder): 1- L�6 0 15 LLI./® Phone#: Address: ICJ�_L� 1�6� U-' —if Lam-` - J ` City: jjA[9'AAA SL� State: Zip: v Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Address: Y City: State: �` Zip: ✓ ��c�� Qualifier Name: Ond C6 Prve� g 'r e Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER Architect ngineer: ,..it�r ®. Rewoe-L4q Phone#: 30r-S70"&-cy Address: o City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: is(A Type of Work: ❑ Addition Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of W rk: r z- -.m o Specify color of color thru tile. Submittal Fee $ Permit Fep $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ if _ -.0 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subj at hment. Also, a certified copy of the recorded notice of commen7abb nt must be posted at the job site for the first inspect' n whi o curs seven (7) days after the building permit is issued. I ence of such posted notice, the inspection will not a approv nd 'reinspection fee will be charged. f Signatu OWNER or AGENT The foregoing instrument was acknowledged before me this day; of k.QA 20� l by Ccarr\®� '12'ez— Sho ' personally k own to me or who has produced identification and who did take an oath. NOTARY Sign, Print: y Seal: ;:: �; IDPUPO +: MY CSION # HH 1368" 7XPIRES: =m; June 2, 2025 ' Fo'dv �. BURGeE Public UndBmRQri APPROVED BY k as Signatu CONTRACTOR The foregoing instrument was acknowledged before me this day of20 �/ by ,who is personally known to me or who has produced identification and who did take an oath. NOTARY PUB Sign: Print: Seal: e� v f'f: E Plans Examiner Structural Review DAVID PUPO MY COMMISSION # HH 13W44 EXPIRES: June 2, 2025 Zoning Clerk (Revised02/24/2014) Miami Shores Village Building Department 1005014E 2"d Avenue Miami Shores, Florida 33138 Tel: (305) 795-2204 www.msvfl.gov Chanae of Contractor/Architect or Engineer A change of contractor, architect or engineer must be done under a permit revision .There is a $110.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures of both, owner and current contractor. If the signature of the current contractor cannot be obtained the owner must send a certified letter return receipt notifying the current contractor, architect or engineer the reason for the change .The owner must allow 10 business days for the contractor, architect or engineer notification before action is taken as required under section 8-13(4) of the Miami Dade County Code. A permit application must accompany the change of contractor form, with the information and signature of the new contractor and owner or owner agent as required under FS 713.135 (6)(a) .The new contractor must be registered with the Village or must submit the required documents to register with the Village. 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the current architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed, and shall comply with Florida administrative code 61G 1-18.002 11062020 C hanae of Contra, --tor F, ,r �, 'age 1 of 2 Permit Number: Owner's Name (Fee Simple Title Holder): Owner's Address: 16 '24C> P G 0 Z" City: kjstate: P C Zip Code: Job Address (where work is being done): I ozc) 06 G2,4 City: Miami Shores State:_Florlda I Zip Code: Contractor's Company Name: hone: �i Address: A m City: State: Zip Code: Qualifier's Name: ®' Lic. Number:, Architect/ Engineer of Record Name: Luis O. Revuelta Phone: 305-590-5000 Address: 2950 SW 27th Avenue, Suite 110 City: Miami State: FL. Zip Code: 33133 Describe Work: I hereby certify that the work has been abandoned and/or the contractor/architect Is unable or unwilling to omplete the contract. I hold the Building Official and the Miami Shores harmless of all legal involvement. Signature Signature Owner / Agent Contractor J Ar hitect / Engineer The foregoing instrument was aknowledged before me this day of1)9wjj�ZI by —6742, Who is rsona y known to me or who has pro as indentification. Notary Public: DAVI MYcoMoN0FU1138844 Sign and Seal: �a�' ;ror�+t EXPIRES: Jerre 2, 2025 11aWWTWu u , 11062020 The foregoing instrument was aknowledged Tj before me thi day of 20Z l by Who i ersonally known to me or who has produced Notary Public: Sign and Seal: as indentification. DAVID PUPO MY COMMISSION i HH 136U4 EXPIRES: June 2, 2025 BMW Tluu Ndov Rib& uA".*. Royal Truss Manufacturing .Roall oi. tansi R22.nn20 y russ, Etc: (306).85-1-6960 Site informladoiv Project Customeirl 0.2.0 NA. RESIDENCE Ry -AT7 _®mil S 'Addiess' fte :1020 NE.92 ST.. MIAMI SHORES. St: FL.! Zip:. - General Truss Engineering Criterfai & Design Loads (Indliddual Trus -D s,Des1g4 rcivv in- q Sh 4w Special Loading Conditions) Design Code: FBC201-7/.TP12014 Design Program: 8.22 May 29 2018 Roof Load: 55.0 Psf F16orldiid: N/A Wind Code: AWi=RS(Dire.ctional)M- hybrid Wind ASCE 7-1. 0 Wind.Speed: 175 mph This package includes . 21 individual, dated Truss Design- Drawl . ngs and 0 Additional Drawings. With myseal affixed to this sheet, I fiereby-g 7 prtify.that I am the Truss Desigh Engineer andthis index sheet conforms to 6.1 G 15-31.003,. sectibn'5 of,the Florida Board of P r*ofessional'- Engineers Rules sees of a 00*0 0 Date Truss 1D# Seal# 11122/20' TA =w= A0069253, 2 11/22120 TB. A006.9264 3 11/22/20 TC Ao069255 4 1*1122120 'TD A0069256 $ 11/22120 TDD A0069257 6 11/22/20 TE AO069258 7 11/22/20 TF A0069259 8 .. 11/22/20. V1 A0069260 9 11/22120 V1 0. A0069261. • .11/22/20 V13 -;A006926 11 11122/20 A0089273 12 11/22/20 V15 A0089264- 13 11/22/20.-- ' V16 A0069265 1.4 11122120` V2 A0089266: 15 11/22/20 V3' A0069267 .16 11/22/20 V4 A0069268 17. 11/22j20 V5 A0069269 18- 11/22/20- V6 A0069270 19 11/22/20 VT A0069271 20.1 11/22120 V8_ A0069272 �21 �V6 - �-- A0069273 go. oil 0000 600*66, 000*to *to** — 00000 • 0.: w., • :.00:0 *Ogg 0 • 0*6*60: 9909 00 0 • The truss drawi ngs) above have been prepared by MiTek 0, Industries, Inc.'. under my' direct supervision based on the parameters provided by'Royal Truss Manufacturing, Trust Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTES The seal on these drawin gs -indicate acceptance of prof6s:"ional'si-leiineering- respQhsibilty for the truss Conaponenfs.shown. Page 1 of 1 AVY E Nq 3 NV No.22249 o S IZZZ TTAT�EA.V FF h 40RPq� 3 Job Truss Truss -ype Qty Ply AoOG5253 11-17-20 TA COMMON 2 1 Jc,b Reference (optional) mzzu s May zv eu-io W, 1 OK h-QUSLReS, inc. JUG NOV ZZ IU:015:JU ZUZU rage -1. ID:VTIsfpezxgsZah.-V,oKY1yGh4U-U IVRastLOdEPAiS7kMDikdFwylhQVBd99Cb1FPyGfvr 5.512 1a .1-8 5-5-12 — 5-5-12 4.00 12 3x4 7 _ 2LO 1 0 3x4• = = 4x5 = 3 1 - 5 6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0, Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0 02 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.35 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0 BCDL 10.0 Code FBC2017/TP12014 Matrix-S - LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2r.4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD SLIDER Lift 2x4 SP No.2 2-7-14, Right 2x4 SP No.2 2-7-14 REACTIONS. (lb/size) 1=668/0-8-0 (min. 0-1-8), 5=668/0-8-0 (min. 0-1-8) Max Horz 1=-57(LC 10) Max Uplift1=-305(LC 12), 5=-305(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when showo. TOP CHORD 1-2=-1100/687, 2-7=-1005/693, 3.7=-10041702, 3-8=-1004f702, 4-8=-1005/693, 4-5=-1100/687 BOT CHORD 1-6=-538/953, 5-6=-538/953 WEBS 3-6=-9/265 Scale = 1:20.2 IP o- •*•• 3x4 = ee. • *see • • :**so: — 5-5-11 9 .— •• ��•.••. .• ••� .••. sees:* (loc) I/deft * e jjq: PLJ1§ eGRIP i 'I �j >999 0,,. MT�244/�90: i-6 >999 .e �lR:` ieeee• eeeee 5 n!a +fir • • see: * * Weidht: 45 lb * FT*= 2( Structural woo(tsheathing diC%cj1y AppliedVr9kt-e15 oc purlins. • Rigid ceiling directly applied or 7-1 G-14 oc bracing. MiTek recommends'Ealat Stabilizers and required cross bracing be installed during - trust erection, in accordance with Stabilizer - Installation guide. _NOTES.,__..._ ....... ........ __ ... _. _.. _ .. ... _ ... _ _ _.._ 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCD:: 5.Opsf; h=15ft: B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl.,-GCpi=0.18; MWFRS (directional). and C-C ExLerior(2) 0-8-5 to 3-3-5, Interior(1) 3-3-5 to 5-5-12, Exterior(2) 5-5-12 to 8-5-12, Interior(1) 8-5-12 to 10-8-3 zone�C Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1'.60 plate grip DOL=1.60 .4�j;/ ; 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent other live_ loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all a r e rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other rT e, Z�TtI t. r 5) One RT3A USP connectors recommended to connect truss to bearing walls due tc L jt(s) 1 aroftftm� 5. This connectio is for uplift only and does not consider lateral forces. Continued on page 2 lam, Mom3�ri�►13A 32�5 �.• t�a.�� lr�c Itarpaami� Job Truss Truss Type Qty Ply 11-17-20 TA COMMON 2 1 A0069153 Job Reference (optional) tf.11u s may zu zuits Pm I eK InaUSU1eS, Inc. Sun NOV LL 1U:W:JV 1ULU Page ;4: ID:VTIsfpazXgsZaL.HXt •1)KY1 yGh4U-U_IVRastLOdEMjS7kMDikdFwylhQVBd99Cb1 FPyGNE NOTES- 6) Girder carries tie-in span(s): 2-8-0 from 0-0-11 to 11-0-3; 2-8-0 from 0-0-11 to 11-0-1, 3-0-0 from 6-0-11 to 11-0-3; 3-0-0 from 0-0-1.1 to 11-0-3 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-99(F=-9), 3-5=-99(F=-9), 1-5=-29(F=-9) Job Truss Truss Type Qty Ply A0069254 11-17-20 TB COMMON 1 Job Reference (optional) 8.220 s May 29 2018 MI I ek 'noustnes, Inc. Sun Nov 22 10:52:38 2020 Page 1, ID:VTIsfpazXgsZabHXbvpKyl;�h4U-ZX_if8VRMT9SYEM141E2cVo9aDLwQw108XfQ3gyGg4 5-5-12 11-8 0.1 5-5-12 _ 5-5 12 4x5 = Scale = 1:20.2. 4.00 12 . 2 6 - 7 5 8 1 1 3 H I� 0 0 3x8 11 4 3x8 = 2x4 11 3x8 = ••3x8 II 1 5-5-12 10-11-f • - • • 10- 1-8 • ' Plate Offsets (X,Y)— [1:0-0-8,0-1-4], [1:0=2-1,Edge], [3:0-0-8,0-1-4], [3:0-2-1,Edge] • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in •• •i (loc) I/deft • •q .... ...... j PLAt E§ GRI� i TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) 0.03 1-4 >999 2 0 MTV 244/T90. TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(CT) -0.06 1-4 >999 • •�>�d • : • • • • • BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 3 n/a • n1a :....: BCDL 10.0 Code FBC2017/TP12014 Matrix-S �':" Weight: 39 lb ' FT'= 2( ...... . .. ...... . LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD ' • • Structural woodshedthing di0qjjlyNplied tT'P; K0 BOT CHORD 2x4 SP No.2 oc purlins. • WEBS '2x4 SP.No.2 BOT CHORD Rigid ceiling directly applied or 8-6-2 oc bracing. WEDGE MiTek recommends that Stabilizers and Left: 2x4 SP No.2, Right: 2x4 SP No.2 required cross bracing be installed during - truss erection, in accordance with Stabilizer - Installation guide. REACTIONS. (lb/size) 1=572/0-8-0 (min. 0-1-8), 3=572/0-8-0 (min. 0-1-8) Max Harz 1=57(LC 11) Max Upliftl=-230(LC 12), 3=-230(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-986/594, 5-6=-908/594, 2-6=-888/605, 2-7=-888/605, 7-8=-908/594, 3-8=-986/594 BOT CHORD 1-4=-458/846, 3-4=-458/846 WEBS 2-4=0/256 NOTESa---.._... .... _ .. .... _ .. _ ........ _-... _ . ... . _ ._. ._.. _ _ _. 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B:Opsf; BCDL=5.Opsf; h=15ft; - B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-5-12, Exterior(2) 5-5-12 to 8-5-12, Interior(1) 8-5=12 to 10-8-3 zone ;C� C for forces & MWFRS for Lumber DOL=1:60 DOL=1.60 members and reactions shown; plate grip ,""' - 3) This truss has been designed for a 10.G psf bottom chord live load nonconcurrent w' alive loads. - 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 3r , rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other rr ap 5) One RT3A USP connectors recommended to connect truss to bearing walls duet U jt(s) 1 ar> , 3. This connectio is for uplift only and does not consider lateral forces. Continued on page t Job Truss Truss Type Qty Fly A0069254 11-17-20 TB COMMON 1 Job Reference (optional) LOAD CASE(S) Standard U.ZZU s May zv ZUltf MI I eK Inausines, Inc. Jun NOV ZZ IU:OZ:3tS "LULU rage Z; ID:VTIsfpazXgsZabHXbvpKk iyGh4U-ZX_lf8VRMT9SYEMI41E2cV69aDLwQw108XfQ3gyGg_t •. .. .... sees.. i •sees. eees ..•.. see. • ...... sees.. • . - • •seeee • se eeeee• Job Truss Truss Type Qty Ply A0069255 11-17-20 TC COMMON 1 Job Reference (optional) tS.zzu S May zu zuit5 MI i SK InOUSMeS, inr bun iiov zz iu:SZ: 3t1 YUYU rage i , ID:VTIsfpa7XgsZabHXovpK: iyGh4U-ZX_1f8VRMT9SYEM141E2cVoD6DSaQva08XfQ3gyGg_j B3-5 12-3-0 18-2-1 24-6-0 �- 6-3-5 5-11-11 511 ?1 — 6-3-5 4.00 12 T 04 6 O LOADING (psf) SPACING- 2-0-0 CSI. TOLL 30.0 Plate Grip DOL 1.33 TC 0.54 TCDL 150 Lumber DOL 1.33 BC 0.56 BCLL 0.0 Rep Stress Incr NO WB 0.10 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD ?x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 3-0-13, Right 2x4 SP No.2 3-0-13 4x5 = 4 DEFL. Vert(LL) Vert(CT) Horz(CT) Scale = 1:41.5 �E1Z 1 s 8 6x6 • 0245-15 • . • • .2.2 0 • { 2-32 in (loc) I/defl * • 4N • OWES • •Gtgl�• j 0.16 8-10 >999 * *246 • MTW * •'2V47,490 -0.20 8-10 >999 .019C. ::.... 00900 0.06 7 n/a * 1174 :....: BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 1=1580/1-4-0 (min. 0-1-8), 7=1580/1-4-0 (min. 0-1-8) Max Horz 1=-121(LC 10) Max Upliftl=-1053(LC 12); 7=-1053(LC 12) Max Grav 1=1681(LC 19), 7=1681(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3847/2666, 2-3=-3710/2686, 3-11=-3417/2418, 4-11=-�334/2428, 4-12=-3334/2428, 5-12=-3417/2418, 5-6=-3710/2686, 6-7=-3847/2666 BOT CHORD 1-10=-2386/3539, 9-10=-1489/2:394, 8-9=-1489/2394, 7-8=-2386/3539 WEBS 4-8=-647/1060, 5-8=-705/672, 4-10=-647/1060, 3-10=-704/672 * * Weight 220 111 FT'= 2( Structural wood sheathing diseatlyappliedvrOk oc purlins. • frigid ceiling directly applied or 8-3-13 oc bracing. NOTES- - 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows:;, Top chords connected as follows: 2x4 - 1 row of 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. bA f _ 2) All loads are considered equally applied to all plies, except if noted as front (F) or back.:B).face_in l LOAD CASE(S) section. Ply to ply connections have been provided to distribute o (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. Continued on page 2 Job Truss Truss Type Qty Ply A0069255' 11-17-20 TC COMMON 1 2 Job Reference (optional) S.ZZu s May Z9 Zulu MI 18K Inaustnes, Inc. bun Nov ZZ 1 U:5Z:3S 20Z0 Page Z ID:VTIsfpazXgsZabHX hvpK (1 yGh4U-ZX_1f8VRMT9SYEM141 E2cV6D6DSaQva08XfQ3gyGg_t NOTES- 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-0-0-11 to 2-11-5, Interior(1) 2-11-5 to 12-3-0, Exterior(2) 12-3-0 to 15-3-0, Interior(l) 15-3-0 to 24-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are 3x4 MT20 unless otherwise indicated. 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.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) Two RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 9) Girder carries tie-in span(s): 3-0-0 from 0-0-11 to 24-6-11; 3-0-0 from 0-0-11 to 24-6-11 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33. Uniform Loads (plf) ' Vert: 1-4=-99(F=-9), 4-7=-99(F=-9), 1-7=-29(F=-9) 00 so 0000*0 • • • j • • • • .•••.• •••• • • • • •••.••' •••••• • •• •••••• •• • •• • • Job Truss Truss Type Qty Ply A006925C 11-17-20 TD COMMON 8 1 Job Reference o uonal O.ZZU 5 May , 1 ZUItS MI I aK nouF.ries, Inc. jun NOV ZZ IV040V ZUZU rage I; ID:VTIsfpazxgsZab•!XbvpKYlyGh4U- IjYPtTV: 7nHJAOwxeIIHBjLIMdjw9LpANBO_cGyGg-.�s 0-(L2 6-3-5 _ 12-3-0 18-2-11 24-&0 2 1 0-6-1 6-3-5 5.11-11 5.11-11 6-3-5 1 4x6 = 4.00 12 4 C6 0 Scale = 1:42.8 IM 0 3x6 = 3,0 = 3x4 = 2x4= •• • • . '••••' • . 3 ...•• oo-qq-1 8-3-3 } 18-2-13 b • !4rr15 0- • i • 8 &2 7-11-10 ... o Plate Offsets (K,Y)— [1:0-2-9,0-3-0], [1:Edge,0-2-3], [7:0-2-9,0-3-0], [7:Edge,0-2-3] j ..�-.• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl mot%^ KATiS :<iRiF► TCLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) 0.17 8-10 >999 **2W* VITA ' 244/T90 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.33 8-10 >876 "TSd ' 90 BCLL 0.0 " Rep Stress Incr YES WB 0.17 Horz(CT) 0.09 7 n/a • %a: " ' '. BCDL 10.0 Code FBC2017/TPI2014 Matrix-S • • gt;t;110 ItT••FT,�__ 2( LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2x4 SP No.2 r F17, ek recommends th9t Stabilizers and SLIDER Left 2x4 SP No.2 3-0-13, Right 2x4 SP No.2 3-0-13 I required aoss bracing be installed during tru, s erCtion, in accordance with Stabilizer - 1ista!!ation guide. REACTIONS. (lb/size) 1=1317/0-8-0 (min. 0-1-9), 7=1317/0-8-0 (min. 0-1-9) Max Horz 1=121(LC 11) Max Uplift1=-529(LC 12), 7=-529(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2913/1404, 2-3=-2765/1422, 3-11=-2553/1270, 4-11=-2465/1280, 4-12=-2465/1280, 5-12=-2553/1270, 5-6=-2765/1422, 6-7=-2912/1404 BOT CHORD 1-10=-1223/2659, 9-10=-772/18159, 8-9=-772/1869, 7-8=-1230/2659 WEBS 4-8=-277/738, 5-8=-514/395, 4-10=-277/738, 3-10=-514/395 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=S.Opsf; BCDL--'S.ONsf; h115ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.,. GCpi=0.18; MWFRS (directional). and C-(: Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 12-3-0, Exterior(2) '12-3-0 to 15-3-0, Interior(1) 15-3-0 to 24-2-11 zon ,�,C for members and forces & MWFRS for reactions shown; Lumber DOL=1'.60 plate grip DOI. -= I.00 j j :�' r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent aril other live- loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all r e rectangle 3-8-0 tall by 2-0-0 wide will fit betweE?n the bottom chord and any other ��. D r 5) One RT3A USP connectors recommended to o�nnect truss to bearing walls duet L jt(s) 1 ar FA 7. This connectio.p is for uplift only and does not consider lateral forces. Continued on page 2 FEW% $� i�l.�{3�a)�2.�Xdlr PAX (i��aoza Job Truss Truss Type Qty Ply A0069256 11-17-20 TD COMMON 8 1 Job Reference (optional) LOAD CASE(S) Standard t9.ZZU S May Zy ZUlt3 MI I eK +11OUStneS, Inc. Sun NOV ZZ IU:0Z35 ZUZU rage;-;: ID:VTIsfpazXgsZabr'.XbvoKY1 yGh4U-1jYP'. iV37nHJAOwxeIIHBjLIMdjw9LpANBO_cGyGg_g • . .. . • • • • • • • •••••• •••• • • • • •••••• • • • A • • • • • •••••• ♦ • i t Job Truss Truss Type Qty Ply 11-17-20 TDD COMMON 4 1 C6 0 Id111111 W-Yi 8.220 s May 29 2018 MiTek Industries, Inc. Sun Nov 22 10:52:39 2020 Page 1: ID:VTIsfpazX9sZabHXbvpKy1yGh4U-1j PtTV37nHJAOwxeIIHBILJjdio9JiANBO_cGyGg-p 0 ¢0 8 3 5 12-3-0 18-2-11 2448-0 24 B 1 1 8-31 �- 5.11-11 5 11-1';-- 8.3-5 1 Scale = 1,41.5 4x6 = 4.00 F12 4 6x8 = v 3x4 = v 3x4 = V 3x4 = • • • • 1 _ 8-3-3 18-2-13 4 • • 24 0 0 1 8.3-2 7-11-10 ~ e s Plate Offsets (X.Y)— _ [1:0-5-9,0-0-0], [1:0=2-2,0-0-•111, [1:0-1-9,0-3-0], [7:0-5-9,0-0-O], [7:1-1-3,0-0-11], [7:0- 0 — LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl t%d TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) 0.26 9-10 >999 �2a • TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -0.34 e10 >863 •' 18V BCLL 0.0 * Rep Stress Incr YES WB 0.30 Horz(CT) 0.10 7 n/a .*%a. BCDL 10.0 Code FBC2017/TP12014 Matrix-S • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 SLIDER : eft 2x4 SP No.2 3-0-13, Right 2x4 SP No.2 3-0-13 REACTIONS. (lb/size) 1=1354/1-4-0 (min. 0-1-11), 7=1354/1-4-0 (min. 0-1-11) Max Horz 1=121(LC 11) Max Uplift1=-853(LC 12), 7=-853(LC 12) Max Grav 1=1418(LC 19), 7=1418(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3263/2223, 2-3=-3139/2240, 3-11=-2874/1995, 4-11=-2799/2004, 4-12=-2799/2004, 5-12=-2874/1995, 5-6=-3139/2240, 6-7=-3263/2223 BOT CHORD 1-10=-1978/2997, 9-10=-1221/2023, 8-9=-1221/2023, 7-8=-1978/2997 _V.1lEBS_._.......... ,.. 4<8r'498/873,..5-8T-641/614,-�10=-498/873i.3-10=-641/61.4 .... .. . •1.• •. • .. 1 j :4RWC j •..l.• OLATIES MT2a • 244/T90 lj AQ4t;1101 b' • • FTC 2( Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-1-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss: erection, in accordance with Stabilizer - Insyalla!I^n guide. - NOTES- 1) Unbalanced roof live loads have been considerl.d for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=S.Opsi; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (directional) and C-C E16r( 0-0-11 to 2-1 1-5, Interior(1) 2-11-5 to 12-3-0, Extedor(2) 12-3-0 to 15-3-0, Interior( -G-?Q to 246 41 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 60 plate gnp 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent itle e loads. O 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all r a• CSh� T r . FA 4 = rectangle 3-8-0 tall by 2-0-0 wide will.fit between the bottom chord and any other e Continued on page 2 Job Truss Truss Tape Qty Ply - -- A0069257 11-17-20 TDD COMMON 4 1 Job deference (optional) tizzu S May 29 ZU1tt MI I eK Industries, Inc. Sun NOV 22 10:52:39 2020 Page 2; ID:VTIsfpa7XgsZ,SH,,bvpKYIiGh4U-4;'PtTV37nHJAOwxeIIHSjLJjdio9JiANBO_cGyGg s NOTES- 5) Two RT3A YSP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. LOAD CASE(S) Standard •• . •••• • . . . .•.••• : .. • • . • 090000 •. . •••••• •••• ••••• •••••• • •• • •• • • • • • • •••••• • i 1 Job Truss Truss Type Qty Ply A0069258, 11-17-20 TE COMMON 4 1 Job Reference (optional) 8.220 s May 29 2018 MiTek ndustries, Inc. Sun Nov 22 10:52:40 2020 Pagel: ID:VTIsfpazXgsZabKXbvpKY1 yGh4 U-Vw8n4pWhu5PAnYV8CSH WhwtVT101udTJbr8X8iyGg_r 6-3.5 12-3-0 18.2-11 24-" B•3-5 5-11-11 5-11-11 -- r 63-5� 4x5 = 4.00 12 3 6x6 = 3x4 = 6x6 = •• •'•• . . 8 2-13 • • 2*5-15 • '• . • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft ZJa • TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 Vert(LL) -0.11 1.8 >999 •$�6 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.26 1-8 >744 BCLL 0.0 * Rep Stress.lncr YES WB 0.85 Horz(CT) 0.02 6 n/a "'rye' BCDL 10.0 Code FBC2017[rPI2014 Matrix-S • • • Scale = 1:42.9 .•Salo : aaa390 TTeigflt: 101 lb FT = 2( 1 LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 BOT CHORD 2x4 SP No.2 oc. purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide. - REACTIONS. (lb/size) 1=753/0-8-0 (min. 0-1-8), 5=207/0-3-8 (min. 0-1-8), 6=1695/0-8-0 (min. 0-2-0) Max Horz 1=-121(LC 10) Max Uplift1=-300(LC 12), 5=-78(LC 12), 6=-688(LC 12). Max Grav1=753(LC 1), 5=288(LC 22), 6=1695(LC 1) Ak ATES AT20• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1398/686, 2-9=-1321/699, 2-10=-993/521, 3-10=-896/539, 3-11=-249/759, 4-11=-260/603, 4-12=-60/390, 5-12=-97/350 BOT CHORD 1.-8=-559/1253, 7-8=-15/300, 6-7=-15/300, 5-6=-328/135 WEBS 3-6=-1378/713, 4-6=-684/504, 3-8=-345/838, 2-8=-602/459 _NQTES,__ _._........:...... _...:..... 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=6.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; Encl.; GCpi=0.18; MWFRS (directional) ano -C Exterior(2) 04-5 to 3-3-5, Interior(1) 3-3-5 to 12-3-0, Exterior(2) 12-3-0 to 15-3-0, Interior(1) 15-3-0 to 24-1-15 zon C for members and forces & MWFRS for reactions shown; Lumber DOL=1'.60 plate grip DOL==1.6( 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent jher live - loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all ar e ae, �; rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other e e t� �.I 5) One RT3A USP connectors recommended to connect truss to bearing walls due t L it(s) 1. T ' cgnnection is for uplift only and does not consider lateral forces. ° PA Continued on page 23, . 1 0&9MV • W,PA3361y • . MAX f�Pi5336 SMA i Job Truss Truss ype Qty Ply A0069258 11-17-20 TE COMMON 4 1 Job Reference (optional t3.ZZU S May zu ZU1ts mi i eK inaUStneS, Inc. sun III®V ZZ 1U:bZ:4U ZUZU F'agez; ID:VTIsfpazXgsZabF;Syvpr:YlyGh ? U-Vw8n4pWhu5PAnYVBCSHWhwtVT101udTJbr8X8iyGg_�r NOTES- 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) E, This connection is for uplift only and does not consider lateral forces. 7) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. LOAD CASE(S) Standard .. . *s•. . • •• •• •..• •....• i i • • . • .. ... • 0 0 0 0 -1 : 0900 00000 .• .••.•• ..•.•• i . . • .. . .. • . . 0 a 0 . : Job Truss Truss Type Qty Ply A0069259. 11-17-20 TF COMMON 1 2 job Reference (optional) ts.zzu s May zu Zuiu MI I eK inaustnes, Inc. bun NOV ZZ 1U:b2:4U 202U Page 1; ID:V risfpazXgsZabH:(bvpl:Y1yGh4U-Vw6n4pWhu5PAnYVBCSHWhwtYc192uoKJbr8XBiyGg_r 7-2-0 12-2-4 17-2-8 24-4-8 ~- 7-2-0 5-0-4 5-0.4.-- 7-2-0 4x5 = 4.00 12 3 2x4 11 Scale = 1:42.7 0 I0 o: 2x4 11. •• •••• . 7-2-0 7- B 12-2-4 17-2-8 • • • 244 8 • .. • 1 • .. • • 7-2-0 4-11 A 2 5-0-4 7-2-0 3 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(CT) -0.12 BCLL 0.0 Rep Stress lncr NO WB 0.15 Horz(CT) -0.01 BCDL 10.0 Code FBC2017/TP12014 . Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD (loc) I/deft . "ud. OLATES "akiP 5-6 >999 'M RAT2(f :.244490 5-6 >999 "1180' .' 9 n/a ..J L. .. i 1�d . . .". COeignt: 207 lb %T =:2( ; Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=191/0-6-0 (min. 0-1-8), 5=1044/0-8-0 (min. 0-1-8), 9=2037/0-8.0 (min. 0-1-8) Max Horz5=-120(LC 10) Max Uplift1=-92(LC 12), 5=-475(L(,' 12), 9=-916(LC 12) Max Grav1=273(LC 21), 5=1044(LC 1), 9=2037(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-268/540, 2-10=-256/679, 2-11=-796/512, 3-11=-688/530, 3-12=-688/528, 4-12=-793/511, 4-13=-1854/996, 5-13=-1940/979 BOT CHORD 1-9=-505/333, 8-9=-505/333, 7-8=-505/333, 6-7=-808/1751, 5-6=-808/1751 WEBS 4-7=-1235/711, 4-6=-17/330, 2-7=-573/1297, 2-9=-1757/1016 NOTES- 1) 2-ply truss to: be connected together with 1 Od (0.131 "0') nails as follows: Top chords connected as follows;.2x4.7.1 row dt.0-9-0 0.0. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all pries, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; B - B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) a d n - 0 to 3-3-0, Interior(1) 3-3-0 to 12-2-4, Exterior(2) 12-2-4 to 15-2-4, Interior(1) 15-2-4 - n C r members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gri D Continued on page 2 Job Truss Truss Type Qty Ri;., A0069259' 11-17-20 TF COMMON 1 2 Job Reference (optional) t3.ZZU s May zu zuitf MI i 9K maustnes, Inc. Sun Nov ZZ IU:bZ:4U 2U2U Page 2, ID:V risfpazXgsZabHXL vpKi 1 yGn4U-Vw8n4pVN4w5PAnYVBCSHWhwtYcl92uoKJbr8X8iyGg_r NOTES- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wil.i any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7.) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=916.. - 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPL?:"T at jt(s) 1. This connection is for uplift only and does not consider lateral forces. 9) One RT3A USP connectors recommended to connect truss to bearing walls due.to OPLIFT at jt(s) 5. This connection is for uplift only and does not. consider lateral forces. - - 10) Girder carries tie-in span(s): 3-0-0 from 0-0-0 to 24-4-8; 3-0-0 from 0-0-0 to 24-4-8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-104(F=-14), 3-5=-104(F=-14), 1-5=-34(F=-14) •••• • • . • • • • 000600 •.•• •••••• •••• • 5 •••••000000 •••• • • • • •••••• • • • • • •• • •• • • • Job Truss Truss Y/pe Qty Ply -- A00692601 11-17-20 V1 VALLEY 1 1 Job Reference (optional) o.ctu s may zu zu-io ivu i eK :nQU`;!neS, inc. Jun NOV ZZ 1U:bZ:4U ZUZU Nape 1: ID:VTIsfpazXgsZabHXu ,pl^. / 1 yGh4U-Vw6n4p1'Vhu5PAnYV8CSHWhwth_1 FmuggJbr8X8iyGg_r 2-0-0 _ _ 4-0-G 2-0-0 — 2-0-0 4.00 12 K, 3 Scale = 1:7.6 2x4 •••• 2X4 zz-�4-0-01 •. • • -- Plate Offsets (X,Y)— [2:0-2-0,Edge] 4-0-0 • • • • i — r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft •' Vd PLATES QRV • TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) n/a - n/a f1999a � �T�Q• 24WT90 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) n/a - n/a •M • • :.see: • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a s • lv • • BCDL 10.0 Code FBC2017/TPl2014 Matrix-P fees•• Wei;*:9lb •••F4F 2( LUMBER- BRACING- : • s • • •. • •: • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing di�ie' %Upplied or 4-0-0 BOT CHORD 2x4 SP No.2 oc purlins. BOT CHORD Frigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during - truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 1=121/4-0-0 (min. 0-1-8), 3=121/4-0-0 (min. 0-1-8) Max Horz 1=-1 O(LC 10) Max Uplift1=-49(LC 12), 3=-49(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncotacurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where i rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. .9:1b y 6) One RT3A USP connectors recommended to connect truss to bearing walls due to- n ` 3. This connection is for uplift only and does not consider lateral forces. E, f FA CK ILL• FE LOAD CASE(S) Standard .'. U, ».• (��a.�� c (a�t�a�amt� A0069261, VALLEY 3 I 1 Job Reference (oDtlonal 8.220 s May 29 2018 M:Tek ,n&stries. Inc. Sun Nov 22 10:52:43 2020 Page 1; ID:VTIsfpazxgsZa`.14Ab%,,,KY1--h4U-vVowirZaBOnle?EkbgDJZV—IEBzSAQIIpMBIlyGg p 6-9-0 B-9-0 —� 2 Scale = 1:14.8 3 2x4 2x4 +h�••• .. . .•.. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl "133. PC$TES •(31lP• TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) n/a - n/a ' • 999 • M-Me 2i4f1Q0 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(CT) n/a n/a • 999 ; • • • • • BCLL 0.0 Rep Stress. Incr YES WB 0.00 Horz(CT) 0.00 n/a • 0 • "8 • • • � • • • • • . BCDL 10.0 Code FBC2017/TPI2014 Matrix-P • • • • • Weight: 22 lb • • ��i 2C; LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2,:4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (ib/size) 1=314/6-9-0 (min. 0-1-8), 3=314/6-9-0 (min. 0-1-8) Max Horz 1=122(LC 12) Max Uplift1=-106(LC 12), 3=-146(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-257/346 Structural wood shgathing directly applied Qr,?i2,0 oc purlins, except end vertic2d9'.'; • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3;10-13, Interior(1) 3-10-13 to 6-7-4 zone;C-C for members and forces & MWFRS for reactions ........... hown;.Lumbec DOLT1.60 plate. grip, DOL=1-..60 - 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load or 20.Opsf on the bottom chord in all areas where I rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. r 5) One RT3A.USP connectors recommended to connect truss to bearing walls due to 4� ./ 2 iFT at itlS) 1_and 3. This connection is for uplift only and does noe consider lateral forces. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0069262 11-17-20 V13 VALLEY 1 i Job Reference (optional) 8,220 s May 29 2016 Ml i ek Industries, Inc. sun Nov 22 10:52:43 2020 Page 1 : ID:VTIsfpazxgsZabH:tbvpKYlyGh4U-vVowjrZaBOnle?E@bgDJZV91EGS59211pMB11 yGg_g 22 -04 22-0-4 3x4 = Scale = 1:37.0 y Y e E 0 [7 r V r r y r 16 15 14 13 12 3x4 = 220-4 ,I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) n/a TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(CT) n/a BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 BCDL 10.0 Code FBC2017frPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS '2x4 SP No.3 REACTIONS. All bearings 22-0-4. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 16, 9 except 12=-120(LC 12), 10=-220(LC 9), 11=-159(LC 9), 15=-220(LC 8), 13=-159(LC 8) Max Grav All reactions 250 lb or lass at joints) 16, 9 except 12=299(LC 1), 10=477(LC 1), 11=388(LC 1), 15=477(LC 1), 13=388(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-10=-392/296, 5-11=-317/223, 2-15=-392/296, 3-13=-317/223 10 9 • .. •..-a 1 (loc) I/defl - • Vdf • PUVES 'GRIPS • n/a :*M em-- MT200- 2�NOn!a 000 9 n/a rlfa' • • • • • • • • • • • Weight: 83 lb •Pf r 2( Structural wooc$shdVMing directly applied pt BAR 0 oc purlins, except end verticals' • Rigid cc-iling directly applied or 10-0-0 oc bracing. ' mi Tek recomm3nds that Stabilizers and required cross bracing be installed during 1 truss erection, in accordance with Stabilizer Instailation guide_ NOOTESR___._........:...... _.. ...._ _..._..... ..._ 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24-ft; eave=4ft; Cat. II; Exp C; Encl., UCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. s1 `1,/ 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent W' loads. 6) " This truss has been designed for a live load oi' 20.Opsf on the bottom chord in all ar a a• 9 rectangle 3-&0 tall by 2-0-0 wide will. fit between the bottom chord and any other e CoFA ntinued on page 2, . m2i3 .CA w Stil3:1 114mmusaaa- Job Truss Truss Type Qty PIv A0069262,. 11-17-20 V13 VALLEY 1 1 _ Job Reft:rence (optional) 8.220 s May 29 2018 MiTel ln, us!r es, Inc. Sun Nov 22 10:52:43 2020 Page 2; NOTES- ID:VTIs1`pazXg:ZabH.(bvpKY1yGh4U-vVowjrZaBOnle?EitbgDJZV91EGS59211pMB11yG9-o 7) One RT3A USP connectors recommended to connect truss to bearing walls due to UP:_!F'F at jt(s) 16, 9, 12, 10, 11, 15, and 13. This connection is for uplift only and does not consider lateral forces. GOAD CASE(S) Standard •. • •.•• . • .• •. . • • • • •..... • .. .. ..•• •..• • • • •.•••• • •• • •• • • • • Job Truss Truss Type Qty Ply A0069263 11-17-20 V14 VALLEY 1 1 Job Reference (optional) ts.ZZU s May Zu ZU1ts MI ! ex Inaustnes, Inc. bun NOV ZZ IU:bZ:44 ZUZU h'age 1.: ID:VT1dpazXgaZabHXbvpK-5yGh4U-NhLIwBZCyJvcG9pvRILSrm2KBecmgcKvwT61HTydg n 20-OA Scale = 1:33.7, 5x6 = 13 z 14 115 4 16 17 c" 18 0 ST1 ST 1 IST1 12 11 10 9 8 7 5x6 = 20-0-4 • • • ••T ... zo-o-a Plate Offsets (X,Y)— [5:0-3-0,0-3-0], [11:0-3-0,0-3-0]� • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl • • thf • PLAMS QgIP• TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) n/a - n/a • •999 • MT�Q Q44� 19�0 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(CT) n/a - n/a •999 • I • BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a • • Ala • BCDL 10.0 Code FBC2017/TP12014 Matrix-R • • .:.. sleight: 74 Ib ...fit.= 2( LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-4. BRACING - TOP CHORD BOT CHORD (lb) - Max Uplift All uplift 100 lb or less at joint(s) 12, 7 except . 8=-219(LC 9), 9=-174(LC 9), 11=-215(LC 8), 10=-177(LC 8) Max Grav All reactions 250 lb or less at joint(s) 12, 7 except . 8=469(LC 1), 9=434(LC 1), 11=462(LC 1), 10=438(LC 1) see ••••.• Structural wood sheathing diWly"plied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeii recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-8=-384/291, 4-9=-355/251, 2-11=-380/288, 3-10=-358/253 NOTES- -1.) Wind:-ASCE.7-1 0; Vultra 75mph (3-second-gust)-Vasd=136mph;- TCDL=5.Opsf; BCDI_=5.Opsf; h=15ft; - B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C.•C Exterior(2) 0-1-12 to 3A-12, Interior(1) 3-1-12 to 19-10-8 zgne;C-C for members and -forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -_ 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. Nf31;J 2 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 'th any o ner Ive loads. _ 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all M r rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other rr MuFA Continued on page 2. . `I�9�33�,�1`t�i �$DA 33� • Job Truss Truss Type Qty Ply A0069263 11-17-20 V14 VALLEY 1 i Job Reference (optional) 8220 s May 29 2018 MiT�k ,ndustries, Inc. Sun Nov 22 10:52:44 2020 Page 2. ID:VTIsfpazXgsZabHXbvj:11Y1yGh4U-NhUwBZCyJ, cG9pvR1LSrm2KBecmgcKvWr61HTyGg_ri NOTES- 7) One RT3A LISP connectors recommended to connect truss to bearing walls due to UPLIFT at;t(s) 12, 7, 8, 9, 11, and 10. This connection is for uplift only and does not consider lateral forces. _ LOAD CASE(S) Standard Goes .. . • •o• • . . .. ...... . • .. • . . •• • ...... •• •• •••• •G•••i 3 • • 0000 e • o e oG•G•• • • • • • • • • • • • • f �G9U �C! ♦�� .i ��t�s�a,?a.�� ls�c ttabaami� 11-17-20 Type VALLEY 1 A0069264 Job Reference (optional) E 8,220 s May 29 2018 MiTel• Industries, Inc. Sun Nov 22 10:52:44 2020 Page 1 ID:VTIsfpazXgsZabHXbvp&'Y1 yGh4U-NhLIwBZC,).JvcG9pvRILSrm2G0eZPgcsvwr6lHTybg_n 5 0 0 10 0 0 15-0 U , 20-0-C 26-" ~— 5-0-0 5 0 0 -_T 5 0-0 0-0-0 6-0-4 3x4 11 1 14 13 2 12 3x4 3 16 4 5 17 F Scale = 1:46.9 3x4 11 18 7 11 1.0 9 8 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) n/a TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(CT) n/a BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 SCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. All bearings 26-0-4. BRACING - TOP CHORD BOT CHORD (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 13=-105(LC 8), 8=128(LC 9), 12=-261(LC 8), 11=-222(LC 12), 10=-207(LC 12), 9=-295(LC 9) Max Grev All reactions 250 lb or less at joint(s) 13 except 8=284(LC 1), 12=572(LC 1), 11=553(LC 1), 10=516(LC 1), 9=665(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 2-12=-470/347, 3-11=-452/319, 4-10=-424/300, 6-9=-540/393 . . . ...... . (loc) I/deft "1JQPLATES -OR.N- j - n/a . •999 �l�Q• • 24M4�0: n/a • 999 • 8 n/a • • Kya • •••:•• Weight:81lb...FT.F . . Structural wood sheathing dijdICtMplied or 6-0-0 . oc purllns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ;_Installatior, guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.,- GCpi=0.18; MWFRS (directional). and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 25-10-8 zone;C-C for members and forces & tv1 IFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 431 - 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. ,,�a� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent e ft r loads. LVA Continued on page 2 H Job Truss Truss Type Qty Ply A0069264 11-17-20 V15 VALLEY 1 1 Job Reference (optional) o-zzu s Ivldy zu LU-lo IVII I eK inu=Mes, Inc. Jun NOV ZZ IU:OZ:44 ZUZU rage z NOTES- ID:VTIsfpazXgsZabHXbvpKnnn YlyGh4U-NhLIwBZCyJvcG9pvRILS2G0eZPgcsvWr6IHTyGg_ 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 13, S, 12, 11, 10, and 9. This . connection is for uplift only -and does not consider lateral forces. LOAD CASE(S) Standard ...... . .. ...... Job Truss Truss Type Qty Ply A0069265 11-17-20 V16 VALLEY 1 1 Job Reference (optional) 8.220 s May 29 2018 MiTek mdustries, Inc. Su. a Nov 22 10:52:44 2020 Page 1 ID:VTIsfpazXgsZabH'dbvplkY 1 yGh4iJ-NhLIwBZCyJv.:,39pvRILSrm2K8ecmgcKvWreIHTyGg_n - - 24-04 — - -- Scale = 1:40.4 5x6 = 14 13 12 11 10 9 8 5x6 = LOADING (psf, SPACING- 2-0-0 CSI. DEFL. i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-4. BRACING - TOP CHORD BOT CHORD (lb) - Max Uplift All uplift 100 lb or less at joint(s) 14, 8 except 11=-178(LC 12), 9=-219(LC 9), 10=-175(LC 9), 13=-215(LC 8), 12=-176(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 14, 8 except 11=443(LC 1), 9=471(LC 1), 10=433(LC 1), 13=464(LC 1), 12=434(LC 1) FORCES. (lb) - Max. Comp./Max. Tien. - All forces 250 (lb) or less except when shown. WEBS 4-11=-363/256, 6-9=-386/292, 5-10=-354/249, 2-13=-382/289, 3-12Y-355/250 _... _ n NO I/deft "15d' PL;TF-S .011rP, j a - n/a , •9 , r�J2p-z"t90- a - n/a :999 " :....0 0 8 n/a •Tfs• • •••••• Weig0k89lb•••FT*--2( Structural wood sheathing diddl%Ipplied or 6-0-0 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends hat Stabilizers and required cross bracing be installed during - truss erection, in accordance with Stabilizer ins.allatlon guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5,Opsf; BCC-!=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., ('jCpi=0.18; MWFRS (directional) and C Exterio 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 23-10-8 zone;C-C for members'and forces & MW'i for on? shown; Lumber DOL=1..60 plate grip DOL=1.60 - 2) Provide adequate drainage to prevent water ponding. - 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing.i�, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenttell� M IoFids. Continued on page 2 �T1. 82y=4a8�)3G3 4a Job Truss Truss Type Qty Ply A0069265 11-17-20 V16 VALLEY 1 1 Job Reference (optional) q.LCU s may La LU-Ia MI I eK vnaustnes, Inc. sun NOV ZZ Iu:OZ:44 ZUZU rage z NOTES- ID:VTIsfpazXgaZabHXbvpKYlyGh4U-NhLIwBZCyJVCG9pvRILSrm2K6ecmgcKvWr61HTyGg n 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14, 8, 11, 9, 10, 13, and 12. This connection is for uplift only.and does not consider lateral forces. JLOAD CASE(S) Standard • •• • •• • • • • • • • • Job Truss Truss Type Qty Ply A0069266! 11-17-20 V2 VALLEY 1 1 Job Reference (optional) 4.00 12 T t3.zzu s May 2y 2U1t3 mi I eK !nau6tnes, Inc. Sun Nov 22 1U:52:41 2U2U Page 1; ID:VrlsfpazXgsZabF,XbvpKYlyGh4U-z6g.Al9XKfOX1Pi4KIAolEBOskRb9dGwSgVtWyGg q 2-0-0 3 Scale = 1:7.6 2x4 75:- 2x4 :--:7 •• • •••• • • - • . • • . . •- 4-ao • Plate Offsets (-X,`O— [2:0-2-0,Edge] _ _ . • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defi . • V1 • f$4ATFs GRfk? TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) n/a - n/a 0999 MT20' 2wlsa TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) n/a n/a • esir • • • ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a • • "rta • • • • • • • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-P • • • • 14ight:9 lb IV! = 2( LUMBER- BRACING- : �: • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 BOT CHORD 2x4 SP No.2 oz purlins. BOT CHORD Rigid rsiling directly applied or 10-0-0 oc bracing. MiTak recommends that Stabilizers and - required cross bracing be installed during - truss erection, in accordance with Stabilizer �_ 17s.allation guide. __ REACTIONS. (lb/size) 1=121/4-0-0 (min. 0-1-8), 3=121/4-0-0 (min. 0-1-8) Max Horz 1=-1O(LC 10) Max Uplift1=-49(LC 12), 3=-49(LC 12) FORCES. (lb) - Max. Qomp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDI =b:Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 3) Gable requires continuous bottom chord bearinq. 4) This truss has been designed for a 10.0 psf botpm chord live load noncom current with any otter live loads. 5) * This truss has been designed for a live load & 20.Opsf on the bottom chord in all areas vihere rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. I� 6) One RT3A USP connectors recommended to connect truss to bearing walls due tor - t' s 1-and 3. This connection is for uplift only and does not. consider lateral forces. LOAD CASE(S) Standard %W-W3Mi r"TWIm $310 �.•(�s��a.�a�' ��c c3�ta�aaot� Job Truss Truss Type Qty Ply A006926T 11-17-20 V3 VALLEY 1 1 14oh !--efererce (optional) 8.220 s May 29 2018 MiT,,-k Inaustries, Inc. Sun Nov 22 10:52:41 2020 Page 1 ID:VTIsfpazXgsZabi-iX 3vpKY1 yGh4U-zbgAl9>.KfOX 1 Pi4KIAoIE80oiRaTdFXSgVt5g9yGg_q 4-0-0 _ 84 -0 4-0-0 T 4-0.0 Scale = 1:14.8 _ 4x5 = 4.00 12 2 2x4 5�- 4 2x4 •••••• 2x4 11 . . .Soto. . . . o . . .. . ..Soto. - 8-0-0 --- --- —� • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Uri PLATES 1P • TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) n/a - n/a .•��. �LTQO•+ • TCDL 15.0 Lumber DOL 1.33 BC 0.10 Vert(CT) n/a - n/a ' 999 :. • • • • BCLL 0.0 " Rep Stress lncr YES WB 0.09 Horz(CT) 0.00 3 n/a t' VA • BCDL 10.0 Code FBC2017ITP12014 Matrix-P ' • • • • • 'QVej;l%- 23 lb "' 1Fr= 2( LUMBER- BRACING- • • oot.• 000000 t TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directlyvapplied or 6-0-0 BOT CHORD 2x4 SP No.2 oc purlins. OTHERS 2x4 SP No.3 BOT CHORD Rigid! ceiling directly applied or 10-0-0 oc bracing. MiTk recommends that Stabilizers and req.lired .;ross bracing be installed during t,-uss erection, in accordance with Stabilizer - Ir_stallation guide. REACTIONS. (gib/size) 1=168/8-0-0 (min. 0-1-8), 3=168/8-0-0 (min. 0-1-8), 4=347/8-0-0 (min. 0-1-8) P tax Horz 1=-29(LC 10) 'lax Uplift1=-80(LC 12), 3=80(LC 12), 4=-113(LC 12) " FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-209/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (,3-second gust) Vasd=136mph; TCDL=5.Opsf; BCD =5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) _.......zone;Q-C..for. members.and forces &.MWFRS-fear-reactions-shown; Lumber DOL=1 AM plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas %here rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members..,i';� 2 6) One RT3A.USP connectors recommended to connect truss to bearing walls due to LI T- s 1- 3L. - and 4. This connection is for uplift only and does not consider lateral forces. �. .. LOAD CASE(S) Standard : U-U 1:dW 315S 7.�C1 �i1UAlJ11 �Nddl� , »• t�s��a.� ��x• ct�aamw Job Truss Truss Type Qty Ply A0069268 11-17-20 V4 VALLEY 1 1 Job Reference (Optional) 3x4 o.Gzu s may Za Zuio ml I eK InausineS, Inc. bun NOV ZZ WO/4:41 ZUZU rage 1 ; ID:VrisfpazXgsZabHXt-vpKYlyGh4U-z8gA19XKfOX1P14KIAo1E8QgQRardFaSgVt5g9yGg q _ 12-" 6-" Scale = 1:19.3 4x5 = 4.00 12 3 8 7 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) n/a TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(CT) n/a BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 BCDL 10.0 Code FBC2017frPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 OTHERS 2-x4 SP No.3 BOT CHORD REACTIONS. All bearings 12-0-0. (lb) - Max Horz 1=48(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-169(LC 12), 8=169(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 , except 6=363(LC 22), 8=363(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-286/292, 2-8=-286/292 6 ... U4 2x4 11 .. .... , -- - .. .. .... sees:* ' (loc) I/deft e • i�a • PLATES • • • • • 1 a - n/a .'3$� • A -fps: • 24�4/190 - n/a 3$ e 5 n/a "?> :0*00' • • •''' IterdW.38 lb • • •FT = 2t • • • • Structural wood sheathing dimctly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. KTek r,commends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LInstallation guide. _ NOTES- _1.)..Unbalaraced.roof live loads have, been considered -for this design: 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.0pcf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1).9-0-0 to 11-1-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing.s1 /' �`�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent other live - loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all r e lJ�. rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other C t. 6) One RT3A USP connectors recommended to connect truss to bearing walls due tc jt(s) 5 6 and 8. This connection is for uplift only and does not consider lateral forces. Confinued on page 2 1��3`;i�'.�ih8�f31�;�sfi6 • ` i PAX WI _XK Job Truss Truss Type Qty Ply A0069268! 11-17-20 V4 VALLEY 1 1 Job Reference o tional ts.Y2U s may zu zui t5 MI I eK Inaustnes, Inc. bun NOV 22 1 U:52:41 2020 Page 2; ID:VTIsfpazXgsZatNXtmpKYI yGh4U-z8gAI9XKtOXIP14KIAoIE8QgQRardFaSgVt5g9yGg_q LOAD CASE(S) Standard . . .•••.. • •• a • • • • j • • • 1 •••• • • • • • • • • • •• • •• • • • • • • r =ion [ - I.-M)a,;a.m ?M � c )U j Job Truss Truss Type Qty Ply A0069269 11-17-20 V5 VALLEY 1 1 Job Reference (optional) u.zzu s may zu "zuiij mi i eK InaustneS, Inc. 'un NOV ZZ WOZA I ZUZU rage i. ; ID:VTIsfpazXgsZabHXbvpKr 1 yGh4U-z6gA19XKfOX 1 Pi4KIAo1E8QpzRaFdFTSgVt5g9yGg_q 8.0.0 _ _ 16-0-0 6-0-0 8-0-0 3x4 8 2x4 11 4x5 = 7 2x4 11 Scale = 1:25.7 6 sees 3x4 sees .� sees.. e e e e .sees. - ee .� sees sees.. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl sees.. L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) n/a - n/a e'569• TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(CT) n/a - nia 'ggg BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a BCDL 10.0 Code FBC2017/TP120.14 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. BRACING - TOP CHORD BOT CHORD (lb) - Max Horz 1=67(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-103(LC 12), 6=-218(LC 12), 8=-218(LC 12) Max Grav All reactions 250 lb or less.at joint(s) 1, 5 except 7=396(LC 1), 6=465(LC 22), 8=465(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-317/194, 4-6=-382/315, 2-8=-382/315 a i PLATES •QRLP• • 3 A -Tad • 2 44/1 q0 sees.. Z/e^ 52 lb FTI-- 2( .see.. sees.. Structural wood sheathing directly0applied or 6-0-0 oc purl'ns. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Itruss erection, in accordance with Stabilizer nstallation guide. _ I NOTES- 1)..Unbalanced roof live loads have -been eonsidere-d-for- this design: - 2). Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., QCpi=0.18; MWFRS (diredtional) and C-C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 1.1-0-0 to 15-1-3 -_ zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .3) Gable requires continuous bottom chord bearing. u3 2 4) This truss has been designed for a 10.G psf bottom chord live load nonconcurrent a o her live- v ' loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other�� JJ C? 6) One RT3A USP connectors recommended to connect truss to bearing walls due tc U jt(s) 1, 5CMT% pA' _ 6 and 8. This connection is for uplift only and does not consider lateral forces. Confinued on page 2 Job Truss Truss Type Qty Ply A0069269 11-17-20 V5 VALLEY 1 1 Job Reference (optional) C.2-20 s may 29 20i 8 mI I eK Inauc,Lfles, Inc. bun Nov 22 i 0:52:42 2020 Page.2 ID:VTIsfpazXgsZabHXbvpKYlyGh4U-RIEYVVYyQifu1 rfWJtJ_mLzjgwUMijc39deCbyGg„ p LOAD CASE(S) Standard .. .. .... ...... • Job Truss Truss ype Qty Ply A0069270. 11-17-20 V6 VALLEY 1 1 Joh Reference (optional) 8.220 s May 29 2018 MiTok Industries, Inc. Sun Nov 22 10:52:42 2020 Page 1; ID:VTIsfpazXg 2a.'.HXh%pKY1yGh4U-RIEYVVI'yQifulrtWJtJ_mLaOqL!7MiQo_1 39deCbyGg 5 a15 _ 10-0-0 1 -L 2-1 i 20-" -- 5.9.15 4-2-1 41,'-1 T-- -- 5-9.15 Scale: 3/8"=1' 4x5 = 4100 12 3 2x4 11 11 2x4 11 4 T 11 10 13 Cn 1 5 3r.4 9 8 7 4x5 == 2x4 11 5-9-15 14-2-1- - - Plate Offsets (X,Y)— [8:0-0-0,0-1-12], [8:0-2-8,0-1-4], [9:0-1-12,0-0-0] 6 3x4 2x4 1:• •••••• • • • • • • 20-&0 • — --� ------ - - }—i • • �� . , . • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. it (loc) Vdefl . *rJd• PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Vert(LL) n/a - n/a MT20' :244/4 0. TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vert(CT) n/a - n/a "9fl9• BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a • Vifi' • BCDL 10.0 Code FBC2017/TPI2014 Matrix-S • • T?eigRt: 67 lb F7 = X • LUMBER- BRACING- ..•... • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2x4 SP No.2 oc pudins. WEBS 2x4 SP.No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 AAiTek recommends that Stabilizers and required cross bracing be installed during - truss riection, in accordance with Stabilizer : In_stallation-guide. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=-86(LC 10) Max Uplift All uplift 100 lb or legs at joint(s) 1, 5, 7 except 9=-286(LC 12), 6=-286(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=347(LC 1), 9=612(LC 21), 6=612(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-286/148, 2-9=-490/380, 4-6--490/380 1) Unbalanced roof live loads have been considered for this design: -2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extsrior(2) 0-10-13 to 3-10-13, Intedor(1) 3-10-13 to 10-0-0, Extedor(2) 10-0-0 to 13-0-0,1ntedor(-I) 13-0-0 t 19-1-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate. gripwol 1 .�Oc ;-.71 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent 'th any of er ive loads. � . C 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all 4��0r, rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other rffr er FA . Continued on page 2 2741 .CA WA I66G w.YS 7.�Si 1Du 1 �iAlilll q �� . �.• t�1�a.�a�• l=� cta�aamt� a Job Truss Truss Type Qty Ply A0069270 11-17-20 V6 VALLEY 1 1 Job Reference (optional) ti.ZZU s May Zy "zuits Nil I eK Inaustnes, Inc. Sun N0V ZZ IU:bZAZ ZUZU rage z; ID:VTIsfpazXgsZ9bHXbvpKY1yGh4U-RIEYV YyQifu1rflNJiJ—MLac7qu7MiQc39deCbyGg_p NOTES- 6) One RT3A LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1, 5, 7, 9, and 6. This connection is for. uplift only and does not consider lateral forces. LOAD CASE(S) Standard Gees .• . sees . s - •• e • - • •. • 00000.0 j 000000 o• •• •moo• ••e..• _ • • • •es•s• .•o. see••_ � Gees • •e•Gs.. • • woes• see. • • .Goes• ..o.•G • • . •.*see • •e •.Gees .. . .. . • o • . : • • • •secs• •o•o•e • r Job Truss Truss type Qty ply A00692711 11-17-20 V7 VALLEY 1 1 Job Reference optional F 2-0-0 _ 2-0-0 1 00 4.00 12 2x4 a.ZZU s May zu ZU1 a ry 3 ! tK inaustnes, Inc. 5ui � iVQv ZZ 1 U:5ZAZ ZUZU Nage 1; ID:VTIsfpazXgsZaoHXbipKYl7Gh4U-RIEYWYyQh:MJtJ_mLzlUgxEMjAc39deCbyG9p K 2x4 2-0-0 151 Scale = 1:7.6 •••• • 4-00 — �... : •••• :..•.0 r 0 so Plate Offsets �X,Y)— [2:0-2-0,Edge] • . .• • .•••.. LOADING (psfl SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 10.0 I Code FBC2017lTP12014 Matrix-P LUMBER - TOP CHORD 2).4 SP No.2 BOT CHORD 2x4 SP No.2 in (loc) I/deft �. Lfg U64ES GAP.;. n/a - n/a ..ON: MTW.a M290 a - n/a •i�i�Y • ••:•�� 0.00 3 n/a • n/a I ••••••' BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 1=121/4-0-0 (min. 0-1-8), 3=121/4-0-0 (min. 0-1-8) Max Horz 1=-1 O(LC 10) Max Uplift1=-49(LC 12), 3=-49(LC 12) FORCES. (lb) - Max. Qomp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • ; - Neigh 9 lb ;red 2( Structural woodSRlatDing diNctly'applied or f-C-0 D:: purli►is. • • i••••. •••••• Ri jid ceiling directly ati ,died tr 10a0-0 oc bracing. MiTek recomr::ends that Stabilizers and - required -cross bracing be installed during truss erectw.., in accordance with Stabilizer - Ir.stallation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=:i.(:psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-!: Exterior(2) zone;C-C for -members and --forces & MWFRS for -reactions -shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a� rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. 4A!yir 6) One RT3A. USP connectors recommended to connect truss to bearing walls due t?4P L+T at 't s 1 anl 3. This connection is for uplift only and does not consider lateral forces. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0069272 11-17-20 V8 VALLEY 1 1 Job Reference (optional) 1 2x4 ts.zzu s may zu zults mf I eft InausineS, Inc. -sun NOV ZZ IU:5Z:4Z ZUZU rage 1. ID:VTIsfpazxgsZabHXbvpKY'. yGh4U-RIEYVVYyQlfu1 rtWJtl_mLzzLgwnMinc39deCby01-P 4-0-43 _ _ 6-10-8 4 0 0 2-10-8 4.00 12 4x5 = 2 4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deflLki: TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) n/a - n/a ae9;a, TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(CT) n/a - n/a • •RU BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a • r4a, BCDL 10.0 Code FBC2017/TP12014 Matrix-P + • sass Scale = 1:12.8 3 2x4 = sees e sass so PLAI;ES �dl�o sass sass.. eeeeee GRIP' 2"41mo asses e e �deligtif•21Ib •eFT 2( LUMBER- BRACING- ***:*a s a e TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood's' elhIliing di&cW; applied N 8M BOT CHORD 2x4 SP No.2 oc purlins. . •'. " • ' e WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling dir8ctly applied Qr r-DaQ oc brSdAo MiTek recommends that Stabilizers and required cross, bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=161/6-10-8 (min. 0-1-8), 3=165/6-10-8 (min. 0-1-8), 4=332/6-10-8 (min. 0-1-8) Max Horz 1=29(LC 11) Max Uplift1=-78(LC 12), 3=-79(LC 12), 4=-107(LC 12) Max Grav1=161(LC 21), 3=165(LC 1), 4=332(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-259/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; ....8=45ft;-,.=24f. eave=oft; Cat. II;-Exp. C;-EncL.,.GGpi=0.16; MWFRS-(directional) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other m bers. - 6) One RT3A USP connectors recommended to connect truss to bearing walls due t UPLI - a) s and 4. This connection is for uplift only and does not consider lateral forces. . LOAD CASE(S) Standard �'a"ikY. :.(: Gl;i' art•: �. C� a Job Truss Truss Tjpe Qty Ply A0069273 11-17-20 V9 VALLEY 1 1 Job Reference (optional) 6.LLU 5 May Cy GU 10 rv11 I eK +nausmes. Inc. sun NVV.YY "IU:DZ:4a ZUZU rage 1, ID:VTIsfpazXgs2a,:1XbvpKY 1 yGh4U-vVowjrZaBOnle?EitbgDJZV2mEEA59ull pMBl1 yGg;o 6-0-0 6-10-8 6-0-0 -- — o-1� 4x5 — Scale = 1:15.5 2x4 11 4.00 V2 2 3 G 2x4 0-0 5 4 2x4 2x4 ... . .... . . . ...... 6-0-0 0-1aa LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft :.44 PLATES GRtP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) n/a - n/a ..9Q9 W6TQ0 •244/4so i TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) nia n/a .. Mo: .... ..... BCLL 0.0 * Rep Stress lncr YES WB 0.10 Horz(CT) -0.00 4 n'a •.ryg ..:..� BCDL 10.0 Code FBC2017/TP12014 Matrix-P • • •, • jV�i64t•. 24 lb. FT.=: 2( • LUMBER- BRACING- 000 TOP CHORD 2x4 SP No.2 TOP CHORD . Stnsctural wood *sheathing di otly applied or 6,F5-0 BOT CHORD 2YA SP No.2 o purlins; excepf er, �l vertica s. • WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly epplied oars,&@ cc bracing �MiTe� recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 1=261/6-10-8 (min. 0-1-8), 4=-18/6-10-8 (min. 0-1-8), 5=399/6.-10-8-8 (min. 0-1-8) Max Horz 1=93(LC 12) Max Upliftl=-101(LC 12), 4=-91(LC 3), 5=-109(LC 12) Max Gray 1=261(LC 21), 5=399(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=471/330 NOTES- 1) Unbalanced roof live loads have peen considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; B.=45ft,.L=24it; .eave=4ft, Cat. 11;. Exp C; Encl. GCpi=0.1.8; MWFR& (directional) and C-C Eyfc;i lor(2) - 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 6-0-0, Exterior(2) 6-0-0-to 6-8-12 zone;C-C fir members and forces & MWFRS for reactions shown; Lumber POL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any niher Ivpe loads.r 5) *This truss. has been designed for alive load of 20.Opsf on the bottom chord in ar-r.-3 _ h ea rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any otherrs 6) One RT3A USP connectors recommended to Gmnect truss to bearing walls due jt and 5. This connection is for uplift only and does not consider lateral forces.�. 195p., fi. LOAD CASE(S) Standard Thts : safetY alert 'symbol Is used to attract your attentlorli PARS®NALSAFETYISIWOLVEi)I Men YOU' see this sylriboI -BECOME ALERT 1-tEED ITS IIitESSAGE. , .CAUTION. _V4CAU_ _ .Iden ifles;safe, opena8i�9g Practices oq tna�lcates unsafe conditions that could resuEt In personal injury or daeviag®t® struc$aar®s. NAB®""l wary r"'heet COMMENTARY'and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METALS PLATE CONNECTED WOOD TRUSSES@ It is the responsibility of the Installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, Install and brace metal plate connected wood trusses to protect life and property. The Installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAQ IO) ) 'I �builder,bu ldongooq�trac or ttco s d con tactbr,'`e'rector or erection_ contactor Is sd j ""rl$ed to obtain iknd reatl the entire bookigt " atri nnentPry, and Fteco �lrnendations for Hondlln , In stalling Iracing ilAetat„Plate :;Connected . iNood Trusses, Iit3 gt°,fCon1 the Truss 1�ide:InsItute° Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. DANGER:. -ADANGER destgna►tes c®ntlttIon:: +totollo lnstructlortsorheed�t+arrt ; M Ing will most likely result in serious porsana! .Ia�lanry.- pleat h or daana® etryctur� TRUSS PLATE INSTITUTE 583 D'OnofPlo Dr., Suite 200 Madison, Vilisconsin 53719 (608) 833-5900 personnel inthewoodtruss industry, butmust, duetothe nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE CAUTI�ih1 'Trusses sl4quttl, not be u►nloadetl on r s�lgh teirrain or uneven surlatcos Vhici, could cause damalge to:the trtass �lV RNINC Do , of break barilding uritll Instatla4 sLion olbunseby the bsntlsfs 9iVARNIN ®o not use darns stl trusses ...... . .. ...... Trusses stored vertically should be braced to prevent toppling or tipping. DANGER Do snot store bundles uprigh$ ynless . operly braced pr %KQEFt IMalking qea truas�s enfhich aro:lying e>tfremeiy dangsa ous and s�aouI be sgrlctiy .tprsaliib�ted. Frame 'i 12 —� 4 or greater fi ,> is '?0 r c�SS 3 r Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago. 3 nal bracing. Diagonal bracing should be nailedx to the underside of the top chord when purlins are attached to the topside of the top chord. WARNlNGFaIIuret®f®Ila vuth severe pers®nal injury ®r daml SPAN MINIMUM' PITCH DIFFERENCE TOP CHORD LATERAL BRACE SpACING(LBS) TOP CHORD DIAGONALBRACE SPACING' (DBO '. ( trusses SP DF SPF HF Up to 28' 2.5 7' 17 12 Over 28',- 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Soruce-Pine-Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required All lateral braces lapped at least 2 trusses. SPAN MINIMUM PITCH TOP CHORD LATERAL GRACE SPACING(Lds) TOP CHORD DIAGONAL BRACE SPACWd (DBE ro trusses Up to 32' 4/12 1 8' 20 1 15 Over 32' - 48' 4/12 1 6 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace � lapped at least 2 Required trusses. �- 10' or Greatler _ L Attachment Required J G. ao�� @�o g, 01 �Q Top chords that are laterally braced can buckle y4 Q� togetherandcause collapse ifthereisnodiago- 'Il 5Q nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. SCISSORS �USS Frame 3 12 ----1 4 or greater SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBg) I# trusses] U t0 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. y b wi %. 3 O At�r$ti �A-&k�j C :: � mod-,+ �Z y '�T � - --. • • •. • • • :L .s�S Z a � .icy i.,i • ••••.• �i �i,�1 -,,fir, �v� rr ! �-n �. n na fi+: �: • •• • •..•.• Bottom chord diagonal bracing repeated; ir: " A k } • at each end of the building and at same a4 • spacing as top chord diagonal bracing.?'AQ$l-®m CF3® PLAM WARN I6+lG ,IF Iltar #afo�Moti�the recoi m�ncJ;�tI nI lbouldtesult171' fi... severe perso trusses o� buildings. . . • 00 A0 �% "'o. s CQ) o Ao Permanent o,Ps 1Po. continuous lateral bracing s as specified by the truss engineering. Cross bracing repeated at each end of the building and at 20' Intervals.. WEB MEMBER PLANE Frame 4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE SPACING (DB,) # trusses SP/DF SPF/HF Up to 32 30" 1 8'1 16 10 Over 32' - 48' 42" 1 6' 1 6 4 Over 48' - 60' 48" 1 5'1 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine 'HF - Hem -Fir SPF - Spruce -Pine -Fir 2XV296 PARALLEL Continuous CHORD TRUSS Top Chord Lateral Braci Required Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- 10, nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. Attachmer Required r0usses 20'fug? 30" or greater / \ .3Y leaBY stwE> \ 4fusses z / + '• The end diagonal brace , • • • • f • • • • • • • • for cantilevered End diagonals are ®s�ti:�) for ' • • trusses must be stability and mus4 be duplicated on ' . • placed on vertical both ends of the truss system. " • • •' ' �. webs in line with I' •• •. •••• P . • • •••••• the support. •••••• •••• ••••• 9� . ....... Als4Fii 1�9G: Oaftupet6klowthesirecoivmenda>tions ouldresa�ii'6e sev®re d�ha�ge ®� '••'•v'1 z� ... : • persorie9 injuay of �o �rs�e lJbtai9o11ngs 000,080 4.t2 PARALLEL CkOkD TRUSS:TOR CHORD' •�antinuol+s ....:. Top Chor; • • • Top chords that are laterally braced can buckle Lateral Brace togetherand cause collapac " ' are la no diago- Required nal bracing. Diagonal bracing should be nailed \ to the underside of the top chord when purlins 10" or Greater are attached to the topside of the top chord. All lateral 'bracesaapped', r,.. �t least iwo 4russas. 445° - End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 Attachment Required - I`—+ 31/2a Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 10, WARNING: Do., not attach cables, chains, or WARNING: ®o not Ilt't singletrusses with spans. hooks to the web members. : greater than 30' by the peak. . MECHANICAL so° so° INST.4LL.ATiON or less or less Tag Approximately Approximately Tag - Une 1/2 truss length 1/a truss length Una Truss spans less than 30'. - ' Spreader Toe In Approximately 1/2 to a/3 truss length Less than or equal to 60' Spreader Bar Toe In Approximately 1/a to ih truss length Less than or equal to 60' Toe In Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is Installed. Strongback/ SpreaderBar Approximately i %3 to 3/4 truss length Greater than 60' Tag /Una Tag Line Strongback/ SpreaderBar 1 )e In At or above • • mid -height • • i �� • • • • *ftproximatel y • • Mo % tru"length Tag Tag • Una Line • •.greater t4an 60' • ee•eee GROUN® SRAcINO-BUILDING INTERIOR G' R6U b BRACING BUILDING EXTERIOR GBp . a Top Chord 7 Typical vertical pnd WaII i / attachment Plan N , Ground brace / � ertical (GBV) _\\ ZTo Chorrd �GI Ground Brace 't Verticals (GBV) Ground brace \' diagonals (GBH �� 4�4russof group of � �� •�\ Ground brace vertical (GBV) b�� 1 truss of brae ;group of trusses Vital (a) Ground br ftid blce (EB) ♦ � � dlagonrile(CiBp)` Note: hav® 2nd floor em, shell adgquaWi ea�iaoity tc support $roan lrecua {, Backup strut (ST) g«,r h ground stake Driven Typical horizontal tle member with t� nOor ground stakes �/ multiple stakes (HT) CAUTIOiV (around bracing regeaired for all Installations. its 2 SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP DF SPF HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 1 7' 10 6 Over 42' - 54' 3/12 1 6' 6 Over 54' See a registered professional en inee DF - Douglas Fir -Larch !iF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. ► 1 Top chords that are laterally braced can buckle together and cause collapse if there Is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when pudins are attached to the topside of the top chord. MONO TRUSS'. PLUMB 12 �3or greater 8' / r<e 9• All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —� Required • t' • • • • j0' or GrdhTdt • • • • • !Attachment • • •• Requirexly WARNING: Failure tofollow these re coivmendationscouldresulmn-• • severe personal Injury or damage to trusses or buildings. • • • � • •� � s` .. INSTALLATION TOLERANCES I I I Truss Depth Don) I . I Lesser of D/50 or 2" Maximum Plumb Misplacement Line Don) D/50 D(11) 12" 1 /4" 1 ' 24" 1 2" 2' 36" 3/4" 3' 48" 1.11 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' I T ±'/4" Lon) Lon) L/200 L(ft) 50" 1 4" 4.2' 100" 1 7 8.3' 150" 3/4" 12.5' Length Lon) Lesser of V200 or 2" Lon) Lesser of L/200 or 2" Lon) 1./200 Lot) 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2' 25.0' • OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. ®ANGER: Under no circumstances should WARMING: Do not cast trusses. � construction leads of any scriptlon be placed on unbraced trusses. Frame 6