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HomeMy WebLinkAbout3325 Quail Courti CITYOF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line __:�9�(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:4 14 Job Address: '53-2-6 Permit Number: 2G 1P WD 70? ❑ No one available for inspection: Time 1 AM/P Re -Inspection required: Ye�No, When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 - Date: �% ' �� Inspector: DO NOT REMOVE THIS NOTICE F i CITY OF WHEAT RIDGE Building Inspection Division/ (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: c/tedc Job Address: Guest Permit Number: O ❑ No one available for inspection: Time / 6,7..m- "t'A' MIPM Re -Inspection required: Yeso When corrections have been made, call for re -inspection at 303-234-5933 Date: _15 Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201600708 PERMIT NO: 201600708 ISSUED: 06/27/2016 JOB ADDRESS: 3325 Quail CT EXPIRES: 11/03/2018 JOB DESCRIPTION: New single family home - Lot 9 4,333 sf. *** CONTACTS *** OWNER QUAIL HOLLOW PATIO HOMES LLC GC (720)473-7019 Quail Hollow Patio Homes 140201 Quail Hollow Patio Homes, LLC SUB (720)315-9026 Scott Williams/Leslie Williams 080076 Onecore Electric, Inc. SUB (303)425-6030 Richard Kansteiner 019302 M & R Plumbing, Inc. SUB (303)423-7905 Timothy Bartels 017674 B & B Heating & A/C *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 502,628.00 FEES Total Valuation 0.00 Plan Review Fee 2,423.56 Use Tax 9,047.30 Permit Fee 3,728.55 Engin. Review Fee 150.00 Misc. Fee 240.00 ** TOTAL ** 15,589.41 *** COMMENTS *** *** CONDITIONS *** MA: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. MR: As part of the foundation inspection and PRIOR to the first framing inspection, a completed, signed and sealed, Foundation Setback and Elevation Certification shah be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall ba. One street tree per seventy (70) feet (or portion thereof) of street frontage to be placed within the front setback prior to issuance of a certificate of occupancy. b. No less than twenty-five percent (25%) of the gross lot area and no less than one hundred percent (1001i) of the front yard shall be landscaped. Contact the Planning Dept. for permitted species and sizes of trees.e installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. MVN: Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. City of Wheat Ridge Single Family - New PERMIT - 201600708 PERMIT NO: 201600708 ISSUED: 06/27/2016 JOB ADDRESS: 3325 Quail CT EXPIRES: 11/03/2018 JOB DESCRIPTION: New single family home - Lot 9 4,333 sf. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this,permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 2C 1 ig�>ature WNER or CONTRACTOR (Circle one) Date I, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Isuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5, The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6, The i ance or granti of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any app ca e c de or an rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 4 f City of �N heatiddge COMMUNiT-y DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`b Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at permitsgci.wheatridge.co.us or fax to 303-237-8929. Party requesting permit extension: - (�� C� Z \ c �\ c�.�; tom` Ik-k i ® �, L, � (` Permit # 20 t to CU 70 8 Property Address: Y 3 Z �` 0 ) ,, 1 e -`{"- Phone #? 2 0- 4-Il -`=c q 2 b Email Address: 5 v .n c) (' t f e k s e c a ,1.c u�t �� S• C 6N� Reason for extension request: a64 �f 1 n c, C' ,'na I t :1 S��' C' J CA J 46 I L� + ,� � t O v'1 c! c� c Number of days requested: Printd. Al Signatur Date:Tt AWA -1 - -- - P For office use only This request has been: Ap oved Denied Extended until: Approved by: Date:____V )-1 www.ci.wheatridge.co.us i CITY CSF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3�� � All Job Address: Permit Number: 20d 0,97DS ❑ No one available for inspection: Time // IA Re -Inspection required: Yes'F_No__., When corrections have been made, call for re -inspection at 303-234-5933 Date: /-,�'aT 7 Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: C - Permit Number: 1 C, o "7 ❑ No one available for inspection: Time 1A ' 3`� AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: a Inspector: -' DO NOT REMOVE THIS NOTICE 1* 16 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M 15 Job Address: 337-5' Qu &l L 24- Permit rPermit Number: 2,0/6 0 b 70 e FM Y ❑ No one available for inspection: Time C 6 10 AM( Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 `Z y—/7 Inspector:' DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1 'V'; % /2 ( Job Address: 332-5, Q%._1A-(1_ C.. -r Permit Number: 2c) / 6 00 70g IT L4sc .' �L?fe4rPr JP .✓ V r 4 ❑ No one available for inspection: Time f4 1 3 .571 "j PM Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: -17 Inspector: A/. DO NOT REMOVE THIS NOTICE 33,5 Qco ��Q�I � 7nws� — — Truss Type — — — — -- -ITOty Ply cr.ek,laetawsHOMowpfrtn181as It.0847284512 _CSflNPi&L9 iA17 ;Hip SluquralOebk —... ..—.. _. _ ____ _1__ '-I �_.1 ',►Ott.Rt(eLsr�Ct!(0ptjglel) _— ..�.. --—.._...._ PnsbsNW, tV010ratlp SWI+9s.Co _ V �__ T.6t0 s Sep 292015 WTek indusales, Ina. FWUsg0607:87:12 2016 Peps f ID:RKFNVGbHRVGInQ3S2oGTJyKkSc*TrNKsbdX/MJU50C16AYvuMOnhvRP7BMp2NzJFkr ._ -6812 -F-- -t2-1¢'t -- I — 19=11-5 _.__. 1--._2Q_F�� _ -- -- 32-8I--3"11?-.__- 6812 8-3-4 0-3-4 64-8 6.10-4 65-8 510.15 8.2.7 L." CZa4A -r-4 Wes 2Gl" -6QlxJ Tor CVO 6x6 6.00 j 1 27 4 .f 3 2 \ §I 84 6 I` 25 24 22 3x4 II 416 _ 29 21 5 20 a 294 II 5x10 =• 307 0 31 32 9 20 16 17 35 to 19 4,11 _ 3x10 - 33 14 94 13 10 SCAM. 1:97.1 i 34 495 i 12 9x4 ' REACTIONS. Ail bearings 13.0.0 except (jt4wVth) 25=Mochmsicai, 12=0-5-8, 23>4)-3-8, 1.9-0.3.6. (M) . Mau Holz 25-362(LC 11) Malt Uplift All uplift 100 (b or leas at joW(s) 25, 22, 23 except 20=160(LC 12), 12-105(LC 12) Marc Gray All reactions 250 Ib or less at joird(s) 23, 19 except 25-SWLC 21), 22=1001(LC 17), 20-2333(LC 17), 12-1709(LC 18) FORCES. orb) - Max. Comp./Max. Ten. - All forces 250 (lb) or test except when shown. TOP CHORD 1-28=-613M. 2-26=-4W104, 3-49.18!345, 5-27-V408,6-28-7891321, 28.29=7901321, e-29--71131821, 6.30•-1295/380, 7.30■ -1295/380, 7-8•-129 0813 uo 8-31-129181381.311-32-1296P361, 9-32-12061382,9-33-1420137 1'3- 1,0.34-13281288,11-34-1437f264,1-25-541/108, 11-1;-1875!225 BOT CHORD 24-26--293/358,23-24-1371499. 22-23;-137/499, 21-222851188, 20 r 19.20--327/243, la -19=321/243,17-18-07/765, 17-35- 1'r5-16-13211220,14-15--132/1226,14-36-163/114e, 7-35=-1!5.16--13211228,14-15=132/1226,14-36--163/1148, 13.38=163111 WEBS 2.22=696ilSO, 4.22--50W?% 5-20-21431331, 5.18--239/1756, 6.1 8-16--122/821,8-16=-7081165,10-4-M59,10-13-78W140,1-2 - 11-13=-13&IT96 1 2 Rows at 113 pis 5.20 _ MTek reoommends that Stabi required erose !racing be installed during trust arec8on, in with SUIMer Installationug ide­y_ _— - -- _..—_—j NAIL 2x4x4'TO BOTH SIDES OF M 6-16 w/8-10d@31"O.C.STAGGERED EA.SIDE OF CRACK. NAMING TYP.FOR EA.SIDE OF TRUSS. NOTES - 1) Unbalanced rode live loads have been considered forithis design. 2) Wind: ASCE 7-10; W11-133mph (3 -second gust) V(IRC2012)-105mph: TCOL=10.8 r=1 s8ve�ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and CSC EAerkx(2) 0-1.12 to 3-1-12. I 19.1.5 to 43-7-9, Interlor(b) 43-7-9 to 51-4.4 zone; cent lever IaYt and right exposed ; and verdcal left. ;C bars and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1.60 j / Provide adequale drainage to prevent water ponding. a) AT plates are 3x6 MT20 union otherwise Indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. $) This trust has been designed for a 10.0 pef bottom chord live load nonconcurrent with any ether live loads. 6,2016 A WARMNO•V-*"11-Pr MUNIMA d AW NOTES ON inks AMO 90MVIDWAIN NWIFE M•NMPAaf elf674»rev. ltlb WIPE WFOW Y81, Ceslgn valid for use only W th MT" connectors, this dedgna based only upon paransstes stww�, and Is for an kWNW WI bLAdin0 cony> I. not a truss systsm. before use, the building designs mud veAfy th& opplcabitty of design parameters and properly Incorporate this design Into the overall Gadding design. 1 Bracing Indicated h to prevent bvckM0 of Individual truss web and/or chord members ony. Atsmtiondi temporary and permanent bracing Is aw.ays required far stability and 10 prevent cosopse with possibb personal inim and Property domoge. For Osr'aot guidance regorft the ek' i mbrieation, storage, delivery, erection and brocing 01 trusses and 1nm systems. see AN IFF11CON OSS -81 and SCSI 4y9dng CanporwM 7777 Oreerbebrs Lars, ! Selly tnlemolae ovailable from fuss Plate Institute. 218 Wase Skeet, Sults 312. Atexondda. VA IM. 9ubt�a_GA EFk10�. __32-SF3_..�i _..�9�4v 1.—.4�3-P .._, oto. ----1 _-.— ._. _� ,_._...44.12.—_--3•.11}_....3r�1.— 41x15__ 2.113 __�1-�—_.3-�'� __ 4�—...—_ _4�it... _. 6�4t8_ __ ._ ._....—:.—_ LOApNSi (Pafj SPACING- 2-0-0 i' CSL DEFL..— In (loc) Well Ud I PLATES GRIP TCLL 90.0 Plate Grip OM 1.15 TC 0.79 VeA(LL) -0.12 16-18 >999 240 MT20 19711144 TCDL 18.0 Lumber DOL 1.15 8C 0.52 VeA(TL) .0.26 16-18 >999 180 BCLL 0.0 • Rep Stress ]nor YES I W8 0.83 ft z(TL) 0.04 12 Ne n/a SCOL 7.0 1 Code IRC2012/TPI2007 (Matrix -M) Weight: 282 Ib FT - 0% LUMBER- BRAC)NG- TOP CHORD 2x4 SPF No.2 TOP CHORD Structured wood sheathing d applied ac 3.11-10 oc purlins, BOT CHORD 2x4 SPF No.2 except and verticals, and 2-0.0 puffins (3-10.7 max.): x-9. WEBS 2x4 SPF No.2 BOT CHORD Rigid Ceiling direcity applied or 1 0-0 oc bracing, Except: 6-0-0 oc brec": 20.22,19-20,1& 9. WEBS 1 Row at midpt 4-20, 8 8,11-115.9-14 REACTIONS. Ail bearings 13.0.0 except (jt4wVth) 25=Mochmsicai, 12=0-5-8, 23>4)-3-8, 1.9-0.3.6. (M) . Mau Holz 25-362(LC 11) Malt Uplift All uplift 100 (b or leas at joW(s) 25, 22, 23 except 20=160(LC 12), 12-105(LC 12) Marc Gray All reactions 250 Ib or less at joird(s) 23, 19 except 25-SWLC 21), 22=1001(LC 17), 20-2333(LC 17), 12-1709(LC 18) FORCES. orb) - Max. Comp./Max. Ten. - All forces 250 (lb) or test except when shown. TOP CHORD 1-28=-613M. 2-26=-4W104, 3-49.18!345, 5-27-V408,6-28-7891321, 28.29=7901321, e-29--71131821, 6.30•-1295/380, 7.30■ -1295/380, 7-8•-129 0813 uo 8-31-129181381.311-32-1296P361, 9-32-12061382,9-33-1420137 1'3- 1,0.34-13281288,11-34-1437f264,1-25-541/108, 11-1;-1875!225 BOT CHORD 24-26--293/358,23-24-1371499. 22-23;-137/499, 21-222851188, 20 r 19.20--327/243, la -19=321/243,17-18-07/765, 17-35- 1'r5-16-13211220,14-15--132/1226,14-36-163/114e, 7-35=-1!5.16--13211228,14-15=132/1226,14-36--163/1148, 13.38=163111 WEBS 2.22=696ilSO, 4.22--50W?% 5-20-21431331, 5.18--239/1756, 6.1 8-16--122/821,8-16=-7081165,10-4-M59,10-13-78W140,1-2 - 11-13=-13&IT96 1 2 Rows at 113 pis 5.20 _ MTek reoommends that Stabi required erose !racing be installed during trust arec8on, in with SUIMer Installationug ide­y_ _— - -- _..—_—j NAIL 2x4x4'TO BOTH SIDES OF M 6-16 w/8-10d@31"O.C.STAGGERED EA.SIDE OF CRACK. NAMING TYP.FOR EA.SIDE OF TRUSS. NOTES - 1) Unbalanced rode live loads have been considered forithis design. 2) Wind: ASCE 7-10; W11-133mph (3 -second gust) V(IRC2012)-105mph: TCOL=10.8 r=1 s8ve�ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and CSC EAerkx(2) 0-1.12 to 3-1-12. I 19.1.5 to 43-7-9, Interlor(b) 43-7-9 to 51-4.4 zone; cent lever IaYt and right exposed ; and verdcal left. ;C bars and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1.60 j / Provide adequale drainage to prevent water ponding. a) AT plates are 3x6 MT20 union otherwise Indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. $) This trust has been designed for a 10.0 pef bottom chord live load nonconcurrent with any ether live loads. 6,2016 A WARMNO•V-*"11-Pr MUNIMA d AW NOTES ON inks AMO 90MVIDWAIN NWIFE M•NMPAaf elf674»rev. ltlb WIPE WFOW Y81, Ceslgn valid for use only W th MT" connectors, this dedgna based only upon paransstes stww�, and Is for an kWNW WI bLAdin0 cony> I. not a truss systsm. before use, the building designs mud veAfy th& opplcabitty of design parameters and properly Incorporate this design Into the overall Gadding design. 1 Bracing Indicated h to prevent bvckM0 of Individual truss web and/or chord members ony. Atsmtiondi temporary and permanent bracing Is aw.ays required far stability and 10 prevent cosopse with possibb personal inim and Property domoge. For Osr'aot guidance regorft the ek' i mbrieation, storage, delivery, erection and brocing 01 trusses and 1nm systems. see AN IFF11CON OSS -81 and SCSI 4y9dng CanporwM 7777 Oreerbebrs Lars, ! Selly tnlemolae ovailable from fuss Plate Institute. 218 Wase Skeet, Sults 312. Atexondda. VA IM. 9ubt�a_GA EFk10�. 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �M ERr,2 ► (,�} S , NI i2 I1 I Job Address: _33,2_.!;- QqA te- C -t Permit Number: ©/ L Op 708 IA �� ✓r�r,, p f ,J uy Po c. !ti 4 J rJ✓� la/rP�Cftifjn f /V1 Z. 'q r a VU lc h> 'A S u �4 { 0 b'! 1 V ❑ No one available for inspection: Time -2--'60 AM GPI Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 1- /0- r-2 �2 � C / Date: Inspector: /G DO NOT REMOVE THIS NOTICE t-3 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 32 INSPECTION NOTICE Inspection Type: IS Job Address: ;:? S Q V c'-, ( 0 Permit Number: Q01 �n (30-7 Q)g R9 P_ N� G. (cf Gi u i rtic- c �- P. r-) c- r� ❑ No one available for inspection: Time /J , 10 AM� Re -Inspection required: Yes No\ *When corrections have been made for re -inspection at 303-234-5933 Date:) 6 InspectlEi C DO NOT REMOVE THIS NOTICE �* � A i CITY OF WHEAT RIDGE 1�9r' Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: N ) S Job Address: 3 QV &-, I G - Permit Number: ori O 1 (� O 0-1 C-) --d r ❑ No one available for inspection: Time any AM/ Re -Inspection required *Ye No *When corrections have been ade, call for re -inspection at 303-234-5933 Date: / InspectorC, DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE V ' /�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 5 C S Job Address: 3 �cQ Quo-, F C+ Permit Number: 001(0C)0_2025 ❑ No one available for inspection:' Time o A /PM Re -Inspection required: Yes / Ncy *When corrections have been made, call for re -inspection at 303-234-5933 Date: 1i / a f Ifc: Inspector: C /' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: PU.( Job Address: 33p t Permit Number: @QG 1 h O 1)__2 � ?; A C: 13!'011 fD - PV r - ❑ No one available for inspection: Time /, t1 /PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: n �1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �9r(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ; 6 N N J A ' /0 iV / u j � �- Job Address: 3325- 0 A I c rt Permit Number: 007 u d e4 +u ❑ No one available for inspection: Time 2 D f A /PM� Re -Inspection required: Yesr Nor When corrections have been made, call for re -inspection at 303-234-5933 �%{ I p Date. Inspector: DO NOT REMOVE THIS NOTICE lily of =` `1`I City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: PERMIT# ADDRESS: LOT , BLOCK SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: REAR: SIDE: SIDE: .; i The MINIMUM ELEVATION has been determined to be: (NAVD88). The above measurements have been determined on the following location: Check only one): _ Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. Signed Print Date -- -- — — Professional Surveyor O�p,D 0 L /CF/Y �NqL LANG �lunrr� FOR OFFICE USE ONLY Approved by Inspector Date Rev 02/12 38445 o.,• �NqL LANG �lunrr� FOR OFFICE USE ONLY Approved by Inspector Date Rev 02/12 EXHIBIT 18.5' 1 T/F=5436.67-J I T/F= 5436.66 I I I LOT 9 a n � I � I � I I N 02'21'44" E 85.12' N 00'40'06" W 15.00' �Hanhar 8008 E, Arapahoe Coum. Sulw 110 Canwnniel, CO 80112 ph:3D3.708.0500 fx 303.701.0400 —h-d—m Civil Engineers • Surveyors • Water Resource Engineers • Water 6 Wastewater Engineers Construction Managers • Environmental Scientists • Landscape Architects • Planners L=19.63' R=12.50' O O (V W D r Z W 3Q s� p cn T M Q) N W QUAIL HOLLW SUBDIVISION CITY OF WHEAT RIDGE, COLORADO EXHIBIT - LOT 9 PRGJ. MGR.: BJP A SHEET A DRAWN BV: BiP OF 2 DATE: 10/07/16 L SCALE: 1" — 30' CSH.WHC001.02 91*1�0,�PIJE'T 87.50' 3 i i I � I I U I p ID O n C M � c I I —34.0'— T/F=5436.66 T/F=5436.67 18.6' O O 16.6' T/F=5436.66 — — 31.5- 1.5-3325 3 LL.) 3325QUAIL CT. �n rn 0)76.6' x 00 Z --31.5'-- 18.5' 1 T/F=5436.67-J I T/F= 5436.66 I I I LOT 9 a n � I � I � I I N 02'21'44" E 85.12' N 00'40'06" W 15.00' �Hanhar 8008 E, Arapahoe Coum. Sulw 110 Canwnniel, CO 80112 ph:3D3.708.0500 fx 303.701.0400 —h-d—m Civil Engineers • Surveyors • Water Resource Engineers • Water 6 Wastewater Engineers Construction Managers • Environmental Scientists • Landscape Architects • Planners L=19.63' R=12.50' O O (V W D r Z W 3Q s� p cn T M Q) N W QUAIL HOLLW SUBDIVISION CITY OF WHEAT RIDGE, COLORADO EXHIBIT - LOT 9 PRGJ. MGR.: BJP A SHEET A DRAWN BV: BiP OF 2 DATE: 10/07/16 L SCALE: 1" — 30' CSH.WHC001.02 FOR OFFICE USE ONLY k,l i,� FO R OF FIC ONLY City f�' , �co 1 i t � BuildingInspecdon Services Division 7500 i. 29t4 live., Wheat Ridge, CO 59t�33 Planea� r Office: 303-235-2555 * Fax: 303-237-3929' Inspection Line: 03-234-5933 Building l t Application '. f dMerent than property address) Address; City, State, i �15�1s1 .m Electrical. 0 r I . Plumbing. Mechanical: vn W.R. City License # KIR. City License # W.R. City License # 0 j`? to Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all information on BOTH sides of this form ";���, ������ 'tom. lPSiA t`tihA i"f O^inf#lx � t I � � � ♦ � '� A .. f�il6�l0..� y..i rY4.+n � .n. k '. f dMerent than property address) Address; City, State, i �15�1s1 .m Electrical. 0 r I . Plumbing. Mechanical: vn W.R. City License # KIR. City License # W.R. City License # 0 j`? to Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all information on BOTH sides of this form +?««2¥»+e#<w*12 / NEW COMMERCIAL STRUCTURE $ ELECTRICAL SERVICE � NEW RESIDENTIAL DCOMMERCIAL ROOFING COMMERCIAL ADDITION $ RESIDENTIAL ROOFING ,<?»2« aADDITION WINDOW ■� COMMERCIAL ACCESSORY STRUCTURE (Gar© \\, deck, $ RESIDENTIAL ACCESSORY STRUCTURE (Garage,shed, deck,\ }\ ° , MECHANICAL, SYSTEM/APPLIANCE REPA» »:©.«»<©»:« ; $SYSTEM/APPLIANCE _>'»© or REPLACMENT $ ELECTRICAL \ REPLACEMENT\ ■■\VE�f�\\�j/...,.......: Awd»2.AF A— / P/g e�-yw d\ \ \ Sq,FULF . .. <_. : &u .\.. .. ..\ Gk+7 ...2 ... Amp .. . ». . . . Am% . ... kr . . . ............ . .8 Oc —1 Company Name* Phone#.- 3o3 State License #: o, Master M., _q1LO Plumb mig Contractor / 11LI gtj�iature-o Aut(Ziornizc�44 Agent Date le r Cit} of I Wh6atl][Z�ic- PUBLIC WORKS Date: 51�� ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct aC- iil'IC140A&9_- OP -a - located at the above referenced address. Please note the comments checked below. 1. Drainage: a, Drainage Letter & Plan required: —Yes — No b. Site drainage/grading plan have been reviewed and are: _jl OK _;refer to 1 Public Improvements required & to be completed with prqicet: a. street paving/patching: _ Yes No _ Completed b. curb & gutter: — Yes No — Completed c, sidewalk: — Yes No — Completed d. Other (specify): — Yes No — Completed For items not constructed, the amount of funds taken in lieu of construction: S 1 _W_ Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4� 4 APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit. Application, subject to the stated requirements and/or attached stipulations. Siggnaturic,Ma=Van �NattaW _Dt i "Ie/ 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. _Z_ Stipulations: M 5 0– - _4 � 0 7. -4 A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILQ shal I be required prior to the issuance of the Certificate of Occupancy. S. NOTE: ANY DAMAGETO EXISTIM PUBLIC IMPROVEMENTS ASA RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER, ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. MIMMEM 6 City of _�Wh6atRiAe 1) It Jt LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29'i' Ave. Wheat Ridge, CO 80033-8001 P: 303,235.2861 F: 301235.2857 a DMX I 14"aam" Date: 6/1 Location of Construction: Purpose of Construction: Single Family Commercial Multi -Family P_gvel_opment Review, Processing Fee.- ... $I o0.00 I (Required of all prqjects for document processing) S_1QQ11_1r_ $Woo S_46Q._C� (L,ommercian,lulti-Fa mily Review Fees. • Review of existing or minimal technical documents- $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the I' and 2"d submi ttals): ... ...... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the, I" and 2"d submittals):__ ... ...... _ $500.00 • Trip Generation Study Review Fee: .... ....... $200.00 • 0 & M Manual Review & SMA Recording $100.00 $ 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil docutnents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: Resubmittal Fees. 2'a submittal (!/2 initial review $300.00 4'h submittal (full initial review fee): .... ...... $600.00 All subsequent submittals... .... $600.00 (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Pennit issuance), - PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES RE QUI:. FOR CONSTRUCTION OF IMPROVEMENTS WITHfN PUBLIC RIGHT-OF-WAY, www,ci.wheatrjdge.co.us Rev 12;' 12 ,-,0000r,, I WIC Wg()�R K S,� f me City of Wheat Midge Municipal Building 7500 W, 2 h Ave, Wheat Ridge, CO 90033-8001 R, 303,235.2861 : 303,2 5,2857 NOTIFICATION FORMIMI 10411 Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, if damaged from related construction) to an acceptable condition, as determined bY City of Wheat ridge 'Public Works Department, and prior to the issuance of Certificate of dOccupancy. Prior to any construction commencing, the City's representative will conduct ars onsite inspection to determine the existing condition(s) of the public improvements at this address, If you have any questions, please contact rise at 303,235.2864. Sincerely, David F. Brossman, P.LS. Development ent review Engineer Rev 2108 RM11-axalmsm Address: U, 0- Zoning: Lot Size: sq. ft. Lot Width: Property in the flood plain? 'Y� 0 If yes, add surveying condition FLD. Type of project (applicable survey conditions in parenthesis): note if in floodplain (FLD) setback or in floodplain (FND) if in floodplain (FLD) I�wi -S)- mm if i in 110 N!Fyes � 9 f in flood lain {F 6"' Maximum Lot Coverage: % sq. ft, Existing Improvements: Proposed Improvements: House: sq. ft. House/addition: sq. & Shed: sq. ft. Shed: sq. ft Detached garage: sq ft. Detached Garage: sq. ft. Other: sq, ft. Other: sq. ft, Total Existing sq. ft Proposed Existing :1- 9 4, #W' sq. ft Lot Coverage % Lot Coverage % Required Setbacks: FR 3- 0 S S R Provided Setbacks- FR S ?-6 o S R -3 4, For additions or new construction. is the strtcture within 2 feet of minimum setbacks? If yes, add survey gecondition �FND, Maximum Height: 5'5 1 11. Maximum Size: sq. Proposed Height: 1;_0 & Proposed Size: so. ft. Parkland: If the permit is for new construction, have parkland dedication fees been paid? bu If no, add condition PFEE, notify owner, and notify ilding division. Streetscape: Does the permit result in any of the following conditions? U Construction of new roads L3 Platting of new lots LJ New development LJ Additions that increase floor area by 6(I% or snores formula) (proposed floor area --- - existing floor area - ) / existing floor area -- = inc. If any box is checked... SF/DtJPLEX—Is there existing U Curb LJ Gutter U -5 -foot sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required, I-ees-in-lieu i2t'dedLcation, or eonstru ion are Melissa Macke IN III, ON= I NOR From: Sherryn Hensley <shensley@buildingcci.com> Sent: Monday, May 23, 20161.2:06 PM To: Michael Arellano; mthomas@creeksidecommunities.com Cc: Melissa Mackey Subject: 3325 Quail Ct (Lot 9) This set of plans is missing the sheet that has the building sections. It has the sheet that shows the section at the stairs, but there are no other sections shown through the building. Also the framing plans are flipped and there are no studs called out for some of the window framing and at the two car garage entrance. "Please submit two building sections. V/Please submit correctedframing plaits. Comments (all of the following may be verified in the field): B-1: Show guardrails where required (R312.1,.2). Height is not provided on the plans. Ballusters must be spaced such that a 4" diameter sphere may not pass. B-2: Provide code complying stairways; address tread and riser dimensions per type of stairway (8311.7). Treads are not dimensioned. B-3: Enclosed accessible space under the stair to be protected on the enclosure side with I' gyp bd, (R302.7) B-4: Identify stair mechanical attachment at top and bottom. B-5: Show and label all required GFCl and WP/GFCI receptacles (E3901.2, E3902, E3903). GFCI's are required for all outdoor receptacles, all garage receptacles, all kitchen receptacles, and all receptacles within 6' of a sink when not located within a kitchen. All other locations per code, however the location noted state locations where the plans are in error. B-5: Show and label all smoke detectors and carbon monoxide detectors per 8314 & R315. Smoke detectors are required in every sleeping room and at each story of a dwelling. B-6: At least one thennostat shall be provided for each separate heating and cooling system. (N 1103.1) B-7: Provide clean outs and backflow preventers. I will return the plans to Wheat Ridge by noon tomorrow. There are additional comments from public works and since the foundation is shown right on the setback, a foundation setback verification will be required, Shenry n Hensley Sherryn Hensley, MArch, CPE Project manager Code Consultants International 303-973-7766 x 104 shenslcy@,buildin �Ycci.co�m lsmsm�= Thefollowing are the required minimurn submittal documents, They must be submitted to the City Qfiyheot Ridge for review. 1. Elevation drawings of building; typical front, back, left, and right are required. Label all exterior surface building materials, I Provide building heights and dimensions, I Provide minimum two building cross sections, Cross sections shall show foundation, floor, and roof sections and shall be dimensioned. 4. A complete braced/ hear wall plan Is required and must reference a braced/shear wall schedule at each braced/shear wall location (R602.10). 5. Braced/shear wall schedule to Include anchor bolts, hold downs, studs and spacing, sheathing and nailing ((",602,3(1)), (8403,1.6,403A Al). 6. For single-family custom submfttal, provide a soils report stamped by a licensed engineer, 7Provide a complete fully dimensioned and detailed foundation plan. 8, Provide a complete fully detailed floor and/or roof -framing plan (R1 06), 9, Truss design drawings are required, no later than by rough frame inspection per R8021 0,1 I 10, Provide the following structural engineering calculations: Lateral, Live, Dead, and Point loads analysis, Retaining wall calculations engineered over 41 Provide special inspections per IRC Ch. 17, 11Provide HVAC equipment sizing calculations. Heating and cooling equipment shall be sized in accordance with AC Manual S based on building loads calculated in accordance with ACCA Manual J or other approved calculation methodologies (NI 103,6), 11 Provide a complete Electrical Plan (IBC 1071). 11 Provide a single line gas -piping diagram; include all gas burning appliances and BTUs of each appliance, show pipe types, lengths and sizes from gas meter to each branch line and to each appliance (G2413, G2414), 14, Provide detail showing fixture count, developed length, supply and service fine size, sanitary fixtures, line size and attachment (including backfiows) showing conformance to IPC. A licensed professional may provide an analysis showing size and computations (R1 063), 15, Complete and return REScheck or equal report, Compliance shall be demonstrated bya passing score. (T.N1102.11 These comments may or mqy not apply to this project, No additional action is requirpo'from oplan submittitistandpoint on these items;, however, the project will be verified to comply with these requirements upon inevectior. 1. Provide required natural light and ventilation for habitable rooms (R303). 2. Shower doors shall have safety glazing; hinged shower doors shall open outward. (8308-4.5, P2708,1) 3, Provide and identify all required safety glazing, (123(78) 4. Direction of door swing must be shown (R31 132 ), 5. Provide size of each window and type of operation. (8303,1, 310,1.1-A) 6, Window & opening flashing per (R703.8). 7. Glazing maximum U -factor 0.32 (rNl 102.11), & Opaque doors separating conditioned and unconditioned space- maximum U -factor 0.35. (TN110211) 9, Skylight -maximum U -factor 0.55. Provide manufacture and KC -ES number, (TNI102.1.1) 10, Gypsum Board applied to a ceiling shall be 1/2' when framing members are 161 o.c. or 5/8' when framing members are 24� o,c, or use labeled 1/2' sag -resistant gypsum ceiling board (Table R702.3.5 (d)). 11. Provide manufacture, model number and ICBOACCINER Report Number for stucco, roof materials, stone veneer (R7037). 12. Provide weather flashing(procifing and exterior wall penetrations/openings per 8703,1, 703.2, 703,8, 13, Foam plastics shall be separated from attics and crawl spaces (R316.4). 14, Callout exterior materials including stucco system, lath, building paper, foam, and sheathing where required (11703), 15. Provide weep screed and dimensions from soil and paved surfaces (R703.6.2.1), 16. Specify • « « 2, Provide Wood -Stud wall Engineering Analysis for bearing walls Over 10 Feet High J, • below1 Show note: Exterior and interior footings shall bear minimum 18 inches compacted fill (Table R 403.1). 4Reference a complete set of structural details, fbotin& stem, turndown, pad footln& post at stem. 5. Framing details shall reflect types of framing members, trusses flat and sloped, I-Jolsts, dimension lumber rafters « any other to be used. 6Framing members to at masonry fireplace clearances to combustibles(Table 7Framing members to accommodate mechanical equipment requirements If Installed in attic, Mechanical: 1. Manufactures Installation Instructions, as required by this code, shall be available on the Jab site at the time of Inspection (8106.1 1), 1 RANGES AND C KTOPS: Show note can plans. Provide a listed and approved ravage and/or cooktop unit installed in accordance with the listing and with the manufacturer's installation instructions. VERIFY AND MAINTAIN REQUIRED HORIZONTAL AND VERTICAL CLEARANCES ABOVE THE FINISHED COUNTERTOP SURFACE BEFORE ORDERING OR INSTALLING CABINETS_ 3(r per M1901,1. 3. Provide manufacture, model number and ICC report or equal for each fireplace. Install per manufacturer's Installation Instructions (R1002,1004,1005). 4. Unvented gas logs shall not be Installed In a factory built appliance unless listed for that use (R1004.4), 5. Show mechanical equipment and water heaters can 18 -inch platform If placed In garage or room with direct access to garage (M9 307.3). 6. Provide combustion air and show hi and low vent opening sizes for gas fuel appliances located in confined spaces (G2407). 7. Provide and reference approved detail for gas piping to gas Island cooktop (G2415,14). 8. Provide minimum 78% AFUE (Annual Fuel Utilization Efficiency) for weatherized gas heating equipment, Non - weatherized equipment minimum 80% AFUE (T. 110 .5.2 (1)g). 9. Provide minimum 13 SEER (Seasonal Energy Efficiency Ratio) for air conditioning equipment ((T.N1105.:5.2 (1) h), 10. Duct systems serving heating; cooling and ventilation equipment shall be installed In accordance with the provisions of this section and ACCA Manual U or other approved methods (Ml 6011) 11. Supply and return ducts shall be Insulated to a minimum R-8. Ducts In floor trusses shall be insulated to minimum R-6 (N11012.1), 1. In areas specified In Section E3901.1,125 -volt, 15- and 20 -ampere receptacles shall be listed tamper-resistant receptacles (E4002.14). 2. Provide minimum 75% high efficacy lamps (N1104.1), 1. Do not place gas piping under stab (G2415.14). 2, Provide minimum R-3 Insulation to hot water pipes (NI 1034). 3, List all drainage/sewer piping materials (Tables P3002.1, 1)3002.2) 4, Provide low flow plumbing fixtures tr 5. Storage -tank type water heaters shall be installed with a drain pan and drain line (P2801 3), either of the following: K Post -construction test: Total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0,1 Inches wg. (25 Pa) across the entire system, Including the manufacturer's air handier enclosure. All register boots shall be taped or otherwise sealed during the test, M 1601 8Rough4n test: Total leakage shall be less than or equal to 4 dm per 100 ft2 of concliboned floor area when tested at a pressure differential of 0,1 inches w.g. (25 Pa) across the system, including the manufacturer's air handier enclosure. All registers shall be taped or otherwise sealed during the test. if the, air handier Is not Installed at the time of the test, total leakage shall be less than or equal to 3 cfm per 100 square feet of conditioned fiber area, N1 10122 1 & Supply and return ducts shall be insulated to a minimum R-8. Ducts In floor trusses shall be insulated to minimum R-6, (N11 03,2.1), 9, Provide Minimum R-3 insulation on hot water pipes, (N11014). V- 4 Residential Plan Revile M".3tua waa. Address: 2,3 Z5 Q%x&i\Permit #:2611, Date: Contact: jurisdiction: � Building Type. Plan # or Madel: CeSFD 0 Duplex 0 Master O repeat CodeEdition: X012, k PC, Addition FloorVentilation -side of 2. Provid�de attic ventilation per (11806.1) unless insulation is applied on the under •i' #. Mm ..' • , „ Address��832[=*,ation drainage per R405.1. 2. .. # damp proofing*=r. required4, Show reinfo ing steel for## # stem (R 4031 7. Clearly show and label each required holdclown on foundation plan (R403.1.6). how and• building r basement d foundationincluding drainage +# Provide anv/all sla• elevations, rr . r Roof Frami " arly identifyl . members, # posts/columns, " . # ' beams, joists, �. #. trusses (R106). Identify ## # ##connectors,M`truss/joist identify beam to post mechanical connectors. is Provide :## reference # each beamto post,•`..: # !," +::".rgirder to #:.art 6. Show lateral full height blocking at braced/shear wall line for joists, rafters and 7. Identify stair mechanical attachment at top and bottom. Provide detail showing how lateral forces are transferred from roof diaphragm into hear wall. sMechanical Plans: 1. Where kitchen exhaust fan is provided, vent direct to outside (M1507.2 amend. MNMLT'.!V[1507A) 0 C' Alii A Ate;{�..1 t_E=i elissaacke NOMMOMMONS� From: Cave Brossman Sent: Friday, May 13, 2016 2:26 PM To: Melissa Mackey; Kristi Graham Cc: Mark Van Nattan Subject: FW: Quail Hollow - 3325 Quail Court Attachments: Plot Plan ledlines.pdf )avid F. Brossman, ?L Development Review Engineer/City Surveyor Phone & Fax: 303,235,286 From: Mark liars Nattan Sent: Friday, May 1, 2616 2.25 PM To, Mike Thomas (m hom r kid omm flitiarr) Cc: Gave Brossman Subject: Quail Hollow - 3325 Quail Court Dear Mr, Thomas, After our initial review of the BPA for the above property, we cannot approve the submitted Plot plan, As our redlines reflect, the spot elevations on the north lot line of Lot 9 are not in accord with those on the south lot line of Lot 8 (previously approved). PW recommends the Lot 9 elevations be adjusted to be in concurrence with the Lot elevations. We will move this permit application forward to other departments to continue their review as PW awaits a corrected plot plan. Please call or email if you have any questions or comments. Mark Van Naftan Engineering Technician 75001W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2870 Fax: 303-235-2857 mvannattant i.wheatridoe,co.us "�t' city o ittic CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, aifaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. 4 elevations are from ,usly submitted Lot 8 EIPk ,panctes will need to be ed between Lots 8 and 9, Lot ti elevations follow ,red grading plan more yt than Let 9 elevations i 1 i3I LOTS 4 1 S, F, 0.'44 ACRES to r; 3150 r m. 32,09 z i 35,158 S.F. D.3�8 ACRES T i8 POW 137 STM a r 1 orientations 1 EM PLAN 18 3325 OUAIL CT, •. 3779 SX, r. M9 s :.< a2t° �- LOT 10 16,684 S.F. 0.388 ACRES ..t3ese elevations are i93 agreement ee ith Lot 10 previously approved BPA. NOTES: i, LOCATE UNDERGROUND UTILITIES BEFORE DESIGN GRADING STATEMENT YOU DIG.. CALL 831, THE PROPERTY CORNER SPOT ?. THIS PLOT PLAN DEPICTS PROPOSED ELEVAnONS ARE BASED ON THE IMPROVEMENTS, RNAL CONSTRUCPON QUAIL HOLLOW SUBDIVISION MAY VARY, CONSTRUCTION PLANS. BRIAN J.. PFOHLPLS 38445 cinhardMANHARD CONSULTING NSULTINC 10835 DOVER SL. SUM 700 WESMINMR, COLORADO 80021 (303)665-5505 0. WNCOOI 5/2016 AG r i u �I Ionil �Ffl�j� ( � <, \Q �. 11 -AZI cz:� Is" 1 44 , L C'n Q� 25 Quail Ct Plan B Manual D Isement 402 6" 69 CFM WO 6..69 CFM Ir 11F I Master Bedroom WO 6" 99 CFA Jq 4006" 99 GFA ONERMEM A 332"'5 Quail Ct Plan 11 B Manual D ain Level 4x t 0 6" 99 CFW Kircher Great Row 206 8'226 CFM Master sati, E IE 0 106 99 CFA 012 7" 86 OFM N PowderRoon 010 4' 22 CF& 20x1O 10"491 Cft 246 6" 281 CFW -E F.R.ER�Sas4x=� eawiz ium$4 010 5" 73 SFA Foyw Laundr) Study 012'7' 168 t Dmm% -"I 0106 81 CFA . .. ....... . .. 4x904 25 CFM 4x W 4'32 CFM Guest Both ONERMEM A 332"'5 Quail Ct Plan 11 B Manual D ain Level 3325 Quail Ct Plan 1B HVAC Load Calculations for Creekside Communities 6143 S Willow Dr Suite 300 Greenwood Village, CO 80111 RHVACRasion"At. HVAC Le*"e Prepared By: Steve Bartunek B&B Heating And Air Conditioning Inc, 4892 Marshall St Wheat Ridge, CO. 80023 303-423-7905 Wednesday, March 30, 2016 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D, CA ... \3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 3 , 1 14:11 CA .,A3415 Quail Ct Plan 1 Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4 * 11 PM Net,� Rec, ft.2� Sen Let Net Sen; Sys fit ys SCig Sys Act Duct Scope Tran: Ton; Cryan; Area's Gain' Gaiw Gain Losse CFM! FM' CFM' CFM Size Buildinq 2.82 370 1,258 4,655 33,300 598 33,898 65,406 849 1,514 1,514 System 1 2,82 3,70 1,258 4,655 33,300 598 33,898 65,406 849 1,614 1,514 14x18 Humidification 2,528 Zone 1 4,655 33,300 598 33,898 62,878 849 1,514 1,514 14X18 1-Game/Rec 944 5,186 -270 5,186 9,189 124 236 236 3_5 2 -Theater 269 1,345 -63 1,345 1,951 26 61 61 1-4 3-Crawlspace 239 634 -191 634 12,896 174 29 29 1-4 4-Mech/storacie 460 389 -117 389 3,558 48 18 18 1-4 5 -Bedroom 4 143 1,066 �•96 1,066 2,754 37 48 48 1-4 6 -Bath 3 81 226 131 357 603 8 10 10 1-4 7 -Bedroom 3 184 662 -113 662 3,294 44 30 30 1-4 8 -Master Bedroom 278 3,047 -187 3,047 4,677 63 139 139 2-5 9 -Master Bath 291 1,902 61 1,963 2,326 31 86 86 1_5 1L -Study 189 3,474 .53 3,474 1,914 26 158 158 2-5 11 -Guest Bath 111 711 88 799 1,257 17 32 32 1-4 12 -Guest Bed 139 1,442 -147 1,442 3,229 44 66 66 1_5 13 -Foyer 131 560 -34 560 1,474 20 26 25 1-4 14 -Dinning 325 1,786 251 2,037 3,238 44 81 81 1__5 15 -Great Room 461 1,497 -86 1,497 2,975 40 68 68 1_5 16 -Nook 102 2,114 -118 2,114 3,454 47 96 96 1_6 17 -Kitchen 118 5,168 1,675 6,843 744 10 236 235 2-6 18 -Laundry 104 1,616 -107 1,616 2M4 36 73 73 1_5 19 -Powder Room 86 475 -26 475 661 9 22 22 1-4 CA .,A3415 Quail Ct Plan 1 Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4 * 11 PM Room or Source Minimum Maximum' Rough.' Design� SPI Ducti Duct� Htg dig Act, Duct Duct Name ... ...... . . Velocity Velocity Factor Ulk moss`. Velocity' lengthy. Flow_ Fjq�y F W 10 Z, System I Supply Runouts Zone I I -Game/Rec Built-in 450 750 0 01 5763 124 236 3-5 2 -Theater Built-in 450 750 0 01 700.8 26 61 1-4 3-Crawispace Built-in 450 750 0 01 330,2 174 29 1-4 4-Mech/storage Built-in 450 750 0 01 2026 48 i 18 1-4 5 -Bedroom 4 Built -In 450 750 0 0.1 555,2 37 48 1-4 6 -Bath 3 Built-in 450 750 0 0,1 117.5 8 10 1-4 7-Bedroorn 3 Built-in 450 750 0 01 344,8 44 30 1-4 8 -Master Bedroom Built -In 450 750 0 0,1 508 63=1 139 2-5 9 -Master Bath Built-in 450 750 0 0A 634,1 31 86 1_5 10 -Study Built-in 450 750 0 01 5791 26 i 158 2-5 11 -Guest Bath Built-in 450 750 0 0-1 370,5 17 32 1-4 12 -Guest Bed Built-in 450 750 0 O'l 4803 44 66 1-5 13 -Foyer Built-in 450 750 0 01 291.6 20 25 1-4 14 -Dinning Built-in 450 750 0 01 595.4 44 81 1_5 15 -Great Room Built -In 450 750 0 01 499 40 68 1_5 16 -Nook Built-in 450 750 0 O'l 489,3 47 96 1-6 17 -Kitchen Built-in 450 750 0 0.1 598,2 10 235 2-6 18 -Laundry Built-in 450 750 0 0,1 538.8 36 73 1-5 19 -Powder Room Built -In 450 750 0 0.1 247.4 9 22 1-4 Other Ducts in System I SuppSy Main Trunk (ST -100) TMDD 0 0 0.0003 0,08 0 0 1849 1,514 14x18 Summary System I Heating; Flow: 849 Coolina Flow: 1514 CA .,A3415 Quail Ct Plan I Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4,11 PM ---------- Total Buildin umma Loads -1-1-1-1.1 ____ --------- - - ---------------- 4A-6-o' Glazing -Double pane low -e (e = 0.20 or less), 549.8 10,625 0 12,683 12,683 high performance, operable window, e=0,05 on surface 2, any frame, u -value 0.28, SHGC 032 11J: Door -Metal - Fiberglass Core 37.9 1,567 0 568 568 15A1 5-0ocw-Z Wall -Basement, , framing with R-15 sill to 2463.4 14,574 0 1,949 1,949 floor in 2 x 4 cavity, open core, no board insulation, plus interior finish, wood studs, 2' floor depth 12F-0sw: Wall -Frame, R-21 insulation in 2 x 6 stud 2229.4 10,000 0 2,073 2,073 cavity, no board insulation, siding finish, wood studs 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 26102 3,602 0 2,559 2,559 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-20: Floor -Basement, Concrete slab, any thickness, 2 20805 3,876 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 20" wide dirt floor, Floor -Basemerrt,CVstpM,6 j,QmJ1 ly11.11_p' .... .... ........... .. 238 .......... . 8,578 0 . . ............... ... ­­ .... .... .. ... 0 0 Subtotals for structure: 52,822 0 19,832 19,832 People: 4 800 920 1,720 Equipment: 1,760 8,920 10,680 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 132, Summer CFM: 63 10,056 -1,962 1,317 -645 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 6,89 gal/day: 2,528 0 0 0 AED Excursion: 0 0 .. ... ..... 2,311 ... ... 2. 11, Total Building Load Totals: 65,406 598 33,300 33,898 Total Building Supply CFM: 1,514 CFM Per Square ft,: 0,325 Square ft, of Room Area: 4,655 Square ft. Per Ton: 1,258 Volume (W) of Cond. Space: 41,883 Total Heating Required Including Ventilation Air: 65,406 Btuh 65.406 MBH Total Sensible Gain: 33,300 Btuh 98 % Total Latent Gain: 598 Btuh 2 % Total Cooling Required Including Ventilation Air: 33,898 Btuh 2.82 Tons (Based On Sensible + Latent) 3,70 Tons (Based On 75% Sensible Capacity) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D, All computed results are estimates as building use and weather may vary. 3"a- _-4 your design conditions, C�\...\3415 Quail Ct Plan I Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:111 Humidification 4% Floor 19% Infiltration 15% Roof 6% Glass 37% ass AED Excursion 7% OEM= I CA ..A3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM CA .-A3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30,2016,411 PM -- ------ -------- --- ------- ------------ Rhvao - Residential & Uaht Commil ercaHVAC Loads 8 & S Heath and A/C Int, --------- -- 911te Software Development, lnoi iiii 3325 Quail Ct Plan IS - - - - - - - - - - - --- - - - ..... .......Q - - - -- - - - - - Detailed Room Loads - Room 2 - Theater (A,yprpgq Load Pro . .. ....... .. ------ ...... ...... Calculation Mode: Htg, & c1g. Occurrences: Room Length: 14.1 if, System Number: Room Width: 19,0 ft. Zone Number* Area: 269.0 sq.ft. Supply Air: 61 CFM Ceiling Height, 9,0 ft, Supply Air Changes, 1,5 AC/hr Volume: 2,417.0 cu,ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent,: 0 CFM Runout Air: 61 CFM Percent of Supply.: 0 % Runout Duct Size, 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 701 ft./min, Percent of Supply: 0 % Runout Air Velocity: 701 Umin, Actual Winter In l.: 4 CFM Actual Loss: 0.551 in.wg./100 ft. Actual Summer lnfil.: 2 CFM W -Wall-1 5A 1 5-Oocw-2 19 X 10 190,3 0.066 5.9 1,129 0.8 0 152 I Floor -2 1 A-20 I X 268.5 268,5 U27 1,9 500 0,0 0 0 Subtotals for Structure: 1,629 0 152 infil,: Win,: 4.2, Sum.: 2.0 152 2,115 322 0.276 -63 42 AFD Excursion- 93 q�spent.. . ................ ..... . .. . _0-11-11111 __1104 Room Totals: 1,951 -63 1,345 Color television 683 0 100 100 683 0 Stereo 375 0 100 100 375 0 1 ;Total ......... . .... ...... . .... ------- -- 1058 0 . .. .... C:1...13415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 20167 4:11 PM C*k ... \3415 Quail Ct Plan I Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:11 PM Calculation Mode: Htg, & c1g. Occurrences: I Room Length: 238,6 k System Number: 1 Room Width: 1.0 ft, Zone Number, 1 Area, 239,0 sq,ft. Supply Air: 29 CFM Ceiling Height: 9,0 ft, Supply Air Changes, 0.8 AC/hr Volume" 2,147.0 u.ft. Req, Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Runout Air: 29 CFM Percent of Supply,: 0 % Runout Duct Size: 4 in, Actual Summer Vent,: 0 CFM Runout Air Velocity: 330 ft./min, Percent of Supply: 0 % Runout Air Velocity, 330 ft./min. Actual Winter Infil., 13 CFM Actual Loss: 0,125 in.wg./l 00 ft, Actual Summer Infil.: 6 CFM E -Wall-15A15-0ocw-2 2 X 10 193 0.066 5.9 117 0,8 0 16 S -Nall-15A15-0c-2 6.2 X 10 62,3 0.066 5.9 370 0.8 0 50 E -Wall-1 5AI 5-Oocw-2 16.1 X 10 160,8 0,066 5.9 954 0.8 0 129 S -Wall-1 5AI 5-Oocw-2 11.5 X 10 114,8 0,066 5.9 681 0.8 0 92 W -Wall-15A15-0o w-2 12.2 X 10 122,3 0,066 5.9 726 0.8 0 98 S -Wall-12F-0sw 3.3 X 10 32.8 0.065 4.5 147 0,9 0 30 W -Wall-I 5A1 5-Oocw-2 5.8 X 10 58,1 0.066 5,9 345 U 0 47 Floor l -dirt "floor , 1X_238.6... I 2_311811.161 011,51,211 351,119 11 -8,5. ..... .. .... .. ''0"-1111101 1 Subtotals for Structure: 11,918 0 462 Infil.: Wn,: 12.9, Sum.: 6.1 463 2.111 978 0.276 -191 128 AED Excursion:44 . .... . . ........ ... - Room Totals 12,896 -191 634 C*k ... \3415 Quail Ct Plan I Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:11 PM -- ---------- Rhvae - RosMential & o Light Crnmemlat HVAC Loads ...... . .. ... .. .. ........ ... ......... . ....... - .... .. ..... Elite software # rid Jn­e"-'.-"! i B & 8 Heating and AIC Inc. 3325 Quail Ot Plan 18 Mno 1 _40 ............. ... . ....... . . .. I Detailed Room Loads ... - Room 4 - Meqh1storage_,(Ayqrpgq. Load Pro Calculation Mode: Htg. & c1g. Occurrences: I Room Length- 4597 ft. System Number: I Room Width: 1.0 ft. Zone Number, 1 Area, 460,0 sq.ft, Supply Air. 18 CFM Ceiling Height: 9.0 ft. Supply Air Changes: U AC/hr Volume: 4,137.0 cu.ft, Red. Vent. Cig: 0 CFM Number of Registers, I Actual Winter Vent,: 0 CFM Runout Air: 18 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 203 ft./min, Percent of Supply: 0 % Runout Air Velocity: 203 ft./min, Actual Writer Infil,' 8 CFM Actual Loss: 0.048 in wg./I 00 ft. Actual Summer Infil': 4 CFM E -Wall-15A15-0ocw-2 18.7 X 10 187 0.066 5,9 1,110 0.8 0 150 i S -Wall-1 5AI 5-0ocw-2 16.7 X 10 167,3 0.066 5,9 993 0.8 0 134 I Floor-21A«20,1 X 459.7 w.4593 0.027 1.9 856 0.0 0 0 Subtotals for Structure: 2,959 0 284 Infil.: in.: 7.9, Sum.: 3.7 283 2.113 599 0175 -117 78 AED Excursion: 27 Room Totals* ...... ..... . ........... ............... 3,558 . . .. . ............ --------------- -117 389 C:\ ...\3495 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM ......... Heating and 3326 Quail Cit Plan 18 1 '.Whot Detailed Room Loads - Room 5 - Bedroom 4 I yqrpo, Load Piroqq0qW ----------- - - ---- ...... Calculation Mode, Htg. & c1g, Occurrences: 1 Room Length: 1423 ft. System Number: 1 Room Width: I'0 ft, Zone Number: I Area, 143,0 sq,ft. Supply Air: 48 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 2.3 AC/hr Volume: 1,284.0 cu.ft, Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent, 0 CFM Runout Air.- 48 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 555 ft./min, Percent of Supply, 0 % Runout Air Velocity, 555 ft./min, Actual Winter Infil" 7 CFM Actual Loss, 0.348 in.wg./l 00 k Actual Summer Infil.: 3 CFM E -Wall- 1 5A 1 5-0ocw-2 11,8 X 10 98,1 0,066 5.9 575 0.8 0 75 S -Wall- 1 5AI 5-0ocw-2 8,2 X 10 82 0.066 5,9 487 0,8 0 66 W -Wall-15A15- oc -2 3,6 X 10 36.2 0.066 5.9 215 0.8 0 29 S -Wall- I 5A I 5-Oocw-2 5,6 X 10 55,8 0.066 5,9 331 0.8 0 45 E -GIs-4A-6-o shgc-0-32 O%S 20 0,280 19,3 386 35.6 0 712 Floor -21A-20 1 X 142,7 1427 O 027 1.9 266 0.0 0 0 Subtotals for Structure: 2,260 0 927 Infil.: Win.: 6,5, Sum.: 3.1 234 2,114 494 0.278 -96 65 AIEIDI EXcufsion":1 -1-1 1-1-1 11 11111111-1111111111-11111 1-11 11 ... . . .... .. ­­' 74 Room Totals: ................. ..... . . ......... . .... ..... . .. ...... ....... 2,754 ...... ......... . ....... .. .... . - - --------------- ------- --- ----- --- ........ -96 .. . ..... . ........ . . 1,066 C�\_\3415 Quail Ct Plan I Revised 1 12 2016.rh9 Wednesday, March 30,2016,411 P3 de -- --------------- Fthvao - Residential & Light Commercial HVAC Loads Efito Software Development, Inc. S & S Hoating and A/C Inc, 3325 Quail Ct Plan i1S 1 ,Wh _ . o ----------- -J' — n ----------- ------ ------- ------- Detailed Room Loads ........... ... .. - --- ---- ----- - ----- - Room 6 - Bath 3 ce y gqLoadPro-. . ..... - --- ---------- ------- - --- ............ ...... ... . I Calculation Mode: Htg, & c1g, Occurrences: 1 Room Length: 118 ft, System Number: 1 Room Width: 5.9 it. Zone Number: I Area: 81,0 sq.ft. Supply Air: 10 CFM Ceiling Height: 9.0 ft. Supply Air Changes: U AC/hr Volume: 7310 cu.ft. Req, Vent, Cig, 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 10 CFM Percent of Supply,: 0 % Runout Duct Size: 4 in, Actual Summer Vent,: 0 CFM Runout Air Velocity* 118 ft,/min, Percent of Supply, 0 % Runout Air Velocity-, 118 ft./min. Actual Winter Infil.: 1 CFM Actual Loss: 0.017 in. g./100 ft, Actual Summer Infil., I CFM F E -Wall-1 5A1 5-Oocw-2 5.9 X 10 50,1 0,066 5.9 351 0,8 0 47 Floor-2 I A-20 181.4 A ....... ... .... .. ... . . ... .... . .. . . ........ ...................... ..... 81.E 0.027 1,9 152 U 0 . ...... 0 Subtotals for Structure: 503 0 47 lnfil,: Win,: 1,3, Sum,: 0,6 47 2.115 100 0.275 -19 13 AFT} Excursion: 16 Equiment- p 150 150 Room Totals: 603 131 226 . . ... .... . N i hair Dryer 600 600 100 25 150 150 i Total . .......... . .. ... ..................... ..... - - --- --------- ------ . ....... ............... .... ......... ... . ...... . --------- 150 150 C,\,..\3415 Quail Ct Plan I Revised 1 12 2016.rh9 Wednesday, March 30,2016,411 PM .__..--------------- --------- Residential & Light ;Commercial V Ldsfid# tom.. a. rte, tic r E 8 ti t eInc,la3325 Ou t Plan I Detailed Room Loads ..Room .. ,._Be3._. yggW Load Pro 1._ Calculation 3VICide:Fitg. & clg. Occurrences: 1 Room Length: 184.0 ft. System Number: 1 Room Width: 1.0 ft. Zone plumber, 1 Area: 184,0 sq,ft. Supply Air: 30 CFM Ceiling Height- 9.0 ft. Supply Air Changes: 1.1 AC/hr Volume: 1,656.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers, 1 Actual Winter Vent.: 0 CFM Runout Air: 30 CFI Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 345 ft./min, Percent of Supply: 0 % Runout Air Velocity: 345 ft,/min. Actual Winter Infl.: 8 CFM Actual Loss: 0.136 in.wg.J100 ft. Actual Summer Inf l.: 4 CFM -Wall-15A15-Ooew 2 14.1 X 10 116.1 0.066 5.9 680 0,8 0 88 E -Wall-15A15-Oocw..2 13.1 X 10 131.2 0.066 5.9 779 0.8 0 105 W -Wall-15A15- ocw-2 7.2 X 10 72 0.066 5.9 427 0.8 0 58 -Cls-4A-6-o shgc-0.32 100%S 25 0.280 19.3 483 11.6 0 289 i ,Floor -21A-20 1 X_1,84. . 184. _.0.027._ 1,9 _......343. 0,0 ._ .. _.... .. ?. Subtotals for Structure: 2,712 0 540 lnfil.: Win.: 7.7, Sum.: 3.6 275 2.113 582 0.276 -113 76 AE. Excursion: 1111_46 Room Totals: 3,294 -113 662 4 1 C:1 ...\3415 Quail Ct Plan 1 revised 1 12 2016.rh9 Wednesday, March 30„ 2016, 4:11 PSI Rhvac - Residential & Light Commercial HVAC Loads Fillis softare bi"io�iiic.l 8 8 Heating and AIC, Inc. 3326 Ouail Ot Plan I a i - -----------4" ..... . . .... ... . .... . .... Detailed RoomLoads - Room 8 - Master Bedroom Room ... Mg Calculation Mode- Htg. & c1g, Occurrences - Room Length.- 278.3 ft. System Nurnber: Room Width: 1.0 ft, Zone Number: Area: 273.0 sq.ft, Supply Air: 139 CFM Ceiling Height: 9,0 ft, Supply Air Changes- 3,3 AC/hr Volume: 2,505.0 cu.ft, Req. Vent. Cig, 0 CFM Number of Registers: 2 Actual Winter Vent, 0 CFM Runout Air: 69 CFM Percent of Supply, 0 % Runout Duct Size: 5 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 508 ft./min, Percent of Supply: 0 % Runout Air Velocity. 508 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0,213 in,wg JI 00 ft, Actual Summer Infil.: 6 CFM i N -Wall-12F-Osw 15.4 X 10 114,2 0.065 4.5 512 0.9 0 106 E -Wall-12F-Os w 91.8 X 10 103.1 0,065 4,5 462 0,9 0 96 W -Wall-I 2F-Osw 18 X 10 150,5 0,065 4,5 675 0,9 0 140 N -GIs-4A-6-o shgc-0.32 100%S 40 0,280 19.3 773 11.6 0 462 E -GIs-4A-6-o shgc-0.32 O%S 15 0.280 19.3 290 35.6 0 534 I W -GIs-4A- -o shgc-0,32 O%S 15 0,280 19,3 290 35.6 0 534 W -GIs-4A- -o shgc-0.32 O%S 15 0,280 19.3 290 35,6 0 534 UP-Ceil-165-50 311.2 X 1311-2 . ..... .... ... ....... . O�020 1A 429 1�0 ... ........ .... . . . ... ... . .... 0 305 Subtotals for Structure: 3,721 0 2,711 I Infil.: Wn.- 12,6, Sum,: 6.0 453 2.111 956 0.276 -187 125 A Excursion: 211 Room Totals: ... . ............ ------ 4,677 . ...... -187 3,047 C:1...\3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016,411 PM - ---- ------- --- - ------ ------- Rhvac - Residential & Ught Commertial HVAC Loads & S Heating A/C Ino. --------- ----------- ----- :tato Software Development, Ine. 3325 Cluall Ct Plan 18 S and ------------ Detailed Room Loads --------- ------------------ - Room 9 - Ma tGyBath (Avera _Lq44,ProqedU ........ s gq 7 Mode: Htg. & c1g, Occurrences: Calculation Room Length: 2907 ft, System Number: Room Width: 1'0 t Zone Number: Area, 291.0 sq.ft, Supply Air: 86 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 2.0 AC/hr Volume: 2,616.0 cu,ft. Req, Vent, C19: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 86 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 634 Urnin. Percent of Supply:0 % Runout Air Velocity: 634 Umin. Actual Winter Infil.: 6 CFM Actual Loss, 0.330 in wg I 100 ft , Actual Summer Infil.: 3 CFM 77-77 '77,T7 .. . . ... .... .. .. . . . . . . . . . . ...... N -Wall-12' F-Osw2 X 10 4, 90 20 O�065 5 0.9 0 19 W -Wall-I 2F-Osw 19.7 X 10 166,9 0.065 4.5 749 0.9 0 155 W -GIs-4A-6-o shgc-0.32 O%S 30 0,280 193 580 35,6 0 1,067 UP-Ceit-16B-50 325 X 1 .......... 325 0.020 1A 449 3 1.0 0 19 Subtotals for Structure'. 1,868 0 1,560 InfiL: Win.: 6,0, Sum.: 2.9 217 2.112 458 0.277 -89 60 AFC} Excursion: Excursion: 150 150 Equip prij, ......... .. . . .. .. ... .. Room Totals, 2,326 61 1,902 7 . . . . ... . . 77 F .. .. . ... . . ..... . .. ...... . . hair dryer 600 600 100 25 150 150 Total 150 150 C:4 ...43415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM Rhvac . Residential 1� �► �a e� t�i� r� � 0. ` tial& Light Cornmemial iNVAC Loads 3 & 8 Heating and AtC inc. 3325 Quail, Ct Plan 18 h i � 33...�M�.. ..--._.. „ , .,.rare.. ,� ._,.- Detailed Room Loads., too 0 y A�r�r o Pro Calculation Mode. Htg. & clg. Occurrences: Boom length:. 189,5 ft. System number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 189.0 s.ft. Supply Air: 153 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 5.6 AC/hr Volume: 1,705.9 cu.ft. Req. tient. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 79 CFM Percent of Supply.. 0 % Runout duct Size: 5 in. Actual Summer Vent.. 0 CFM Runout Air Velocity: 579 ft./min. Percent of Supply: 0 % Runout Air Velocity: 579 ft. min. Actual Winter Infi1.: 4 CFM Actual loss: 0.276 In.wg_d100 ft. Actual Summer Infil.: 2 CFM „ SW-Wall-12FA0sw 3.1 X 10 16.5 0,065 4.5 83 0.9 0 17 W -Wall-12F-0sw 6.6 X 10 35.6 0.065 4.5 160 0.9 0 3 BIW-Wall-1 F-0sw 3.1 X 10 21 0,065 4.5 94 0.9 0 20 SW-Ois-4A-6-o s gc-0.32 O%S 12.5 0.260 19.3 242 30,3 0 379 W-GIs-4A-6-o shgc-0.32 O%S 30 0.280 19.3 560 35.6 0 1,.067 ; NW-Gls-4A-6-o sh c-0.32 O%S 10 0,280 19.3 193 25,3 0 253 UP-Ceil-16 50211.9 X 1 211,9 _O.02f?,_ 1.4 - � 292 3.f?_.. 0 _...., ..._2�8 Subtotals for Structure: 1,644 0 1,977 ;! Inl.: Win.: 3.6, Sunt.: 1.7 128 2.116 270 0.274 -53 35 ARt3 Excursion: 241 uiP , nit. , , .. ...,.... ...... .. .. ..,.,. 1 22� ,.._ i .. Room Totals. 1,914 -53 3,474 i 1 l t �i g { .��w...1536.uwws,..� i Computer and monitor 35 100 538 0 Color televisions 683 0 100 100 683 0 Total 1221 0 f I V C:t .,.\3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM i Calculation Mode. Htg. & clg. Occurrences: 1 Room Length: 111.4 ft. System Number: 1 Room Width: 1.0 ft, Zone Slumber: 1 Area: 111.0 sq.fi. Supply Air: 32 CFM Ceiling Height:. 9.0 ft. Supply Air Changes: 1.9 AC/hr Volume: 1,0010 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 32 CFM Percent of Supply.: 0 % Runout Duct adze: 4 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 371 ft./min. Percent of Supply: 0 % Runout Air Velocity: 371 ft./ in. Actual Winter Infil.: 4 CFM Actual Loss. 0.157 in.wg./100 ft. Actual Summer In l,: 2 CFM 1 -Wall- 1 2F-Osw 4.2 X 10 42..5 0.065 4.5 191 0.9 0 40 S -Wall-12F- sw 3.3 X 10 32.5 0.065 4.5 147 0,9 0 30 W -Wall-1 2F-Osw 7.6 X 10 69.5 0.065 4.5 312 0.9 0 6 W -GIs -4A -6-o sh e-0.32 O%S 6 0,280 19.3 116 35.5 0 213 UP -Cell -,1 - 0,124.6aX.1_ _._ __.._.....124.•6.. _0.020w__.. 1.4 .. _ .172 .. ..__e 1a0 _ C} ...__.._1 j Subtotals for Structure: 938 0 470 j Infil.: in.: 4.2, Sum.:. 2.0 151 2.115 319 0.279 -62 42 AFD Excursion: 4 qla%mnt�_.._w .... e..�.. ........_ _ w_ . _. . _.1E1___._. . Room Totals; 1,257 88 711 hair dryer 600 600 100 25 150 150 Total 150 150 0:1.,.13415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM Rhvac - Residontlat Ught COMMeretal HVAC Loaft S & 8 Hosting and A/C lnc� F.Ift $OfhNarO DOVOIOPMOJNt Int - 3326 Ouall Cif Plan IS . ... . ......... .. . .... ..... . ... . Detailed Room Loads --------- - --- -----v. - Room 12 - Guest Bed Load Piroqq(t Calculation Mode: Htg, & c1g. Occurrences: I I Room Length, 139.4 k System Number, I Room Width: 1,0 ft, Zone Number: 1 I Area: 139,0 sq,ft. Supply Air, 66 CFM Ceiling Height: 9,0 ft, Supply Air Changes: 31 AC/hr Volume., 1,255.0 cu,ft, Req. Vent. Ci. 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 66 CFM Percent of Supply.: 0 % Runout Duct Size, 5 in, Actual Summer Vent,: 0 CFM Runout Air Velocity: 481 ft./ in. Percent of Supply* 0 % Runout Air Velocity: 481 ft./min, Actual Winter Infil.: 10 CFM Actual Loss: 0,191 in,wg./100 ft. Actual Summer Infil., 5 CFM .... ... . . 0 rt E -Wall-12F-Osw 12.1,X10 121.4 0,065 4.5 544 0 9 0 113 S -Wall- 1 2F-Osw 11.5 X 10 70.6 0,065 4.5 317 0.9 0 66 W -Wall-12F-Os 12.1 X 10 121 A 0.065 4.5 544 0,9 0 113 S -Gs-0-6-o shgc-0.32 O%S 31.8 0,280 19,3 614 181 0 574 S -GIs-4A-6-o shgc-0.32 O%S 12.4 0,280 19,3 240 18.1 0 224 'UP-Ceil-1 6B-50 155�9 X 1 ... ... . . ..... . 155.9 .. .......... ... .. 0,020 1.4 215 1.0 0 I Subtotals for Structure: 2,474 0 1,243 Infil.: Win.: 10.0, Sum.: 43 358 2,111 755 0.277 -147 99 AEC Excursion'.100 .............. . . - - ----------- - ... . . ..... ...... ... ..... . .. .......... ....... .. . . . ................ . - Room Totals: 3,229 -147 1,442 C�k ... k3415 Quail Ct Plan I Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:11 PM Detailed Room Loads - Room 13 - . .. .... . ........ . ------- yqrqgqL.paId, Prpcoyrp�, Calculation Mode: Htg, & c1g, Occurrences: I Room Length, 130.9 ft. System Number: I Room Width-, 1'0 ft. Zone Number: I Area, 131,0 sq.ft. Supply Air: 25 CFM Ceiling Height: 9,0 it. Supply Air Changes: 1,3 AC/hr Volume: 1,178.0 cu,ft, Req. Vent. CIg: 0 CFM Number of Registers: 1 Actual Winter Vent., 0 CFM Runout Air: 25 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent. 0 CFM Runout Air Velocity: 292 ft./min, Percent of Supply: 0 % Runout Air Velocity: 292 Umin. Actual Winter In l": 2 CFM Actual Loss- 0,098 in.wg./100 ft. Actual Summer lnfil..- I CFM Lw. E -Wall-12F-Osw 2 X 10 19,7 0,065 4.5 88 0.9 0 18 S -Wall-12F-Osw 6,2 X 10 42.5 0,065 4.5 190 0,9 0 39 S -Door-91J 2,5 X 8 19.8 0,600 41 A 821 15,0 0 298 UP-Cei1-1613-50 146.4 X 1 146,4 0.020 IA 202 1"0 0 143 . . .. .... ... Subtotals for Structure: 1,301 0 498 1n l.: Wn.: 2,3, Sum.: 1.1 82 2,110 173 0.280 -34 23 AEC Excursion:39 Room Totals: 1,474 -34 bbu C'\ ...\3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM l lHVAC w_. ......, _ _.._..:..._..r __...;.... ..n rai l' ri , hResidential w _ EliteW_ 6 Heating and Inc 3325 Ouall Ct Plan 1O Detailed Roo , Loads �'c?c�m inning (Acgq Le c�c� ON ..... Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 17.1 ft. System dumber: 1 Room Width: 19.0 ft. Zone Number. 1 Area: 325.0 sq.ft. Supply Air: 81 CFM MeilingHeight: 9.0 ft. Supply Air Changes: 1.7 AC/hr Volume: 2,922.0 cu.ft, Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent,:: 0 CFM Runout Air: 81 CFM Percent of Supply.: 0 Runout Duct Size: 5 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 595 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 595 Urnin. Actual Winter In l.: 10 CFM Actual Loss: 0.292 in. g.1100 ft_ Actual Summer Infil.: 5 CFM i P -Wall-12F-Osw 19 X 10 190.3 €3.065 4.5 853 0.9 0 177 S -Wall-12F-Osw 17.1 X 10 146.6 0.065 4.5 658 0.9 0 136 S -GIs-4A-6-o sh e-0.32 O%S 24 0.280 19.3 454 15.0 0 433 UP-Ceil-16,B-50 353 X _ ..363 0,020 ... ?A _. 501 1.0 _ 0 ...... 356 Subtotals for Structure: 2,476 0 1,102 Infil.. Win.: 10,0, Surn.: 4.8 361 2.111 762 0.277 -149 100 Aid Excursion: 124 Pet�pi iQ Itfgaer� 0nlper._ ..... _ _ . _ _. 400..__. 460 Room Totals: 3,238 251 1,786 C:\ ...\3415 Quail Ct Pian 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM I, hvac - Residential & LightCommercial Acl � Heating g and lnc, 3325 avail Ot Plan Is ! S / 0033 ..eta_ .. _.. _ r _ � . « � _L _ w. roe err ,� �_._ He Calculation Mode: Htg«� & clg. Occurrences: 1 Room Length. 460.8 ft, System Plumber:. 1 Room Width: 1.0 ft. ?one Plumber. "I Area: 461.0 s.ft. Supply Air: 68 CFM Ceiling height: 9.0 ft. Supply Air Changes: 1,0 AC/hr Volume: 4,147.0 cu.ft, Req. Vent. Clg: 0 CFM Plumber of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 68 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity. 499 ftlmin. Percent of Supply: 0 % Runout Air Velocity: 499 ft./min, Actual Winter In l.: 6 CFM Actual toss: 0«206 in.wg.1100 ft. Actual Summer Inf i,: 3 CFM yxi z Pl -Wall-1 2F-Osw 20.8 X 10 148.3 0,065 4.6 665 0.9 0 138 ; Pl-CIs-4A-6®o gc-0,32 100%S 12.5 0.280 19.3 242 11.5 0 144 Pl -Cls-4A-6-o shgc-0.32 100%S 36 0.280 19.3 696 11.6 0 416 Pl -GIs-4A-6-o sh e-0.32 100%S 11.5 0.280 19.3 221 11.5 0 132 U P -C i-1 - 0 515.1 X __ .. 5 3 5 _ 0 _ 1. 711 ... _ 1. _ Q _ _ 5 5 Subtotals for Structure: 2,535 0 1,335 Inf l.: Win.: 5.8, Sunt,:. 2.8 208 2.112 440 0.278 -86 58 Excursion'; — _ _ _. _ _ _.. ... .. 194 Room Totals: I ._. ....,. «.. ......... ... �... « .__..- «- 2,.975 .... -86 1,497 ....._ ,,..,...a C:\..,\3415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 4:11 PM . .... . ..... ..... .... .... .... Rhva4: - Residential & Ught Commemial HVAC Load$ 8 & B Heatiog and AIC Inc, - - ------------- _ ve 0 il_l­ Elite Software ()a I pment, enc 1 3325 uall Ot Plan IS .............. 10,043-_. ....... ...... .... Detailed Room Loads - Room 16 - Nook-(Aypr Load Proce Calculation Mode: Htg. & c1g. Occurrences: I Room Length, 14,1 k System Number: I i Room Width, 7.2 ft, Zone Number.- 1 Area: 102.0 sq.ft. Supply Air: 96 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 6.3 AC/hr Volume: 917.0 cu,ft, Req. Vent. Clg: 0 CFM Number of Registers-, I Actual Winter Vent. 0 CFM Runout Air,- 96 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent. 0 CFM Runout Air Velocity: 489 ft./min. Percent of Supply - 0 % Runout Air Velocity: 489 ft./ in, Actual Winter Infil': 8 CFM Actual Loss: 0.154 in,wg./l 00 ft. Actual Summer Infil.- 4 CFM N -Wall-12F-Osw 14.1 X 10 93,1 0,065 4,5 418 0.9 0 87 E -Wall-12F-Osw 7.2 X 10 72.2 0,065 4,5 324 0,9 0 67 W -Wall-1 2F-Osw 7.2 X 10 24,9 0.065 4,5 112 0,9 0 23 N -GIs-4A-6-o shgc-0.32 100%S 48 0.280 19.3 927 11,6 0 555 W -GIs-4A-6-o shgc-0.32 56%S 47.3 0,280 19,3 913 221 0 1,044 UP-Ceil-16B-50 113.9 X 1 113,9 O 020 IA 1571.0 .......... .. ... 0 112 Subtotals for Structure'. 2,851 0 1,888 Infil.: Win.: 7.9, Sum.: 3.8 286 2,112 603 0,277 -118 79 AED Excursion: . ........... ..... ... .. .. .. ... ...... ....... .. ........ . .. .. .. .......... . . ......... .. . ............... Room Totals" . ..... ..... ..... .......... . . .... .. ... 3,454 .... ....... . .. .. -118 2,114 ---- --- C,.\...\3415 Quail Ct Plan 1 Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:11 PM C,\,,.\3415 Quail (tet Plan 3 Revised 1 12 2016.rh9 Wednesday, March 30, 2016,4:11 PM Rhvsr. - Residential & Light Commorel HVAC Loads Ellto Software Development Inc. 8 & 8 Heating and A/C Inc, 3326 Quail C1 Plan IS Detailed Room Loads - Room 18 - Laundrv_fAyqrpg ---------- p Load Procedure Calculation Mode: Htg. clg. Occurrences: I Room Length: 1016 ft, System Number: I Room Width: 1.0 ft. Zone Number: I Area, 104,0 sq.ft. Supply Air: 73 CFM Ceiling Height: 9,0 ft. Supply Air Changes: 47 AC/hr Volume: 932,0 cu.ft, Req, Vent. Clg, 0 CFM Number of Registers, 1 Actual Winter Vent.: 0 CFM Runout Air: 73 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in, Actual Summer Vent,: 0 CFM Runout Air Velocity: 539 Umin. Percent of Supply, 0 % Runout Air Velocity. 539 Urnin, Actual Winter lnfil.: 7 CFM Actual Loss: 0.239 in.wg,/100 ft. Actual Summer lnfil,: 3 CFM E -Wall-12F Osw 8,9 X 10 78,6 0.065 4.5 353 0.9 0 73 S -Wall-1 2F-Osw 8. 1 X 10 81.3 0.065 4.5 365 0.9 0 76 W -Wall-I 2F-Osw 3,3 X 10 32.8 0.065 4.5 147 0,9 0 30 S -Wail-12F-Os 5.7 X 10 38,5 0,065 4.5 173 0.9 0 36 S -Door-11J 2.7 X 6.8 18 0,600 41.4 746 15,0 0 270 E -GIs-4A-6-o shgc-0.32 O%S 10 0.280 19.3 193 35.6 0 356 UP-Ceii-16B-50 115.8 X 1 115.8 O 020 1A ..160 1.0 0 11 Subtotals for Structure: 2,137 0 954 lnfil,: Win.; 7,2, Sum., 3.4 259 2,110 547 0.278 -107 72 Ai? Excursion'. 112 9quip . ..... .. ....... . . .. ..... .. ..... 478 . ...... ........ . -- ------ i Room Totals: 2,684 -107 1,616 j; Washing Machine 205 0 50 50 51 0 Vented clothes dryer - 10 1707 0 50 50 427 0 percent to space Total 478 0 C:\ ...\3415 Quail Ct Plan 1 Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:11 PM -------- -- mv itla- ---------- Vi Reeklenat & Ught CommerciHV al AC Lods Elite Software tIc. 8 & 8 Heating and A/C trio. 3325 Ouall Ct Plan IS 1 ------------ ------- — --- - -------- ---------- Detailed Room Loads - Room 19 - Powder Roo cedu m Load Pro Calculation Mode: Htg. & clg. Occurrences: 1 Room Length, 118 ft. System Number: 1 Room Width: 6,2 ft. Zone Number: 1 Area, 86.0 sqI Supply Air, 22 CFM Ceiling Height: 9,0 ft. Supply Air Changes: 17 AC/hr Volume: 773,0 cu.ft. Req. Vent. Cig" 0 CFM Number of Registers: I Actual Winter Vent,, 0 CFM Runout Air: 22 CFM Percent of Supply,: 0 % Runout Duct Size: 4 in, Actual Summer Vent,, 0 CFM Runout Air Velocity: 247 ft./min, Percent of Supply: 0 % Runout Air Velocity: 247 ft./min, Actual Winter Infil.: 2 CFM Actual Loss: 0.071 in.wg,/100 ft. Actual Summer lnfil.: 1 CFM E -Wall-12F-Osw 6.2 X 10 54A 0,065 4,5 244 0.9 0 51 E Is-4A-6-o shgc-0,32 O%S 7,9 0.280 19.3 152 35,5 0 280 UP-Ceii-16B-50 96.1 X 1 ... ....... ... ... .... 96.1 0,020 1.4 133 1'0 0 Subtotals for Structure: 529 0 425 Infil.: Win,: 1.7, Sum,: 0.8 62 2.119 132 0.273 -26 17 AFC Excursion: 33 Room Totals: ....... ... ... ............ .. .. ......... ..... ....... 661 -26 ... ....................... ......... . 475 C:1...13415 Quail Ct Plan 1 Revised 1 12 2016.rh9 Wednesday, March 30, 2016, 41-11 PM w _ _._-o. .. � u --_Zone 1--- --_1 1 Game/Rec 944 9,189 124 ray 576 5,186 -270 236 236 Theater 269 1,951 26 1-4 701 1,345 -63 61 61 Crawlspace 239 12,696 174 1-4 330 634 -191 29 29 4 Tech/storage 460 3,558 48 1-4 203 369 -117 18 18 5 Bedroom 4 143 2,754 37 1-4 555 1,.066 -96 48 48 6 Bath 3 81 603 8 1-4 118 226 131 10 10 7 Bedroom 3 184 3,294 44 1-4 345 662 -113 30 30 8 baster Bedroom 278 4,677 63 2-5 508 3,047 -187 139 139 Master Bath 291 2,326 31 1-5 634 1,902 61 86 86 10 Study 189 1,914 26 2-5 579 3,474 -53 158 158 11 Guest Bath 111 1*257 17 1-4 371 711 88 32 32 12 Guest Bed 139 3,229 44 1-5 481 1,442 -147 66 66 13 Foyer 131 1,474 20 1-4 292 560 -34 25 2 14 Ginning 325 3,238 44 1-5 595 1,786 251 81 81 15 Great Room 461 2,975 40 1-5 499 1,497 -86 68 68 16 Gook 102 3,454 47 1-6 489 2,114 -118 96 96 17 Kitchen 118 744 10 2-6 598 5,168 1,675 235 235 18 Laundry 104 2,684 36 1-5 539 1,616 -107 73 73 19 Powder Poom 86 661 9 1-4 247 475 -26 2 22 _. . Humidification , - 2,66.. .. .. 5YsIPM111111 total 4,655 _65,406 849 33,300_ 598 .. 1.,514 1,514.1 System 1 Main Trunk Size: 14x18 in. Velocity: 865 ft./min Loss per 100 ft.: 0.093 in.wg XR90 Natural Gas or Propane Furnace 92.1 AF1E 0 93,.000 Btuh n/ n/a n/ XL15i Standard Air Conditioner 13,5 SEED 0 39,500 Btuh 29,625 Btuh 9,875 Btuh 527733 !� « •. :: _ s + *1• : • • s is - • • • � - a C:\ .,,\3415 Quail Ct Plan I Revised 1 12 2016,rh9 Wednesday, March 30, 2016, 4:111 CA ..A3415 Quail Ct Plan I .♦ 1 12 2016.rh9 Wednesday, March 30, 2116, • QH_planIADfl plan I Quail Hollol 1 � s (FKA: VrJ Consulting, UC) 6300 Enterprise referencedThe Truss Design Drawing(s) (TDD[s]) have been prepared based on the construction documents work.the nature and character of the design criteria therein have been transferred to DrJ EngineeringD.. by Pro Build. These TDDs (also referred to at times as "Structural Delegated Engineering Documents") are specialty structural component designs and may be part of the project'sdeferred Design Engineer (i,e., Specialty Engineer), the seal here • on M professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the'I'DDs for compatibility with their written engineering requirements. Please review all TDI)s and all related notes. Pages or sheets covered by this seal: 19406290 thni 19406313 My license renewal elate for the state of Colorado is October 31, 2015. 1 HIMw WIN411 NNIN-40m.-M a lot, limp -1 imW M6 0111"I i MINION values published by the applicable lumber ru Wood Committee.These are incorporated into lum Council and • input# lumberrs. The • capitalizedprior to cross cutting, The lumber grading rules published by the rules -writing agency shall apply to the Owner, Building Designer and Contractor. All terms are as defined in ANSI/TP1 1, the Natioral Design Standard BuildingRyan Dextef—?.E. The design assumptions, loading conditions, suitability and use of this set of Truss designs for any responsibility4authorizedagent or the Building Designer, in the context of the IRC, the # handling,the local building code and TPI I.The approval of the TDD and any field use of the Truss, including responsibilityinstallation and bracing, shall be the • the practices and guidelines of1•. ublished by TPI and #. Building,CA arereferenced for general guidance. TPI I defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer fror any MR 12earoduction of this document in any form, is prohibited withoatwriften permission mm 30 m: 2x6 Aa6 -= 4X6 -- 3x4 =. 3x4 arta FP � -' 3A ass ---- 4x6 28 27 26 25 24 23 22 <r •.�. aatfd = Us = Us 3x10MT24HSFF = Us .: W - 4x8 4x6 Us = 3x6 := 19.4-6 12-Pi-Gt g"t .gy 1.4-120- -12 7 0 4r•s f e #a TCLL •# R0 # #' TCDL 10,0 Lumber 001. 1,00 BCLL 0,0 R Stress Incr YES BCDL # Code IRC2012fTP12007 #' R i# -0,69 23 >436 360 ## LUMBER- BRACING TOP CHORD 2x4 SPF 240OF 2.0E(fiat) TOP CHORD BOT CHORD 2x4 SPF 2400F 2.OE(ftat) BS 2x4 SPF NF.2(fiat) BOTCHORD w ♦ ! # .R or less except when shown. # # # # # .# 14-16--6177/0,15-16-367610,16-17-3676/0 BOTCHORD 27-28=012080, 26-27-015116, 25-26=0/7121, 24-25-0/8102, 23-24=0/8 102, 22-23=018 21-22=0/7091, 2G-21-0/5065,19-20=0/2010 VVEBS z # # # # ## # ** # # # # K # # R l #. # a # PLATES GRIP MT20 197/144 MT20HS 1481108 Weight: 234 ib FT - p°AGF, O% and vetticals. Rigid ceiling directly applied or 1G-0-0 oc bracing. NOTES - 1) 2) All plates are MT20 plates unless otherwise indicated, 3) All plates are 2x4 MT20 unless otherwise Indicated, PlatesR for or minus # degree rotationrti 5) Provide mechanical connection (by others) of truss to bearing plate • R"#n`! ♦ R.. 01 International Residential sCode sections R502.1 1 .1 3. ♦ R802,10,2 and !: standard ANSI/TPI 1. 7) "Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, barks to be attached to walls at their outer ends or restrained by other 9) Due to N. R depth of RR. #.objectionable..ii and/or deflection, Building designer providing f dampen possible floor# ♦... WARNWI1 _ Fr -a thoroughly riviaw tha "Cusiameks Ackn ,rarer of P Sedd Standard Te tot ManufteAmed Fmcklefs" form. Ved riwaoth ent and read nates tei trod# a nM Use n vravn,yd t , uva crud the Fri Rederesaa Shtet (rev. 1-14} be3ere use.Uraess ath se stated on Nre TM Only Wok cataeadra pates: shah be twed far this TAF io be vadsi. A# a Truss Cit#+gn Eng ncxer (� a .Spee Y atufta , the sea{ on any TDF represents an ftM of the Prot oatat 600nashnif r ninta"Y far the design of the wngde Truss depicted Gn the TCCA 0*, under TPE 1 The desoft umWbne � ' ' ns, surt3abrPkN settl use tad this Truss tax why BuWW? is the res . itY at the T, Rhe s autiaax¢etl ref Gv the E4 470e��no�. an ktie c�nfiaAi caP the {RC, the eC the do+:e! trg epde ant! Pt t. the at4xova aFtfaa TAA and any held Live of the rusa., indudirrg ha , st , ar0aff4akin 4Ad kaa « shaa be the rss " T#Y atthe Su4ding ETaa rrer and Gator Al "Otea set out in the TAD and it,# ppssadicas arb guKletdnas ai auAd+ng Comparsnfi Safety Worituffian isc } had by TPt and SSCA are redemoa d for gari#ra@ gWtlacrce. TPI 9 deli"" the resPoneth ni awnd duets of te hbuss Fasrgrrer. Truss 2 Ds Es sneer and Tavaas PAamataeture+, undess athsrwesa dsttrttxS day a Contrad aWited UPOA in writing by 0y parnes mvoNed. The Truss n Engineer is NOT The RuOdfirrf Aaslaner Lir Truss System Engineer tar any to nefing. All captarde d idled, are as defined in TPR I EWIMMUNGtLc Copyloht 0 2014 praSavdki o Etapnee+irrg. LLC, (Fra}, Reproduaewn Of thA document, in any farm is prWrd#lYsai wfhout warden Perm 100 ham pros ' tJ. ..... .„.,,.,.,...m,.......,...... 1x3 it 1x3 3x6 : 1x3 11 1x3 3x4 =" US it US 6x5 =="� n a a x 6 7 6 3x0 = 3X4 « 3X4 = "'o ..,_ .. LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (lac) Well Ltd PLATES GRIP TCLL 40,0 Plate Grip DOL 1,00 1 TC 0,34 Vert(LL) -0,1010-11 >999 480 MT20 1971144 TCDL 10.0 Lumber DOL 1:00 BC 0,63 Vert(TL) .0.17 12-13 >857 360 BCLL 0.0 Rep Stress Incr YES WE 0,42 Horz(TL) 0,01 8 nta rata Weight: 50 lb FT 094 0°daE SCDL 5.0 Cade IRC2012rrPI2007 (Matrix)LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except TOP CHORD 2x4 SPP No,2(flat) BOT CHORD 2x4 SPF No.2(fEat) end verticals. directly or 10.0-0 oc bracing. BOT CHORD Rigid ceiling applied CHORDFORCES, (to) - Max, Comp,lMax, Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2 -3 -203610,3 -4--2036/0,4-5-2036/05-6-139310,6-7=-139310,7-8--1397/0 BOT 12-13-011382,11-12-012036,10-11-0/2005 WESS 8-10=011491, 2-13-1485/0,2-12-0/734,5-10--66310,5-11-164/284 NOTES - 1) 2) Plates checked for a plus or minus 0 degree rotation about Its center, 3) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1 .1 and R802.10.2 and referenced standard ANSI/TPI 1, rr+ r.,s -♦ +..r r:r 'R . +r..+. of .. ♦ i.. a rs. s -rR^ r. ais i e a r.. + .. 'r r x.,. tr !nails, Strongbacksto be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. CAUTION, iR noterect truss backwards, TTTrTiTt imd the 0, . eWa ce bty fy, 11, tha "GV9 t UW,'s 9 at on th Pd Stardd F for n entRactud r form erd n palam asq! the i7rJ &8akreerca $hmei (rev, W i•id) befaem usa,UrNase athanalae Staked on otic FbtS, ae9y fAiTek aannactix pdakes stxaJi be atscai Oar this pD to he vafai. the seas on any TCtn redxeNed moo-reartiaa W the txa# snot arrgtneexdn, r uxaty to fire daStgn o#the SU*gka Trusu de crn #tis TCtD aruy,. uial SuBtapariy, arKl usa of this FAuss fidr any autukatg is site re+ of #da r. the r arxthortx ni qr Ura kna G7 tfina�', in titch aontem at 4ha i apptrnrat of the Tpp and anY held use of the F , tneSxWrr� -;4, g. alos , dnataWteaan and kS'aoatg, ahaa 4e the rasrxxrtst 'Jny a Hee 0t cling CTas nae sox is ��NNaetkms arui ince of 0ul-of Component Sstaty +nhamtat an (0.54) 'teed by FPt and A ora tmSedenamtt hat ttaxaa gWCanoa.. TF*i t deflna:S the iia ' Etrgirwer and Tt 6S hianu3adu a , Un A&W amervfsa darned 8 GQ $A0 3 eed W iN g by b y pa as nN�d. T a Fru83 n Eng nee fat adry fanning, Ni ca}xsaJtzed term$ are as defined in TPJ 9. .apytfg*ka sFi9Q Ud fJ HgkReazlYtg, ik.c,. (i}f .}. tta}uodud on of this Wit, #n Hd ly COPFYF, Proteazte<9 WFCt4a[M1 N214fei1 3fian from P! til'.. 1 dunwe tdCiT the $aztkf3rog iSesrgnx ar 7Tmss rt s System M pian 1 Qua## riaaow 19406282 T' 8 3ZU74&4I rax InaUAh tD: 6P �ruv-FzJC45DpYn zYjJS-wO4O._ PAIIA . "IN'. Fm m 1:61.3 3x4 -= 4x6 == 4x6 ==. Us fP « 3x4 ' 4z4 4X6 10 11 12 13 14 15 16 17 i6 19 _20' 21 22 23 34 33 32 31 30 29 26 27 26 400 = 3x4 = 6x6 = 3x6 FA = 2x6 61 8x8 = 4x , = US 30 = 5x6 H 3x4 = LOADING (ps� SPACING- 2-0-0 C$L DEFLin (toe) Wish Ud TCLL 400 Plate Grip DOL 1,00 TC 0,55 Vert(LL) -0,40 28-29 >670 480 TCDL Lumber DOL 1,00 BC 0,57 Vert(TL) -0.61 28-29 >441 360 i1 as iF ►. SCDL 50 #i•IRC26184 LUMBER- EIRACING- «D 2x4 SPF 240OF aE♦«D BOTCHORD 2x4 SPF 240OF 2,0E(flat) WEBS 2x4 SPF No.2(flat) :•`► REACTIONS. (lb/size) 40=343/0-5-8 (min, 0-1-8),24-103410-5-8 8 ► 8 ! Max # a Max 4 a FORCES. (lb) - Max, CompJMax, Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2 -3 -1439/079,3-4-14391879,4-5-1127/1583,5-6-112711583,6-7=0/4166, i # 8 !0« i ♦ ♦ i 18-19--430710,19-20-4298/0, 20-21-273810, 21-22-2738/0 BOTCHORD1 36-36--2616173, 34-36--214610,33-34--11611517,32-33=-11611517,31-32=013899, 24-25-0/1532 3.. t 40.040 8 M510 .i f+ + !a i 9-34-012126, 20-25-109410, 11-34-178110, 20-26=Of7go, 11-32=0/1 510, 18-26-62210, w .4 Y 8 f , 15-28-278f795, 15-29-461123 25 24 4x6 =' 4x6 PLATES GRIP it4 1971144 MT20HS 148/108 Might: 163 lb FT - 0°hF, O%E dt ♦ Rigid ceiling directly applied or 6-0-0 Do bracing. NOTES - 1) A` plates,l plates unless otherwise indicated. 3) All plates are 2x4 a unless otherwise 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) Provide mechanical connection (by others) of truss to bearing plate capable oftittithstanding lie lb uplift at joint 40. standard 7) "Semi-rigid pitchbreaks With fixed heele Member and fixity model was used in the analysis and design of this truss. 8) Required 24 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0, 131'* X 3") nails, Strongbacks, to be attached to wells at their outer ends or restrained by other means. 9) CAUTION, D# not erect truss backwards. LOAD CASE{S} Standard : WARNING . Ptaaas th hIy tevsahv ifw "Custontiets A Oft,m#t Ment of Pro6u ief Sl rci Twos for h9an et1 PEadsads" tone Ve11A8 des p+I RaTBmbSArvs aext seen nor et «��w , „>e �+.�<o ,.. a and the CieJ Refererloo Sheet (rev. 11-94) !raters u",Urdess otherynoo gotted on the TDO, Wry shrekouhhecto, pM#as shaft be used iar ton CJD to be uatti. As a Trtess. Design Engineer fr a . Spe ssr), { the spat on any TDD represents an wooptMoCe at the prof a+onai inaahng iseponstagify he the deson of the salgta Truax depsyed on the TDD orgy, under TPR 1 The dewsn trnpt oorue#ions, 3S( xuitabitity, and use of itga Truss for any 9uht8sug is the resP sibGs#yy oI the t, the x`s rued scout or the Budding Des sr N the uantaxt di the #RG, the pBC, the Iocat kxefklirsg cttete ano ! 1 1 The approval of the TDD and any hold use of the Truss, Inde dkV hang ' st atstalaafron and txaa¢ug. shat be tae ho ponsaMy of the 9uidrn0 r and c uhaciar. Ab Mtn set out to the Too and the I ppaotleas and gWden 03 Buthfmg Can sat Sa tnror iBCSIy9 poOGsha4 by TPI and SBCA we raterar krr nera# TP! 1 deflruea them set nerd dotes of the Trues Desonsr. Trcuse DasPgdn Brr, tmcr aruS Trow nsanafadrarar, unfa.48 otPaa defined by a Cordraci seed to wnthng by a4 PWwtias Ifwt ed. The Truss Design COnew M No the 6xtlturag Desrgruor or T System Engineer ttFr,,rr��aa21�Y. for any buiedeV, Aft os Med t ane adorned fn TPI 1. i�;{� !ilii L1.L. Copyright 02414 ProBuNd-Chi Engitlee6rot, LLC, (DeJ) tathoodro akar of thisdocurnont, in any #rxm,Cs protabdedMout Witten PeOrms+tm from a td-dk.#. .-.m. ..,_. .... ........rv_.,"...,...".......,. __..rv.,p,.µ.....-"-._-_„ „, ,„.,.„„...._..".„„„,..,..w.„-.."...._._,. 010 = 3x4 It 4x54..='. 30 == US = 3x10 64T20NS FP == 1 2 3 4 5 6 7 6 9 40 39 3837 36 35 3x6 = 3x6 FP = 502 300 .m 44 pian 1 Qua## riaaow 19406282 T' 8 3ZU74&4I rax InaUAh tD: 6P �ruv-FzJC45DpYn zYjJS-wO4O._ PAIIA . "IN'. Fm m 1:61.3 3x4 -= 4x6 == 4x6 ==. Us fP « 3x4 ' 4z4 4X6 10 11 12 13 14 15 16 17 i6 19 _20' 21 22 23 34 33 32 31 30 29 26 27 26 400 = 3x4 = 6x6 = 3x6 FA = 2x6 61 8x8 = 4x , = US 30 = 5x6 H 3x4 = LOADING (ps� SPACING- 2-0-0 C$L DEFLin (toe) Wish Ud TCLL 400 Plate Grip DOL 1,00 TC 0,55 Vert(LL) -0,40 28-29 >670 480 TCDL Lumber DOL 1,00 BC 0,57 Vert(TL) -0.61 28-29 >441 360 i1 as iF ►. SCDL 50 #i•IRC26184 LUMBER- EIRACING- «D 2x4 SPF 240OF aE♦«D BOTCHORD 2x4 SPF 240OF 2,0E(flat) WEBS 2x4 SPF No.2(flat) :•`► REACTIONS. (lb/size) 40=343/0-5-8 (min, 0-1-8),24-103410-5-8 8 ► 8 ! Max # a Max 4 a FORCES. (lb) - Max, CompJMax, Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2 -3 -1439/079,3-4-14391879,4-5-1127/1583,5-6-112711583,6-7=0/4166, i # 8 !0« i ♦ ♦ i 18-19--430710,19-20-4298/0, 20-21-273810, 21-22-2738/0 BOTCHORD1 36-36--2616173, 34-36--214610,33-34--11611517,32-33=-11611517,31-32=013899, 24-25-0/1532 3.. t 40.040 8 M510 .i f+ + !a i 9-34-012126, 20-25-109410, 11-34-178110, 20-26=Of7go, 11-32=0/1 510, 18-26-62210, w .4 Y 8 f , 15-28-278f795, 15-29-461123 25 24 4x6 =' 4x6 PLATES GRIP it4 1971144 MT20HS 148/108 Might: 163 lb FT - 0°hF, O%E dt ♦ Rigid ceiling directly applied or 6-0-0 Do bracing. NOTES - 1) A` plates,l plates unless otherwise indicated. 3) All plates are 2x4 a unless otherwise 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) Provide mechanical connection (by others) of truss to bearing plate capable oftittithstanding lie lb uplift at joint 40. standard 7) "Semi-rigid pitchbreaks With fixed heele Member and fixity model was used in the analysis and design of this truss. 8) Required 24 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0, 131'* X 3") nails, Strongbacks, to be attached to wells at their outer ends or restrained by other means. 9) CAUTION, D# not erect truss backwards. LOAD CASE{S} Standard : WARNING . Ptaaas th hIy tevsahv ifw "Custontiets A Oft,m#t Ment of Pro6u ief Sl rci Twos for h9an et1 PEadsads" tone Ve11A8 des p+I RaTBmbSArvs aext seen nor et «��w , „>e �+.�<o ,.. a and the CieJ Refererloo Sheet (rev. 11-94) !raters u",Urdess otherynoo gotted on the TDO, Wry shrekouhhecto, pM#as shaft be used iar ton CJD to be uatti. As a Trtess. Design Engineer fr a . Spe ssr), { the spat on any TDD represents an wooptMoCe at the prof a+onai inaahng iseponstagify he the deson of the salgta Truax depsyed on the TDD orgy, under TPR 1 The dewsn trnpt oorue#ions, 3S( xuitabitity, and use of itga Truss for any 9uht8sug is the resP sibGs#yy oI the t, the x`s rued scout or the Budding Des sr N the uantaxt di the #RG, the pBC, the Iocat kxefklirsg cttete ano ! 1 1 The approval of the TDD and any hold use of the Truss, Inde dkV hang ' st atstalaafron and txaa¢ug. shat be tae ho ponsaMy of the 9uidrn0 r and c uhaciar. Ab Mtn set out to the Too and the I ppaotleas and gWden 03 Buthfmg Can sat Sa tnror iBCSIy9 poOGsha4 by TPI and SBCA we raterar krr nera# TP! 1 deflruea them set nerd dotes of the Trues Desonsr. Trcuse DasPgdn Brr, tmcr aruS Trow nsanafadrarar, unfa.48 otPaa defined by a Cordraci seed to wnthng by a4 PWwtias Ifwt ed. The Truss Design COnew M No the 6xtlturag Desrgruor or T System Engineer ttFr,,rr��aa21�Y. for any buiedeV, Aft os Med t ane adorned fn TPI 1. i�;{� !ilii L1.L. Copyright 02414 ProBuNd-Chi Engitlee6rot, LLC, (DeJ) tathoodro akar of thisdocurnont, in any #rxm,Cs protabdedMout Witten PeOrms+tm from a td-dk.#. .-.m. ..,_. .... ........rv_.,"...,...".......,. __..rv.,p,.µ.....-"-._-_„ „, ,„.,.„„...._..".„„„,..,..w.„-.."...._._,. 3.4 11 M� 20 it WO 2A 11 3X6 == 2X4 11 3X4 = Us Fly = 3X6 20 €i 010 3x4 Ii 10 11 12 6X8 = 6X10 �� Us FP = 15X5 " ZXU i, 9x— — I I Wit LOADING (pso SPACING- 2-0-0 CS11in floc) Well Ltd FLA I t�s %;Kfir I DEFL TCLL 40.0 Plate Grip DOL 1,00 TC 0,44 Vert(LL) -0.36 16-17 >670 480 MT20 1971144 TCDL 10.0 Lumber DOL 1,00 ac 0.41 Vert(TL) -0.5716.17 >430 360 BCLL 0.0 Rep Stress Incr YES WB 029 Hors(TL) 0,05 13 n/a me Weight: 111 to FT - O%F, O%E BCDL 5.0 Code IRC2012rrPI2007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 2400F 2,0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purists, except BOT CHORD 2X4 SPF 240OF 2,0E(flat) end verticals.. WEBS 2x4 SPF No,2(flat) BOT CHORD Rigid calling directly applied or 10-0-0 he bracing. REACTIONS. (lb/size) 21-112110-5-8 hrijj, 0-1-8), 13-112ltG-34 (min. 0-1-8) FORCES. (lb)- Max, Comp,/Max, Ten All forces 250 (ib) or less except when shown. TOP CHORD 2-3-373010,3-4=-3746/0.4-5=-5881!0,5-6=-568110.6-7=-560310, 7-8--560310,8-9 -580310, 3-10=-3762!0, 10-11-.374510 BOTCHORD 20-21-012183,19-20=014956,18-19-01495617-18-0/568117-0/5681,15-16�-014932,14-15-014932,13-14=012192 WEB$ 11 -13-241310, 2-21-240410, 11-14-014734,, 2-20=011 726, 9-14-123610, 4-20-.1329/0, 9-16-01743, 4-18.011037, 6-16--656(407, 6-17-294/140 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Plates chocked for a plus or minus 0 degree rotation about its center, 3) This truss Is designed in accordance with the 2012 International Residential Code sections 8502.1 1 .1 and R802 A02 and referenced standard ANSVTPt 1. 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 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, Strongbacks to be attached to walls at their outer ends or restrained by other means. 0, this Thm ofton DrWMIV (IDD) srYARNING . Piece thaaerghiy review ileo "Ctratome+"s aw5 man? oP Prpewkt Staaxtati3 Terrr+s Mr SAs+s ed Ar "Perm Verittyy des n eters a reed nc4a8 Ergaet, ti't, sp"y E-0neepl, acid the DrJ RePererice Sto-aet {rev. T t -i4) before use Unless of a staled an Nie 7DPi, only kAMTek aoruasnxar ptatmm3 aha&t tw rar thds "rDD to Ua vu7 Aa a Tnms r?es+gn load Nie see! era any TDO ea{x nts t g%ance or ttrc pt9r ai erygeneant5p raspans !ex tiro des7gn aPilm s#ripia Trues deg»agted an titre Tiiq only, urx ar TAI 9 The d ca� nil[ima' d. md Pi I VTt. eprxr a! of thc+ TDD mnd o Y Ne d use of the TrUass, ind h8ttdflrrgftte } P. Ctte r a! shed Oe iter ete8ix7t* Ud O4 the aUNra aaMa Rand Cont a t9C, es set Out sn the TDO and the SYoesmr, Tnm 11V ml W TM9 Stml qE-9inettf EMIN. EMKOLCC cavyroht 0 2014 Po8vW-DJ E.Oin"vlyi, iLr,, (DO) R0fe0dLVWh Of th" d"'m'ef't, an my rxm, ss pro ed wthout WMen PefllesslOn mm Pr0e`*i`rxJ 2x4 " 3X4 N 010 2x4 11 Us 2.4 11 3X4 Us Fly = 3A 0*8 SCale, - 1:35A 10 li 20 41 U10 2X4 21 eda see = sale = 3x6 Fla = 6X9 = ties = Ut tv I— early = 60 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (toe) Well Lid TCLL 40,0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 436 16-17 >680 480 TCDL 10,0 Lumber DOL 1,00 BC 0.36 Vert(rL) -0.5716-17 >433 360 BOLL 0,0 Rep Stress Incr YES WB 0,25 Horz(TL) 0,05 13 n1a n/a BCDL 5,0 Code IRC2012ITP12007 (matrix) BRACING. Weight: 112 to FT - O%F, O%E LUMBER - TOP CHORD 2x4 SPF 2400F 2,0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do purtins, except SOT CHORD 20 SPF 240OF 2.0E(flat) end verticals. WEBS 2x4 SPF No,2(flat) BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. REACTIONS. (blitize) 20-1130/0-" (min, 0-1-8), 13-1124/0-5-4 (min, 0-1-8) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3782/0,3-4--379810,4-5-566610,5-6-566610,6-7--567010,7-8-5670/0,8-9-567010,9-10--380010, 10-11-378310 BOT CHORD 19 -20 -012212,18 -19 -01490,4,17 -18=014994,16-17-0/5884,15-16=014992,14-15=0/4992,13-14=0/2209 WEBS 11-13--242710,2-20-2435/0,11-14-0/1756,2-19=0/1752,9-14-1310/0,4-19=-131410,9-16-01751,4-17-01744 NOTES - 1) Plates checked for a plus or minus 0 degree rotation about its Centel'. 2) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802. 10.2 and referenced standard ANSVTPI i. 3) "Semi-rigid pitchbreaRs with fixed heats' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbarks, on edge, spaced at 10-00 Do and fastened to each truss with 3-10d (0A31" X 3') nails, Strongbacks to be attached to walls at their outer ends or restrained by other means, 5) CAUTION, Do not erect truss backwards, -"-- ­­ ", tajak doodeah, faalm shoe be Med W Otte o. -.N' N.G, ; 'P., e.-, .0=0' z yze I -A) "Customer's U." I=" Sur ' C." Pmast#. at ".0., dT,.".7 "-,Or , n " he - " , , " " " "ir condMoM the seat on any TOO repasents an vaX*rAan0O of the eVtoeAng tniemeafty for it* deson of the Wnthe Truss depeted on it* TOD only, done, TFd I The date ne"a"o"'y'"d In I The has Truss for any Buren? is the hesnon8fteMAY Of #* Cen0j, for, overers auftsized aftent o, Me Sufldhg Dearer ' in the context of the Re, the 18C 010 re: Zkbng code and suffab4 arrc9 use at 'n Winthe 00andthe ,KIM: AS notes %at T nefereatran 804 erumg, shag be the ndpa"tdy 0 the quiderif Dessh, Oro Cent, and guidetinea of 8wjdV Componedi sandy arawnrahan ($CtO) pubInhed try I'M and SSCA we refwenMd t0rr'ne,at ffojanoe, JPr I deffnes the responsiNN" and duWS of the Truss rahtgoot, Tons 12�j. =hfnneet and tnats Manufactwer, unim ohrera fte do6fted by a contrary agreed upon in Wang by att pantes im vOd, The Tnm Dozen Eng is NOT the au4dft cresofner or Truss System Eniff"041 for any bulkhtV, An Oaouk;zed terms Ste as defined en TPI I C.pinght 0 2014 PotStAkiM) Enitineeth'al, LLC, (Dfj). Ropmexten of inks deendeort, h, any tam, is prolutgad wOM aafflen pandissiO" frOld FOOSUP64aJ, MM 3X4 = 3X6 FP =:4x8 = 3A H 400 = 0:6-1-A Us FP US 30 = 3X4 4X8 = 3X4 H 29 28 27 26 25 24 23 22 21 20 19 3X6 30 4X6 US FP =4x10 5xt2 Wit 3X6 = 010 3X6 3x10MT20HSFP = LOADING I PACING- 2-0-0 CS1, DEFL, in (too) Wall Lid PLATES GRIP on xter Grip DOL 1 0.61 TOLL 400 Tecc Vert(LL) -0,32 22-23 >756 480 MT20 197/144 TCDL I" Lumber DOL 1.09 0.43 Vert(TL) -0,49 22-23 >493 360 MT20HS 148/108 BOLL 0.0 Rep Stress Incr YES WB 0,58 Horz(TL) 0,06 19 n/a n/a BCDL 5Z Code $RC20121TP12007 (matrix) vveight� 123 lb FT or O%F, O%E LUMBER- TOPCHORD 2x4 SPF 2400F 2.0E(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 fic purlins, except BOT CHORD 2x4 SPF 240OF ZOE(ftat) end verticats. WEBS 2x4 SPF No,2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29-412/0-5-8 (min, 0-1-8),25-217410-4-0 (min. 0-1-8),19-96910-3-4 (min, 0-1-8) Max UpVdt29-35(LC 4) Max Grav, 29=561 (LC 3), 25=2174(LO 1), 1 9=991 (LC 7) FORCES. (to) - Max. Comp.lMax, Ten, - All forces 260 (lb) or less except when sho..n, TOPCHORD 2 -3 -13531707,3 -4-13531707,4-5-13531707,5-6-13531707,6-7=012930,7-8-012926, B-9-169010, 9-10-169010, 10-11-384410, 11-12--3844/0, 12-13-428510, 13-14--428510, 14-15--428510, 15-16-309010, 16- 17-309010 BOTCHORD 28-29-18711084, 27-28 -70711353, 26-27--16261423, 25-26-16261423, 24-25-63810, 23-24-Of2978, 22-23=014191, 21-22-013893, 20-21 =013893, 19-20-011806 VXBS 7-25-292/0, 2-29-1164/202, 6-25-197810, 2-28-563/291, 6-27-0/1557, 4-27-46110, 17-19-2011/0, 8-25--2W/0, 17-20=011438, 8-24-012071 15-20-90010, 10-24--1513/0, 15-22=01439, 10-23-0/1041, 12-23-47110 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated, 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about As center. 5) Provide mechanical connection (by others) of buss to beating plate capable of withstanding 35 to uplift ... joint 29, 6) This truss is designed in accordance tvild the 2012 International Residential Code sections R502. I I I and R802 102 and referenced standard ANSI/TPI I 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 4Mg. ff at 10-0-0 fic 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, 9) CAUTION, Do not erect truss backwards, 9^« >.».Y WARNING rs Acknmedgetont of ir,eund Standard Tads fm Manuenowed Produces" torn V667 data paranoopos end mad notes on this rpm 'pWg:=h 4� before use,tWes, othwohne stated on the TOO, hirty beTek honnodor blares, tog be good bW thh, D01Qb*V&hd,AaaTms0esd;nEf0n"10e. and the DO Role t7ra'711 1� Urn Too only, undin TPI 1, The design 0swodAiGns, the seal on Too the contest o I f the if to' any 8 Diefifiner and f ba" Th" 14 'r -MV "a Th's" anyManua'fl'od so of b guidelu ran�C*thpohant $,a TPI I drififta the 4'=0 Engineer and Tma on, etem Me onto Entimiah Is t for any Lail .V Air capitaltred Who; we as defined in TN 1, CopyrVid 0 2014 fooWWOO Enifinvurnfi, LLC, (Off Repoduchon of this daeumard, M Ony farm, as Pmhibaid edhOW aNOW Perm m'on note Ph'suird-00 I 0-1-8 H IT.14i 1:21.2 14 11 14 = 3X6 IX3 1I 1X3 11 3X4 m $as A 3x4 = 5 6 7 LOADING (plyr) SPACING. 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 40,0 Plate Grip DOL 1,00 TC 0 Vert(LL) -0,13 11-12 >9" 480 TCDD 10,0 Lumber DOL 1,00 BC 0i; Vert(TL) -0,25 11-12 >575 360 BOLL 0,0 Rep Stress incr YES WB 0,40 Horz(TL) 0,02 7 Old nia BCDL 5,0 Code IRC2012ITP12007 (Mauct) LUMBER- BRACING - TOP CHORD 2x4 SPF W2(flat) TOP CHORD BOT CHORD 2x4 SPF No.2(ftat) WEBS Zeal SPF No.2(ftat) BOT CHORD agm L Lf mwbmm; Rigid ceiling directly applied of 10-0-0 00 bracing, NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3)'This truss is designed in accordance with the 2012 International Residential Code sections R5021 1.1 and R$02.10.2 and referenced standard ANSVTPI 1, 4)"Sendi-rigid pftchbreaks with fixed heeW'Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0131" X 3) nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in, 7) CAUTION, Do not erect truss backwards. WARNING. fnesse thoroughly re~ the 'Gushnnia'S AcknoaAedooffarM Of PloSuMd Siondwd Tenns far ManfaCtuled PrOdude' to— V667 cosar, prearnelons and read notes On Im --VII 1�1— and the 00 Reference Shest Vev 1144) before has, Ones" otherwrie stated on the Too, only MITely connedor raft" does be tried for des Do to be yffhO As a Trus Desaffn Engineer 0 e , Spedafty no.. the seat on any TOO rap"ants an acceptAnM of the POfif"ural mornee0re; reffironsibdIty for the dftip Of the Mille Tom derided on the TOO orgy, under TPI 1, The des and use of this Truss for any sued in, when' Of ic the taol buftN code and in I � The 0%s tn�g�rM I cement the 0 a surnamed agent a, the 8 9 Des in the cont"t of the lfyc� a* rf =a, the Too and any said use of in ea ayfrar=v ifforap, insberafforrand bracing, sham be the bnf=%vMy 0=0 on Darrow and Carbactor'AN raft gel oniothe 'roD and the g:=twer gnsdennes Of ifusn" Compomrs Sandy Internearoa, diC$Q published by I in and SSCA one referenced W=N0 grodamcir TPI I definoff, the nerframsdO&S, And OVOW Of the Truss Desoofg, yours Vronneas and Truss Manufactuba, unless othenyi%e defense by a Convert agreed upon m artfiog by at iffireffe Joe On The Truss Destgn Fr4noer 4 NOT he goading fyftyyeffr ar Three System EnDOM —MIY. for any belcentr M ciffetahzed rams we a Reamed in Tint 1, ANOVEMNOLLc CopytoM 0 2014 Proeteld-D0 Erqnftnnfif, LLC, jCnJ) RePrO(AXIM Of in* d0terneck M any form, is pmewbio'd WMW revert pemasion Ince profff DO 0-1-8 H St State .'.3o s 2x4 It 20 3x4 2y4 tt 2X4 if Us 3.6 Flo = 3x4 Ef 3X4 == 3x4 I I A 5 6 7 8 9 30 10 Us = 30 = 3X4 = Us Fla = 3X10 = 2X4 n 20 11 US = LUMBER- BRACING - TOP CHORD 2x4 SPF N0,2(ftat) TOP CHORD BOT CHORD 2x4 SPF NO,2(flat) WEBS 2x4 SPF No,2(fiat) BOT CHORD REACTIONS. (lb/size) 18-619/0-5-8 (min, 0-1-8),11-232fifflechapical, 14-110010-4-0 (miff, 0-1-8) Max Upliftl 1-2(LC 3) Max Grav18=626(LC 10), 11-312(LC 7),14-1 100(LC 1) FORCES, (to) - Max. Comp,/Max, Ton, - All forces 250 (11g) or less except when shown. TOP CHORD 2 -3 -1734/0,3 -4=-1734/0,4-5-1734/0,5-6-201560,6-7=-20/560,7-8-23/556, 8-9-4421144 BOTCHORD 17 -18 -0/1247,16-17=0/1734,15-16=0/1025,14-15=0/1025,13-14-1441442, 12-13--1441442,11-12-144/442 WEBS 2 -18 -134010,5 -14-148610,2-17=0/547,5-16-01836,4-16-268/0,9-11--4761155, 8-14-75110 end verficals, Rigid ceiling directly applied or .+0o bracing, NOTES - 1) Unbalanced floor live load$ have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to Mer(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb, uplift at joint 11, 5) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSYTPI 1, 6)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis -and design of this fluss if backs to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards, WARNING -Fisica tWoughty reolear ff* -CUrotana"= -ant of ProeaNKf Ssarsdatc and the DIJ Reference Sheaf (rev. 11-14) before . the serif on any Too represents an oomenfarvar of theprefirstoonAl irroffftuniona folm0mr0tr on su€tab is and am, of this Truss for any SuAding is the r Of the comet, the CnyftOf% r ataprovat of the TOO and any fund me 0 the Tons, ineording handroff, storatie, instal ration and and guidefores of Sunday; Composiort, SafetY Infeumamn (SCSI) putafthad by TPI an Engineer and Truss Manufaci unarse, nyonsnot def ed by a Contrast agreed UPOn Re any baik", AR oapatifted owndi we as defined in TR 7. Coign tit 0 2014 Proflorki-CeJ Engfrouning, LLC, (DO), RoVWuVfiQA of this document, in Any entiff for Manufactured Froduch" form 244 VeA7 design panarientint read 0008 On In* I "e" Oonntin -1 V t— MfTok comlevne hat" shag be used ag ytas the affoogn of the syrrgfe TPA. diffacted on the Too orey, under TFO I Imf dear roaduka corldr0ons, V uthonzoo agent or the SuAdIng in ins conuffa of the IRC, the foC the local fentonn, eade and IR , The tracing. ShAt be the 1=1141-MI-Nuorfing O"Voer and Coninnam,'Aii notes set out io the Too anus the I SSOA we niffuenoad forrourial quidanot, TPI I defines themsponsibitifies and Wide of the Truss Dineguaf, Truss in "Jong by as INat" va, ed The Truss Design Engineer a NOT the S.Adhg Designer or Truss system Engineer vareov, P"nowition from poysuffl-oij, Balp- Off WA iX_Y1=__DUAEdg§JJ4&J A 0_-QJJ&1_-? 49#1J9,QAAEdq01112&1 & LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Idefi Ud PLATES GRIP TOLL 40,0 Plate Grip DOL 1,00 TC 0A6 Vert(LL) -0,1517-18 >973 480 MT20 1971144 TCOL 10,0 Lumber DOL 1.00 SC 0,63 Vert(TL) 428 17-18 >518 360 BOLL 0,0 Rep Stress trier YES W8 0,29 Horz(TL) 0,03 11 hire furs BCOL 5,0 Code IRC2012ITP12007 (Matrix) Weight: 68 lb FT - O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SPF N0,2(ftat) TOP CHORD BOT CHORD 2x4 SPF NO,2(flat) WEBS 2x4 SPF No,2(fiat) BOT CHORD REACTIONS. (lb/size) 18-619/0-5-8 (min, 0-1-8),11-232fifflechapical, 14-110010-4-0 (miff, 0-1-8) Max Upliftl 1-2(LC 3) Max Grav18=626(LC 10), 11-312(LC 7),14-1 100(LC 1) FORCES, (to) - Max. Comp,/Max, Ton, - All forces 250 (11g) or less except when shown. TOP CHORD 2 -3 -1734/0,3 -4=-1734/0,4-5-1734/0,5-6-201560,6-7=-20/560,7-8-23/556, 8-9-4421144 BOTCHORD 17 -18 -0/1247,16-17=0/1734,15-16=0/1025,14-15=0/1025,13-14-1441442, 12-13--1441442,11-12-144/442 WEBS 2 -18 -134010,5 -14-148610,2-17=0/547,5-16-01836,4-16-268/0,9-11--4761155, 8-14-75110 end verficals, Rigid ceiling directly applied or .+0o bracing, NOTES - 1) Unbalanced floor live load$ have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to Mer(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb, uplift at joint 11, 5) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSYTPI 1, 6)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis -and design of this fluss if backs to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards, WARNING -Fisica tWoughty reolear ff* -CUrotana"= -ant of ProeaNKf Ssarsdatc and the DIJ Reference Sheaf (rev. 11-14) before . the serif on any Too represents an oomenfarvar of theprefirstoonAl irroffftuniona folm0mr0tr on su€tab is and am, of this Truss for any SuAding is the r Of the comet, the CnyftOf% r ataprovat of the TOO and any fund me 0 the Tons, ineording handroff, storatie, instal ration and and guidefores of Sunday; Composiort, SafetY Infeumamn (SCSI) putafthad by TPI an Engineer and Truss Manufaci unarse, nyonsnot def ed by a Contrast agreed UPOn Re any baik", AR oapatifted owndi we as defined in TR 7. Coign tit 0 2014 Proflorki-CeJ Engfrouning, LLC, (DO), RoVWuVfiQA of this document, in Any entiff for Manufactured Froduch" form 244 VeA7 design panarientint read 0008 On In* I "e" Oonntin -1 V t— MfTok comlevne hat" shag be used ag ytas the affoogn of the syrrgfe TPA. diffacted on the Too orey, under TFO I Imf dear roaduka corldr0ons, V uthonzoo agent or the SuAdIng in ins conuffa of the IRC, the foC the local fentonn, eade and IR , The tracing. ShAt be the 1=1141-MI-Nuorfing O"Voer and Coninnam,'Aii notes set out io the Too anus the I SSOA we niffuenoad forrourial quidanot, TPI I defines themsponsibitifies and Wide of the Truss Dineguaf, Truss in "Jong by as INat" va, ed The Truss Design Engineer a NOT the S.Adhg Designer or Truss system Engineer vareov, P"nowition from poysuffl-oij, 0-3.0 0- Saab 1144 Special 2X4 Special special spatisi Special 3A BI 216 4X8 = 2X4 61 30 = 2X4 It 3x4 = special 2x4 11 Us FP =34 20 11 4X8 4n 11 12 Wit � 400 = 3x10MT20H$FP = Us = 3x10 = 1— LOADING (Psf) SPACINGI 2-0-0 TCLL 40,0 Plate Grip DOL 1,00 TODL 100 Lumber DOL 1,00 BCLL 0,0 Rep Stress Incr NO SCDL 5.0 Code IRC2012ITP12007 Iwo 021411 =g*124 CS1, DEFL, in (toe) 1I Ud PLATES MT20 GRIP 197/144 TC 0.43 Vert(LL) -0.3615-16 VertiI -0.5615-16 >678 480 >431 360 MT20HS 1481108 BC 0.54 WB 044 HoI 0,08 13 n/a n/a Weight: 161 ib FT = O%F, 00/.E (Matrix) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracIII REACTIONS. fibIsize) 13.190910-3-8 (min. o -i-8),19-173510-3-8 (min, 0-1-8) FORCE .S(b) - max, Comp,/Max, Ten, - All forces 250 (111 or less except when shown. TOPCHORD12-13=-38310,2.3--620010,3-21--620010,4-21-620010,4-5--945010, 5-6-945010,6-22-9230A 22-23-923010, 7 -23 -923010,7 -24-9230/0,8-24--9230/0,8-9-923010,9-10--558710,10-11-558710 BOTCHORD 18-19-0/3423,17-18=018426, Ir) -17-018426,15-16=019724,14-15-017622,13-14=0=73 WEBS 11-13--3423/0,2-19-377910,11-14=0/2816,2-18=0/3111,9-14--2279/0,4-18-249310,9-15=011802,4-16-0/1148, 7-15-529/0, 5-16--29310, 6-15-55410, 6-16---33,4133 NOTES - 1) Fasten trusses together to act as a single unit as per standard industry detail, or 1I are to be evenly applied to all plies, 2) Unbalanced floor Viva toads have bean considered for this design, 3) All plates are MT20 plates unless otherwise indicated, 4) Plates checked for a Pius of minus 0 degree rotation about its center. let Code sections R502.1 11 and R802,10.2 and referenced 5) This truss is designed in accordance with the 2012 International Resident standard ANSIfTPl 1, 6) "Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -10d (0,131"X W) naft Strongbackstd, ced at 10-0-0 oc and fastened to each truss with 3 ALMA LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase -1,00, Plate Increase=1,00 Uniform Loads (ptO Vert: 13-19--10,1-12--100 Concentrated Loads Qb) Verp 12-294 4-200(F) 5--200(F) 21-196(F) 22-200(F) 23-169(F) 24--169(F) w thM` Coppoci 0 2014 proBW600 Enqnftdn9, LLC, (01J) Rehr ken of this docum"c"n any, WM'4 PT be used for the Too to W x410 As 3 t n -Nle TOD orthf. urteef TPI 1. zzMMMM3zM= I nI W out to the I Vu —to" I-Ttu-D Qr- T.. f 3x4 lI 2 3x4 =. Speeiat mm _._...m._._..�.....,_....... F s i7dt 3 2014 MITek tndu3triaa, toc. Roan Rdar 02 IP): 6PuoYuv_FzJC45QPYnNzy d94a 2ti9 BV_eSnEu 0B- 3 3x4 !I LOADING (Psi) SPACING- 2-0.0 CSI. DEFL. in (Poe) iidetl Lid TOLL 40.0 Plate Grip DOL 1.00 TC 0,18 Vert(LL) 0.00 5 — 488 TCDL 10.0 Lumber DOL 9.00 BC 0-20 Vert(TL) -0.04 4-5 a499 360 SCLL 0.0 Rep Stress Incr NO 0.07 Horz(TL) 0,00 4 nta nta BCOL 5.0 Code IRC20121TP12007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No,2(tiat) TOP CHORD BOT CHORD 2x4 SPF No.2(flat) BS 2x4 SPF No.2(ilat) BOT CHORD FORCES, Qb) - Max, Comp,/Max. Ton. - All forces 250 (tb) or less except when shown. BOT CHORD 4-5-0/352 WEBS 2-5-41110,24-41110 om Weight: r i ria : .: ceilingid directly roll. or ► l i 0C bracing, UnbalancedAOTES- floor live loads have been considered for 2) Plates ♦for Y plus or minus i i ♦ # about its center, K Referi. girder(s) ii, connections. 4) This truss is designed in accordance with the 2012 International Residential Code sections R502,1 11 and R802,10,2 and referenced standard ANSlrrPI 1. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r. y Ms rss ♦ 'si- ♦., - i ! �. i• i,31'X3" nails. Strongbacksto be attached to walls at their outer ends or other Hanger(s) or other connection! be provided to support concentrated lr_s i down and 102 tb up at 1-10-4 on top ryThe design/selectionr • u. ) is the responsibility of others, r OA +section,Lr to m faceo r. w LOAD CASES) Standard 1) Dead + Floor Live (balanced): Lumber Increase -1.00, Plate Increase -1.00 Uniform Goads (plt) Vert: 4-5-10,1-3--100 Concentrated loads (lb) Vert: --292(F) WARNING, Pte a flromxi" Wv*w Au, "Cusierrners AWs VW the DrJ Reference Shaet (rev. 11-141 twafnrt use.Untesa the seal oxr any TOO repr ots so acceptarce of ine Prates, su�CabiStty and use of Rhts Truax for any au dKT9 to RErs rtspan at:ptoval of She TOD and any F&W use of the Truss, IndueE+ttg and gtndef _ e8 awkiing C of Sataty 1nTl tgn EryTirraar and T. Manuiauturtr, unkaa cdt+erwtae < for any bUirNVg. AjI aapftatixed teams are as dented in TPt i. loeuRd StandWd Term for Manutadrred Products- forroV407fy amen ,tars and read notes on ibis Trues Design bra ITn ) an the TOO onto hATek 00ttlta,�dt Prates 5h0 be coxed far this DD to be Yaw As a Tnaas n EVnees (te . SPdlaky Engineer), g t tat tMz dt ' aP 4he es+gNa T depdcit¢3 on the TDt? ardy, urxFar TPR S. The delatgt'^ u ns, !p cesns. rme, kre a authatfyfta agttts ar tha au+ki Das met,. #t tht terstvd at Cht SRC, tha taC, that }acaS txriirNtsT aorta at7d PI i Tht s. inaCaeahon asx3 Caaaesg, atrad tae the res �Cy a�ihe au pts�nmt and Conti . AK rroR eai prat rn the FC1L? aexi Che stoaiwtd aY TPi and S6CA are rtEeretvead sor ganoFat pladdancm TPt 9 aaknti tha to rrsrblNttss a+xP dsrEtaa of Mc Telrsa Oear`gaer,. Trues raci a0etta upon k+ Wtt9kttg try a# �rtxas tnvatved, T#,aT ptatgn Erropatleec � i{V # }ibe afstk9&'1d CrasrdnGf GU i'1Vse yuyiiem Er+gk1$mf 00PY09h12214 I'MSU kt S 0 Eotirnftnotl, LM (00r Reptoderotton of Uils documWA, to any Com, is Prtahitdfed without samtn Ptrmacsian ham P, M_W... TJ i Ili oars Scale - 1110 3X4 1 14 11 2 3 U4 == 4 Sax Us = US = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (toe) Udefi Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0,38 Vert(LL) -0.03 6-6 >999 480 TCDL 10.0 1 Lumber DOL 1,00 8C 018 Vert(TL) -0,04 5-6 "999 360 BCLL 0,0 Rep Stress incr YES WB 0,09 Hort(TL) 0,00 5 We n/a BCDL 5.0 Code IRC20121171512007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SPF No,2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4SPF No,2(flat) end vertioals. WEBS 2x4 SPF No,2(ftat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 8294/0-5-8 (min. 0-1-8),5-300/Mechanical FORCES. (lb) - Max, Comp,/Max. Ton, - All forces 250 (to) or less except when shown. TOP CHORD 2-3-421/0 BOT CHORD 7.8-01421,6-7=01421,5-6=01421 VVEBS 3-5-45310, 2-8=473/0 NOTES - 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to girder(s) for truss to truss connections. ,44) This truss is designed in accordance with the 2012 International Residential Code sections R502 11, 1 and R802,10,2 and referenced standard ANSI/TPI I 5) "Semi-rigid pftchbreaks with fixed heals' Member end fixity model was used In the analysis and design of this truss. be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard AWARNING - Pleatte thMotetry, MIMW the'CUSIWW'S ACM and" DO Refoxerroe Shed {rev. 11,14) before USe-Uryea thm seat on any TOO represteft an acoaptaftee of If* Prot" suftbafty aw use *I liras TrIm for wy SoOding is V* respon apecoAl of the TGC! and any field use of the Trots, rodudIrg and ftwdallots of Su#dbV Compartont Safety Info" mi., and Tom ManufactuW, Un" oth*AWKe r for any buftsQ, ARC Isaed Some we as deftood In TPI i, Copynght 02014 PrOSUIld-DO EnifOrwrinor 111, (DfJ) Rap 0 Robert on the Too, 0* MiTek oonryedor plate$ ShaN be used for the Too to be Vabd ASA for the design afthe strVe Tom depleted on the TOO ONY, unlet Tor 1, The destfin OSSUMPtanS, kNXIInvonelefe-4, authorised o"nt or Me Butte ng Dftjw� to the =xt Of 0* mc� me t8c, the 1*001 bun and PlIJ!"o h =1ro= stgno, and Co.00do, AN rwte$ W TOO and the Sims", shaNbethe mpovslinty the Staidayi cl�pvbfthttd by Tot and SSCA "Wetenced!Uneval quidarree TPI I def the responsrrMies andarfram Afore Toots D"goto, Tom a Courant agreed upon N v4*ng by a patters I ved The Tom Ontgn Eroruret 4 NOT the Bugd#V Designer w Touts SY%Rro Eofihefy Of Into documeot, in any form. W Promoted vohw oomen parmaIsion from pmoaki-Ori am 1 34 = 2 3x4 &r 3X6 = 3x6 ry LOADING k TCLL 40,0 Plate ♦ DOL 1,00 ! °. LumberTCDL � BCLL t#. Y* ! s t t !t M(too) k.^.l y: -0.03 6-7 >99i♦ tt GUMSER- BRACING - TOP CHORD 2x4 SPF No.2(tlat) TOP CHORD BOT CHORD 2x4 SPF No.2(ttatj SS 2x4 SPF No.2(itat) BOT CHORD AEACTIONS.c CHORDMax UpliM=-S(LC 3) Max Grav6=269(LC 4),9-894(LC 1) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, TOP _.♦2-3-0/461, 34-3341141 BOTCHORD 8-9-141/334,7-8--141/334,6-7=-141/334 VVEBS M 2-E-4 ____... ...... Rigid ceiling k. a oc bracing, 10-" o a NOTES- 1) floor i.k... have ...n considered Y' 2) Plates checked for a plus or degree rotationabout its center, 3) Refer to girder(s)f for 4) Provide mechanical connection (by others) of truss to pealing plate capable of withstanding 8 Ib uplift at joint 6. 5) This truss Is designed in accordance with the 2012 international Residential Code sections R502. I I 1 and R802. 10.2 and referenced standard i k"Semi-rigid pitchbreaks with fixed heels" el Member end fixity modelwas t In theanalysist kof s„ k R k. k wt. • .R.R .. `.k w t � { t.. • .k ".R a Y.. �♦ � 1 Yi. ) be attached to walls at their outer ends or restrained by other means, i CAUTION,♦ not backwards. ♦ * i.,. k R ... i k to .. y k'kt w"f :.. • kat is . `X #.• `at iRt.. � t kR k'R. The design/selection of such connection device(s) Is the responsibility of others, 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Floor Live {balanced), lumber tncrease-1.00, Plate Increase -1.00 Uniform Loads (Pit) Vert: 6-10-10,1-5-100 Concentrated Loads (tbi Vert1-«400(F) WAEYNiNt"a - 5s9e thororghty revVaw the'°Ctistamtt"s Aeon meM of PreaBuad Starniaad Torg qx Manufactured Prot "farm Vcr iy gn parame2d "aeXf itad races¢ on seam w rus+x ues9 u,n r� and the qrJ RaftetnCe Sheat (Feu. 41.1&) Catera utt.Un4 oth. ttatad art titin TCN7, only MtieX ioMtiafnar p4atCaahalt be used Pat Chit YCXS M3 ho vat&f. Aa a 7raass besigrt 8 aNt (i e . ceaRy t<tt?raerb. the feat on any represents an aacaptance of the not iahat edipheerting resporsURy roe the design of the $fga$ Three defacted an the TOO they, under TPI i The design as nt, b ' uxtt, svitabeop and use of tacit Tom for any nodding rf she fee ny aY fire r, hie rs aWlrarizod nt de the 8ur#wyry R afar, M alta context of the tidC, the SC, the reef# izuikkng code and Pit The appirval ofthe Too and any rids rte of the Truss, tndud rg harrd ; star. , instaffatten and brararg, shaft be the resixinset NY o8 the 8u 10nkr CtaenraGtor. Ail rwtet aCt ata tit tRrd Ti}i1 and the ppccacldctt serol guide3i-11 of aaf i"ag Comp rare Safety dngronatidn (BCS4) gkad by TP! and SSCA we refer for gernara8 grelance M # detest the re idanea and gone. at the Truss Gesag+rer. rude i?et gn E gl at fee# Tr to Marceacturta, urnets otherwise defined by a Contract agreed as wsilrnp by as pad" uerotoed. The Truss Camp Eng0raer s NOT the SuAcIng Desrgnte o T 9Yf#an E gmxc for any bu Ag capdafrZsf terms are at defined in TPI 4.. 2014 Phrrhsat-00 En ring, LLC,. (DQ) 8eproduation of this doC=eM in any term, 0 Purlebted o4hout wagfen pene-won tram Proseaki-00 March 3,2015 mm EM ID:KV46Pu8Yuy_FzJC45DPYnNzYjJ9-0m?ISOiKoVdrFCLR53MXVWUM' EMM 1 3x6 =' 2 30 It 3 4 30 -- 630 H WWWW"IM TCLL 40.0 TCDL 10.0 BCLL 0,0 BCDL 5,0 * i Mot it A'ASOAM"I", am SPACING- 2-0-0 Plate Grip DOL 1,00 Lumber DOL 1,00 Rep Stress Incr NO 6-7 >529 360 Bm CS11 DEFLin (toc) Vdefl lid PLATES GRIP TC 084 Vert(LL) -0.08 6-7 >836 480 MT20 197/144 SC O�71 g Vert(TL) -0.12 6-7 >529 360 " 013Horz(TL) 400 6 me n/a (Matrix) Weight: 30 to FT S, O%F, O%E BRACING. TOPCHORD Structural Wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. SOT CHORD Rigid ceiling directly applied or6-0-0oc bracing, Except� 10-0-0 oc bracing: 9-10, REACTIONS. (IbtsL-e) 6-172/Mechanical, 9=966/0-5-8 (min, 0-1-8) Max UpIM-42(LC 3) Max Grev6-186(LC 4), 9=966(LC 1) FORCES. (to) - Max, Comp,lMax, Ten. - All forces 250 (lb) or less except when shown TOPCHORD 1-2-0/646,2.3-01647, 3.4-281281 BOTCHORD 8-9-281/28,7�8-281/28,C)-7--261128 WEBS 1-9-812/0,4-6=-30/303,3-8-0`/263,3-9-.847/0 NOTES - 1) Unbalanced floor live toads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 to uplift at joint 6. 5) This truss is designed in accordance with the 2012 international Residential Code sections R502. I I I and R802. 10.2 and referenced standard ANSIrrPI 1, 6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this trdss be attached to walls at their outer ends or restrained by other means, 8) CAUTION, Donot erect truss backward s, 0 _44W on a ra ad f vgjj� c•c nt I load, 400 lb down at 0-1-8 on top chord, The design/selection of such connection device(s) is the responsibility of others, 10) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (8) LOAD CASES) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1 .00, Plate Increasea,1 .00 Uniform Loads (Pff) Vert: 6-10-10, 1-5-100 Concentrated Leads (Ity) Vert: 1-400(F) and" DWRoference Sheet (rev 11-14) behut use,U fess don onam stated on the TDO, onry Wag ONroSdo' Prat" shydi be wed W gas WtobeVaod AsAIMMM O&OGMEA01*00", 9 0 the Seaton any Too re MS an aomptaom Of the pefavoomof arganeanno re tMkty W the design terns randae Truss dokled on the Too only, under TF4 I The defor turiumpfia"S. toadwiff cord ions, D" in Me Owner, the Owdary authorized agent ov ths, BoAding �yrbtr, Of the context Of " IRC, too SC, Org o,,J bwkArQ code and TM 1, The and use of has Than, ter any niaW? Is ttw MSPOMRWAY Of Contractor. Se road, set W in the TOO and the V =of the TOO and any feW has of the rose, rachiding handivef. starave, and bradoo, shag be The 0 theft Designer $no andeaua 6 dof a 'toad r general guidanm, TPI 1 defin" the hyr; re and it ,zert of = component Safety mferreadort (SCSIt putaythed by TFu and Seca aft h4enromd to of tyre T Des rrer. Truss pr Sand er no.6 otuna, intone other,664 mytted by a Conbau agreed upon 41 earerst by as fmd*9o.*ad, the Truss DitrOgn Engineer is NOT The Budding Dyedever or Truss System Engineer N, any buhrog fidl natmaided kerma are as de fled at TPI 1, EMfiVEWWuc Copyright 0 2014 foaEWW-Chi EQtoeewq, LLC, (DrjRaproduction of this dociMete, in any mon, is purbibned ofth" w0ften PermaPOW ftai WO,00 am I US =- 2 3X4 It 3 4 3*4 = 5 3x4 it am -ptalc-offefflt Y— -I-1 LOADING (pso SPACING- 2-0-0 CS11 DEFt in (toe) Vdeft w LidPLATES GRIP TCLL 40,0 Plate Grip DOL 1,00 TC 0 88 Vert(LL) -0,05 6-7 >999 480 MT20 197/144 TCM. 400 Lumber DOL 100 SC 0 , 63 Vert(TL) 409 6-7 >746 360 SCLL 0.0 Rep Stress Ines NO WS 0,22 Horz(TL) -0,01 6 his Tho Weight: 33 lb FT - O%F, O%E BCDL 5.0 Code IRC2012frPI2007 (matrix) LUMBER- BRACING- directly applied or 7-74 oc puffins, except TOP CHORD 2x4 SPF No,2(ftit at) TOP Structural wood sheathing BOT CHORD 2x4 SPF Nat(fiat) end verticals, VVEBS 2x4 SPF No,2(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except: 10-0-0 oc bracing: 9-10. REACTIONS. (Wifize) 6-68/Mechanical,9-1241/0-5-8 (min. 0-1-8) Max Up#ft6-147(LC3) Max Grav6=-97(LC 4),9=1241(LC 1) FORCES, (to) - Max. Cornp,/Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-0/1161,2-3=0/1160,3-4-01552 BOT CHORD 8-9-5520,7-8-55210,64-552/0 WEBS 1-9-1310/0,4-6-0/594,3-9-1024/0,3-8-01266 NOTES - 1) Unbalanced floor live leads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 6, 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1A and R802,10,2 and referenced standard ANSVTPJ 1. 6) "Semi-rigid pitchbreaks with fixed heels' Member end fix#y model was used in the analysis and design of this truss. 11 a mo—jet to be attached to walls at their outer ends or restrained by other means, 8) CAUTION, Do not erect truss backwards. t- to 500 lb down at 0-1-8 on top chord The designtselection of such connection deffice(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (Df LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber increase -1,00, Plate Increase -1,00 Uniform Loads (plo Vert: 6-10-10, 1-5-100 Concentrated Loads (to) Veit: 1--,500(F) WARNING - frieme, thatorigIVY,ewer the Tuatorna's A0mosaseethrocit Of Pro8ruid Standaid Arad. w"form Von design pataffiettoor and read notes on this. T— I And " OQ froterthod, Sheet fire 11-14) before Use Unless rith"se stated on the too, only WTek ODMituor sense 10,44 bir U%Od Or tft 700 to be owd As a TROS Deakin Engtow 0 0, 2=0el"S."Al., Wb the seat 0. any 'Morepoeserris an acceptance of the pros of enignirefirtir responfiftefty for Itiodesign of the sings, Tniss depicted on the TOO onar, urger TPt I The design et"condwoft' . " , and Use of M Truss for any SuAding is the respranitiftY Of the OyaIef the 0whers authorized agent th "Ur BUM" the co"ho" of in* IRC, the Ilei the hear buftifiricode OFU 1The O and the of tore Too ade any gond use of the Tru", indixoxf handing, 410oxit, instaidinen and bracing, shag be the tete 'busy{ 0 the yhoutfir ofoigneir and Coreraom A9 notes set the 4, th. T isn',d by nor and SBCAwe TPI I defiriestief,esponsibildres, and duties of the Truss coaster, Truss 21 ppeeadicma I In U=m Stakd "' 016 ia= . It 1. Men ba. Or-- otheM9aI treating by a OnVact agreed upyer in Voeong by a# parties invOtWal The Truax riftsign EnWafer A NOT the 8.4d" Desitift' Of TUatir System Ongh'aw for any braive; o& eapeoged carrier we as defined in TPI I EMINERINGtic copyright at 2014 Prosuitol-OtJ Engineyriyq, LM IDO). Reproduction of this discretion, to any form, M prohbited without yosten pinhission than pursirikqaj ------ RPM ONE special special 06 11 6X5 3 4 fi M 63M LOADING (Psf) SPACING- (loo) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL BC 0,2 TCDL 10,0 Lumber DOL Horz(TL) -0.01 BCLL 0,0 Rep Stress Inor Weight: 40 to FT or O%F, 094E SCDL 5.0 Code IRC2012frP] I M� Si. OEFL. in (loo) Udefl Ud PLATES GRIP TC 0.58 'eft(LL) 0,03 6-7 >M 480 MT20 1971144 BC 0,2 vart(n) o,oft 6-7 >9Q79 360 WS O,3: Horz(TL) -0.01 6 o'n1a (Matrix) Weight: 40 to FT or O%F, 094E BRACING - TOA CHORD Structural wood sheathing directly applied Of 6-0-0 oc purfins, except end verticals. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc, bracing: 9-10. REACTIONS. (ftilsize) 6-2 1 /Mechanical, 9-1244/0,-6-8 (Min. 0-1 Max Uplift6-671(LC 13) Max Grav6-146(LC 4),9-1244(LO 1) FORCM (to) - Max. Comp,/Max, Ton, - All forces 250 (to) or less except when shown, rd RD 1-2-0/1186, 2-3-011187, 3-4--17111229 SOT CHORD 8-9-1229/171, 7-8-12291171, 6-7--12291171 VVESS 2-9-31810,1-9-131910, 3-9--974/361, 4-6-188/1346 NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about As cerrhfr 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 to uplift at joint 6, 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 11 and R802.10,2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 71 2701mrTMMM, aw jKli-Ii, f, I"XYtryarils St I backs to be attached to walls at their outer is or restrained by other means. 8) CAUTION, Donot erect truss backwards, 9) Hanger(s) or other connection devicefs) shall be provided sufficient to support concentrated load(s) 500 At down at 0-1-8, and 181 At down at 4-0-8, and $67 lb up at 5-9-0 on top chord, The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CASE(S) Standard 1; Dead + Floor Live (balanced): Lumber Increase -1.00, Plate increase -1,00 Uniform Loads (plf) vert: 6-10-10, 1-5-100 Concentrated Loads (Ib) Vert: 1-500(F) 3-101 (F) 11r187(F) WA8NI111' , Itrose, In 11,11 V_ no ro;jrhaos on end Truss Dmqn Orwdrat (TDD) end dw ':7ena "Custorran's AcknodiedpaJeW of PorSuOrl SloOdArd rotors for fe"Adf4i"W"d Products" form 111. 7.10"r 9.0 -pe Truce Oo %Q o Erow h 0, � fdahnaft Y E A0o' ew f 11A4) befoot Wre,UnIaStr0therMS6 stated on the TCDD, only Wak0onyholOT fAifurt shott be U%*d 10' tree "a, on any too repodauls an aesdase of The poahsontal gn9treerfig rooponsibifty for the wrisfign Of the S oraeartfir on the TOO o*, unites TPI I The design WiSiArViOns, ia" M* Tom dle""wen"' sugatolfty and use of tire Trusa for any Bud" is ft of the onner, the 0,arw(ir thithortzed OVIA W the eroding Ottfinw, J. the wisest of On C tM 18C, the facto Weskit; oride 414 Fil 1� The r, approval of the TOO and any Mid u" of the 'husir, J-dWffv handser, ritartqfe, Infififlawn and brodnig, shag bo the res proadylay o the forieetf Designer and Cdrswidir Affoorahset orginewTDD' ndthe X1.0111u.1d Comphrona $yraftyinfromation (SCSgutdra'ard by TFt and SBCAsur refer los Tfu I defirow, the respons"Rfirts and doete of tro, Truss rietifinto, Truss d?tsae=;�r Ilk. go T, M ZV J I T Otterfor a NOT the oullding 001"I W TuArS SYSItIrd Engorew ructrurn, wetra othermse defined by a orAtod awned upon in Woods by 40 trances esign E for any butelott; NJ raponfeted nond, we as deAod in Tfu 1, &W1NMWNGLLc copyright a 2014 PtolfuOd-Dol Einfineefirig, LLC, (Ov,J), Ropiroduabon, of this document, in Any John, Is PrOhit9ted o'this" wdy"' fau"hasn" from todauddDr.) 0-1.8 H ------- q Iti&04 ScateltI315 SEE STANDARD INDUSTRY TWO PLY FLOOR TRUSS CONNECTION DETAIL FOR PLY TO 241NAIAM Special Special special 4x6 3yA = special 3x4 Us Fla = 3X4 Special Us = 2X6 3X6 = WO = 3x10MT20HSFP =: 3x4 = US = 3XI0 = 3x10 = LOADING (pslh SPACING- AR� TCLL 40.0 Plate Grip DOL I TCDL 100 1 Lumber DOL 1, BCLL 0.0 Pep Stress Incr 13 nia file SCDL 5,0 Code IRC20121TP121 LUMBER - TOP CHORD 2X4 SPF 1650F 1.5E(fiat) SOT CHORD 2x4 SPF 2400F ZOE(ffat) WEBS 2x4 SPF No,2(flat) 229 I,? CSL DEFIL -in (loc) lidell [1d PLATES GRIP TC 0,34 Vert(LL) 429 15-16 >806 480 MT20 1971144 BC 0,37 Vert(TL) -0A2 16 >557 360 MT20HS 148/108 WB 0,33 Horz(TL) 0,06 13 nia file (Matrix) Weight 155 at FT - O%F, 0%E BRACING - TOP CHORD Structural wood sheathing direeVy applied or 6-0.0 oc purfins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing, REACTIONS. (Ithsize) 20-1886/0-3-8 (min, CI -1-8),13-1262/0-3-8 (min. 0-") Max Upliftl 3-393(LC 9) FORCES. (1b) - Max. Comp,/Max. Ten. -All forces 250 (to) or less except when shown, TOPCHORD 20 -21 -380/0,1 -21-380/0,2-3-515310,3-23--5153/0,4-23-515310,4-24--6680/243, 5-24--66801243,5-6--6680/243,6-25-629311022,7-25-629311022,7-26-6293/1022, 8-26--6293/1022,8-9--629311022, 9-27-422911813 10-27-422911813, 10-11-4229/1813 BOTCHORD 19 -20 -013053,18 -19-0/6368,17-18-016358,16-17-2,43/6680,15-16--243/6680, 14-15-154315471, 13-14-88412421 WE 8 S 11 - 13-26711982, 2-20-337410, 11-14--1041/2025, 2-19=012363, 10-14-2381665, 3-19--40610, 9-14-1392/0, 4-19-13501376, 9-15-01920, 4-17--10331461, 6-15-1132/0, 6-16-14/293 NOTES - 1) Fasten trusses together to act as a single unit as per standard Industry detail, or loads are to be evenly applied to all plies, 2) Unbalanced floor live foods have been considered for this desigm 3) All plates ate MT20 plates unless otherwise Indicated, 4) All plates are 20 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center, 6) Provide mechanical cortnection (by others) of truss to beating plate capable of withstanding 393 lb uplift at joint 13, 7) This truss is designed in accordance with the 2012 International Residential Code sections R502. 11, 1 and R802,10,2 and referenced standard ANSIrrP I I 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9 q%4=1 at lamQuo 0.001001, 0, 10hi A I Q "N 0 1 X a i a ON 401 air LOAD CASE($) Standard 1) Izzit + Ft*+r Live (kalarteed): Luerfur Iticirsese. 1 "14, PINO Uniform Loads (pff) Vert: 13-20--10,1-12-100 pix far MararNactured Plodixts' (a connector plarta Shelf by mod the Seat on any TOO represents an acceptance of the Mfftshro4r 600ifte" hiSPOM" Its the dy:?n 01 Me suvre I rues treprony. I .. .% = iF evicaleMer and we ofths, Truss for my B 6�sshibfty4f the 0-1, On O.—i's aW'06Z 1-10;:* 11 to par context appracce of the Top and any feld use 'tg rQ anat , stvrce, i-stathysr" and ta'acing, I. Bugging Designer and grX and= an BCSIi pubtishod by TPI and SBCA ate ongenced for general quidaree, TPt I defines the r .r. Ir T�:l . st by a Contract agf"d pan M -Aithif by ao traders troroWed, The Tines Design Engineer ts r W any isonan All capiaparad forms we as defined to TPI I Coperight 0 2094 PIOSUWW ElOn"aral, LLC, for.'.). Re of tire docurnera, fin any foon, 4 prohibits wVuXd weaken PaPffeysiOn ectar PrOBIARI,00 M notes set but ref the it w1a me and cictfirm, of the Tints, DefOgoiri, ToMiS in Desowr or Tnas System Engfrieff MEMBOM LOAD CASE($) Standard Concentrated Loads (tb) Vert: 1 -294 2-19410--46() =_194 23-194 24=_86(F) 26=3(F) -3(F) 27=3(F) VdARNFNG - PWase than hay review the "Customer's Aeltrueenedgem6ok of PfOWW Standard Tends an Mamsaiswed Prod form Verity desert basset ass add read nereeta en ens r Inas u Qn uree,�Yl���r t e i I and the DrJ FSe$aFernCB 6Y66Cf (taH. 11-14) before use.kndess of a stated on" TDD, holy MiTek trann dor plates shWl be used fot'tN% M to bo Yakt. A8 a T Design Erol ere, (f e , $ y E.1QW ser}, the seat on any TOD represents an acceplance, of the profess rnal ergeew" responsUMT, for the Swap of the wngW Tom mooceed on the TOD him.. ursyn IN 9 The des gn xsscv ktad4 aanatst€hme' surti b+7lty and use of Orfs Trues for any 6urtd+ng is the raipons of the Oane,, the Owner's auttswszed agent or the 6uiki p cess. Nr tars eor4axt #tris tRC, the 16G. 4ha koc41 beUtW+r� c:od0 aeW TP+ i. TP,e approyaF of the TDs? and any food use of the tease, induchno fora ung woragie, instaestcon and blanket she& be the responstiziNy of the 8cratdaeq ilmeg., and Contractor.. AH testas set the in me TOD and the gr aces arae gWae ` ui Burtdueq Gwnpottent Satetry lniaernaiiecn (BCSt} shed by TPI and WCA are referenced foe gga; of gowerme TPi 1 defines Mer iblifiea ars# of the Truss nesse n,.Tnrss Er tnaar ami Trey Man asrer, unites atharaRse deianaw3 by a Gonkad. agreed upon m efog by a4 pad8es invaNed. The Truss i7esign 6rrgioeer N4i the 6uaidarg De r or T System ixtieer s far any isnyh g.. Ad capitaured terms we as defined m TPi 1, OWNEMNOUC Cepynght 02014 ProSaaald-00 6nOneerini f LLC, (Lard). Reproduction of in* document, in any form, 0 pfolub ked w#hW.01mrs panno an Nom NO81 teMOIJ. 011P Scale = 1:331 Us 11 2A ii 3X4 11 4xS 2X4 It US = 2A 11 30 Us FP = 3x4 2A It 4x$ 2X6 1 2 3 4 6 6 7 a 9 10 11 12 4X6 400 = 3x10MT20HSFP =30 = 2X4 3X6 4x10 == 300 2A SP = LOADING (pso SPACING- 0 CSL TCLL 40,0 Plate Grip DOI . '00 TC 0 TCDL %0 Lumber DOL 1.00 BC 0� BCLL 0,0 Rep Stress Inct YES - we is BCOL 50 Code IRC2012fTP[2007 (matrix) DEFL, in (foc) Vdeft Ud Vert(LL) -0.37 15-16 >630 480 VerhTL) -058 15-16 >405 360 Horz(TL) 0.09 13 n1a hire LUMBER- BRACING - TOP CHORD 2X4 SPF 240OF 2,0E(flat) TOP CHORD BOT CHORD 2x4 SPF 240OF 2CE(fiat) WEBS 2x4 SPF No.2(flat) BOTCHORD PLATES GRIP MT20 197/144 MT20HS 148/108 Weight: 78 to FT - O%F, 0%E end verficals, Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES(lb) - Max. Comp,/Max, Ten. - All forces 250 (to) or less except when shown, TOPCHORD 2 -3 -3435/0,3 -4 -3435/0,4 -5--4999/0,5-6-4999/0,6-7--4995/0 7-$--4995/0,8-9-4995/0" 9-10-3475/0, 10-11--3475/0 BOTCHORD 19 -20 -011961,18 -19 -0/4414,17 -16-014414,16-17-014999,15-16=014999,14-15-0/4433,13-14-0/2028 WEBS I I -la -2236/0, 2-20--220610,11-14-0/1620, 2-19-011629,9-14-107410,4-19--1097/0, 9-15-0/629, 4-17=01864, 7-15-261/0,6-15--471/403 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated, 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss is designed in accordance with " 2012 International Residential Code sections R502. I I A and R80Z 10.2 and referenced standard ANSI/TPI 1. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, T r fastened to each truss with 3-10d ,0,131'X W) nails, Strongbacks to be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards. ALARNInP.Ieaselhor theSiff yl as 11-14) before "a UNaW, otheWse stated an the TDD, arey MTek oannectm PWM Sinai to Wed tot NO Phe soot an any Too TOO any, vvdsrp,,ne Tr,,e,',n�'wwmptroh%, k0 can. se" areperryartnig"RC at bursWig code and Pi 1� The 21�j. of Desener and Coramko, AN notes set W in the Too and #W approval at the TOD 4 the Trm Deseiwo, T� Q t.nd .1 Yet I defifts " V = f= door a erag. T"S Slate"' D"Ot rm any btjjpioq As reciapited lance are a Wflned to TPI I EW1AWVNG,,tc Copyright 02014 PhOwid,00 Engoiftnrq, LLC. (00), Repioduction of that document, in any twin, IS Pchibited MhOnt Wiftfift Pefrhinnw from PMSWWDrJ, 3x4 it 3x6 I 1x3 k$ 7x3 I4 g. k 3x4. �= Sl+x � 1:21:3 LOADING (psf) SPACING- 2-0.0 CSI. DEFL.. in (loo) Vdefl Lfd PLATES GRIP MT20 1971144 TOLL 40,0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) 90.10 9-14 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.18 8-9 >834 360 BCLL 0.0 Rep Stress Incr VVB 0.29 Flsrz(TL) 0.023 8 nfa nta Weight: 4 IS FT � 0°4 F', ii°dE BCDL 5.0 Cade IRC20121TPI 00fi (Matrix) LUMBER- BRACING - TOP CHORD Structural wood sheathing dlr+sctly applied or 6- oc purlins, except TOP CHORD 2x4 SPF' No.2(flat) BOT CHORD 2x4 SPF No.2(flat) end verticals. directly applied or 10-0.0 oc bracing, BOT CHORD Rigid ceiling NEACTIONS.1 FORCES. (lb) - Max, Comp,/Max, Ten. - All forces 260 (lb) or less except when shown *.2-3-1999/0,3-4--199910,4-5=-2001/0,5-6-200110 WEBS 6-8-146910,2-12=-1480/0,6-9--0/687,2-11-01703,4-9--2551219 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to y to truss connections, 4) This truss is designed in accordance with the 2012 International Residential and referenced standard ANSVTPI 1, "Semi-rigid pftchbreaks with fixed heelsn Member end fixwasity models.. of be attachedFto walls at their outer ends or s by other CAUTION, !♦ not erect truss backwards, WARNING - Ptaate thax review Che "Cuttomera meed of ParSoo Standtrd Tenor for kfanuladwad Prext "loxm Ve67 design paxanitAWS xnd rend notes on that T cannon ra and the pt,f Relexer�e Sheet rev 11.14) relate tsar. Uniets othc stated on She TDO, early W7ek rrnectar Witted be tar 00 Do ko be ViAd, An a Tnaen D n Engineer n a.. Spn nasY Eng'., ), the seat on WY TOD eepreeenta An acceptance of the vw ate nng reapot�iCaNtY for the da n of tuts auag4 Yfun de ' on the TDD osay, under TP{ t The design astu s, `ng suttabatrty and use of {his. Tnata tar anY Bu4drog re tna ret t of the r,. {X16 is au ed rN w Fhe Baa Des�rser ar fixe tssPdeM of the tf2C the ISO.the {ac0; Cha. code a+ui TPI i The approve! dl lire TCN7 any timid use of the Truss, todudang hant6#ag, t1 , iraaYatallon and Oradrtg, ahaa t+s #ha vaspnarnss Y or the But ` g gasrgnar srwi C r. AN rwt eat oaa nn the YCiD and ins p� atad quktatiroas of Buattkfg cold anent SaCa@Y Cntormsrtratt {BCS!? PuttBs Cy 7P( aaut 50CA are rafereAd$ kir gerrtfak g co TPI 4 defines the respontsb Rens and duttics at k+e Trust C?es�8tuet. Tnaase Design ErktPrraer and es of ana�Patsutes', un ofan' hi a deflnad !p/ a Cardiac{ geed ar 4Y ak parties dnvofrad. The Truax t7asign Engineer is NOT the Suffeeng Deefgrter or Truss SYSUno ensioeer u for any bUjo ng AM eaptiended (arms see as da. m T# f. 1� EtL" Copytsght 0 2014 PnAftnu-00 Eroneenn 1, LLC, Tot,P). Repno&iogon of Skits document 10 any brit, is pfohrtated wghro A W Wan fief elsenn' im PlaBuil 'Dr i. e,«.....,,.,,........„.......,a.,.... E Us 3x4 3x6 FP = 4X4 m sato =1;34.4 4Xe IIS 11 12 2 9 400 3x10 MT2oHs FP - 3xs , r 20 SP =. 3x6 LOADING (psf) SPACING- 2.0-0 CSI. O FL. In (10c) i/deft Ldd PLATES GRIP Vert(LL) -0.42 15-16 >569 480 TCLL 40.0 Plate Grip DOL 1.00 TC OAS 8 0.65 Ved(TL) -0.66 15-16 > 366 360 MT29HS 148{198 TCDI 10.9 BCLL 0.0 Lumber DOL Rep Stress lncr 1.00 YES 9.48 Hor(iL) 0.19 13 nta 911a Weight; 78 lb FT - O%F, 01'oE BCDL 5.0 Cade iRC2012/rPI2007 (Matrix) LU1418ER- BRACING - TOP CHORD Structural woad sheathing directly applied or 6.0-0 oc purlins, except TOP CHORD 2x4 SPF 2400E 2.98(flat) end verticals. BOT CHORD 2x4 SPF 2400E 2,0E(fiat) BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bcacing.. WEBS 2x4 SPF hlta,2(tta) REACTIONS. (lb/size) 20.110710-3.4 (min, 0-1-8),13-110110-5-8 (min, 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--354810,3-4-3548/0,4-5=-525810, "-5258/0,6-7-5221/0,7-8--5221/0,8-9-5221/0, g-10--3552/0, 10-11-355210 BOT CHORD 1 9-20=012 0 3 7, 18.1 9=014 5 85, 1 7-1 8=014 58 5, 16-17=0/5258. 15-16=015258, 14-15=014582, 13-14=0/2038 BS 11-13--2263/0, 2-20=-2259/0, 11-14=0/16"37, 2-19$0/1633, 9-14=-1153!9, 4-19=-1161/0, 9-1 5=017 1 6, 4.17- 96, 7-15=-289/0,5-17-284/0,6-15-573/408 AOTES- 1) 2) Ali plates are plates unless otherwise indicated, plates3) All +unless " Otherwise 4) Plates checked for . plus or degree rotation about 5) This truss is designed in accordance with the 2012 International Residential Code sections R5021 11 and R802, 4 and referenced standard ANS11TPI 'Semi-rigid # ith d heets' Member Y fixity model used in the analysis and designof # #N + #' ♦^YR P # # t # . other CAUTION,# not erect truss backwards, LOAD CASE(S) Standard w,hRdVtidti .Please to lrty reviawv are "l.ustamar'& Ari el gerr nt of ProeuStd Standard Terms asr ASsnuixoturad Prrn9ucda" dorm. Van t9asgn parameters Am - '040 nwaa {r c n e r P&ro,• ., imam aril 4Pfe Ck3 Reference meet (rev. 1 1.14) Raeface use unless s stated sal Ina TClO, nnty MlTak ortmtacior frriataar, gnaN be tinea fox Mie ii7o to r. vatid Ae a inaua beu�gra ingineer . spccaay Snglnemr). the sea! on eery+ G refxeaenia an a ar+faaec+a qd the profeaeka as ar tnaersng taadaaraaak+t'rty fa i4e de of the su,>iie 7 dep oa+fn� TDf7 oMy, TPI t Tna d WMnq vmPtrona, teadt co re aupprovat of are TDD and anrvy fo-sfFd use o tWesiruss. mstsadiaag #aY of to r a"°cation ami 4raoi , at+atl ire iheereePonsits"!RY ache Bu s�#r+er snd Ciurirant AH nates eat aw m theeToo and tnsn sea and guk;efines mf @serictretyl Canpaemnf Safety tnarrmat tN+ (005#} k>y 7Pt and SBCR era ceders far genarad p+adarace TPi 1 d s the respor aias;raa am'I dorsa* of the Truss SteM car, Teuaa rw. Er�renvar and Trtaa Maetuhddurer, cs+ebaes otnartMse daahmi Cy a Gontracd geed in vrrrtrrrg 4Y a4 dhuixea m~dxed. the Tessa D+ssrgn Engrncer r8 hlOi the Saaidatg t3e4agvtar ar Yruae System F: er its scar card' . xa e azad canna arra as oa u, rPt �. IP11 „Lar Coavrxhd a 2014 Praeugd-00 EMheeong, IGC. (00) Reprt"Wn 01 this dOcwnent in arrY 4^34 3 4 14 ll A Scale * III _ i_4 1.3 14-5 wmm 9 i"/ ftp 9x3 �=6-7 NOTES- 1) Unbalanced...design. fixed2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss is designed in accordance with the 2012 International Residential Code sections R502A 11 and R802.10,2 and referenced standard ANSI/TPI 1 4) "Semi-rigid pitchbreaks with l fixity modeldesignof this tfuss ? aced 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, 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 7) CAUTION, Do not erect truss backwards. WARPNiVG - Flease thmughty review the "Cue 's cart m#ni of rroBuAd Standard Terme for Manutadured Product#"loan Val desgn Gar eem and fead notes on this reran �n r top ami the CMJ Reference Sheet ¢rev. 11,14) before use.Unless otha se stated on the TCN?, only MlTek oornectm iodates shah be road far this 0D to tw va+d. Axa 7r n S.+rw"0f (i e . SpccxaM EnsJit�er). the said on my 700 eetxeaarifa an aor�pza» tR tn# €xaPe#w+areaP evtpsneaemp r rSsabiNty for lila desspn at the sa go T depated on the TDD 0*, order Tr S t. The �iesa�n esu foafkr��carkf+R =Nome use of CYrts Teras Pae anY eusWm9 rs the res syy ct the r, lt+m r7m "s zted rrfi ae th# 6uUdangg t7asagner. u; the Context of iho 'Sc, Ftem tt3C, t're local 4uddlIng code attd TPS 1. The a nova of lire Too azul any tiNd rise of tho T tnrJudi+rp traruHang, sloe , mstaWataan a+kf tvaarop„ mna# tem the res ctti4itP of the Sudeikag Desoner and Contradof, AN rotes sat OW an the Too Aed the yGrr and gu6dadmas't S Ccsnfxs'fant Saf#ty Into lacsl} pubWatsnai by TFE and SeGA ase tet#rancmd for ggaa+fetal Tek t deAnea the les tgt53ida acrd duiiex of tho 7rrxsw pia ever, "truss p#aapn Erpaneer and Y Manufacturer, unless Mherr e dafinwi bA' a Contend. agracd rpm ai wnYrrsg trig aM panraa lnrnNed. Thi Truss Dcsagrs Engineer NCIT the 6undurp Esas.. e ae Truss System Engineer 11Y. for wy lwiWoV Alt cawtakizod terms are a# defined to Tel I EWINEWINOLLC Copftht 0 2014 Pm8und-DfJ EngkfetrEsgt, LLC. (rod) Repradtation of this document In any fwm, f# p Ohdated aaehaA Widen, Ps%maaswn ham rraAus J. 3tr4 _ wry _ LOADING (psf) SPACING. 2.0-0 CSI, DEFL in (too) I/dell Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.17 TOOL 10.0 Lumber DCL 1.00 BC 0.08 Vet(LL) -0.01 Vert(TL) 401 6 >999 480 MT20 197/144 6 >999 360 0.00 Hofz(TL) t) 01 5 ma n/a BGLL 0.0 BCDL 5.0 Pep Stress Incr YES Code IRC2012fiP1200i (Matrix) Weight 13 Ib FT - O%F, O%E LUMBER- TOP CHORD 20 SPF No.2(t6at) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8«8 arc purlins, except BOT CHORD 20 SPF No.2(at) BS 20 SPF No.2(flat) BOT CHORD and verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 5=119/0.5-8 (min. 0-1-8), 1=125/0-3-0 (min, 0-1-8) FORCES. (lb) -Max. Comp,tMax. Ten. -All forces 250 (ib) or less except when shown. NOTES- 1) Unbalanced...design. fixed2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss is designed in accordance with the 2012 International Residential Code sections R502A 11 and R802.10,2 and referenced standard ANSI/TPI 1 4) "Semi-rigid pitchbreaks with l fixity modeldesignof this tfuss ? aced 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, 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 7) CAUTION, Do not erect truss backwards. WARPNiVG - Flease thmughty review the "Cue 's cart m#ni of rroBuAd Standard Terme for Manutadured Product#"loan Val desgn Gar eem and fead notes on this reran �n r top ami the CMJ Reference Sheet ¢rev. 11,14) before use.Unless otha se stated on the TCN?, only MlTek oornectm iodates shah be road far this 0D to tw va+d. Axa 7r n S.+rw"0f (i e . SpccxaM EnsJit�er). the said on my 700 eetxeaarifa an aor�pza» tR tn# €xaPe#w+areaP evtpsneaemp r rSsabiNty for lila desspn at the sa go T depated on the TDD 0*, order Tr S t. The �iesa�n esu foafkr��carkf+R =Nome use of CYrts Teras Pae anY eusWm9 rs the res syy ct the r, lt+m r7m "s zted rrfi ae th# 6uUdangg t7asagner. u; the Context of iho 'Sc, Ftem tt3C, t're local 4uddlIng code attd TPS 1. The a nova of lire Too azul any tiNd rise of tho T tnrJudi+rp traruHang, sloe , mstaWataan a+kf tvaarop„ mna# tem the res ctti4itP of the Sudeikag Desoner and Contradof, AN rotes sat OW an the Too Aed the yGrr and gu6dadmas't S Ccsnfxs'fant Saf#ty Into lacsl} pubWatsnai by TFE and SeGA ase tet#rancmd for ggaa+fetal Tek t deAnea the les tgt53ida acrd duiiex of tho 7rrxsw pia ever, "truss p#aapn Erpaneer and Y Manufacturer, unless Mherr e dafinwi bA' a Contend. agracd rpm ai wnYrrsg trig aM panraa lnrnNed. Thi Truss Dcsagrs Engineer NCIT the 6undurp Esas.. e ae Truss System Engineer 11Y. for wy lwiWoV Alt cawtakizod terms are a# defined to Tel I EWINEWINOLLC Copftht 0 2014 Pm8und-DfJ EngkfetrEsgt, LLC. (rod) Repradtation of this document In any fwm, f# p Ohdated aaehaA Widen, Ps%maaswn ham rraAus J. 0-3-0 l- -A P&A Soaleofl,32,7 I Us = 3x4 = 3X6 = 3x4 = 3x4 3x4 = 3A6 FP 4XS In If Is bi $x12 WO MT20HS FP Us == 4x10 US 300 = 20 SP = 239 LOADING ( SPACING* psfi 2-0 CS L OeErF L.L) in (100) Vd3eo Url PLATES It GRIP TCLL 40.0 Plate Grip DOL I �O 0 TC 0, 29 11 v t(L 431 16-17 >7 4$0 MT20 1971144 TCDL 10.0 Lumber DOL 10 1 ��o BC 0,47 Vert(TL) 441146-17 >468 360 MT20HS 148/138 BCLL 0,0 Rep Stress Incr YES VVB 0.59 Horz(TL) 0,01 14 n/a Old BCDL 5,0 Code IRC2012ITP12007 (Matrix) Wajghj� 76 lb FT - O%F, O%E LUMBER- TOP CHORD 2x4 SPF 2400F 2,OE(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2X4 SPF 240OF 2.0E(ftat) end verticals. WEBS 2x4 SPF No,2(flat) BOT' CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 1-1032/0-3-0 (min, 0-1-8),14-1026/0-5-8 (min, 0-1-8) FORCES. (lb) - Max, Comp./Max, Ten, - All forces 250 (to) or less except when shown, TOPCHORD 1-2-189510,2-3--189110,3-4-189itO4-5-4154/0,5-6=-4164/0,6-7-461110,7-8--4604/0,8-9--460,4/0, 9-10-3254/0,10-11-325410,11-12-325410 SOTCHORD 20-21-0/3234,19-20=014611, 18 -19 =0/4611,17 -18-014611,16-17=0/4611,15-16-0`/`4139.14-15-0`/1887 WEBS 12-14--2096/0,1-21-012082,12-15=0/1532,4-21-150510, 9-15=-991/0,4-20-011031, 9-16=01523,6-20-728/1 7-16-3791336 NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) All plates are MT20 plates unless otherwise indicated, 3) All plates am 2x4 MT20 unless otherwise Indicated, 4) Plates checked for a plus or minus 0 degree rotation about As crarfter 5) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1A and R802,10.2 and referenced standard ANSVrPf 1. 6) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truM R X 'is b,2 cXF u III M71MV Ist -if , L'staned to each truss with 3-10d 60,131"X r1j, nails, Strongbacksto be attached to walls at their outer ends or restrained by other means. 8) Gap between inside of top chord beating and first diagonal or vertical web shall not exceed 0,500im 9) CAUTtON, Do not erect truss backwards, Mzaw =1 WARNING, Piano therroohrl rev"Cue es Ackmaimhennein of PrO800d StondrUd TOM" for Marutfadvied PoIduNS' fom V41170designot p�rsnWih% and 100 not" on the, TFUU Desch OrAWOV and the Coj Retereme Sheet neV, 99. 44) before use Loft," otheraftar sated on the TOD, amly MIT ek conimeto, CAONS StUal be used ho that sho AS , Three Ofthat E0100001 0 0 , Si*e*bR E"Qeahu), the seat on " TOD loprestots an accersones at the PlOhInnoruo erseneering "ponstbriRy for the den Of the SvVlaf Truss depevfn on Me TOO only, under TPI 1, The deVan nsu"00ns, this Truss for any SuMin I the binly of the 0�*I, the owners authorized rarer Or the Swidorr D Iur in, tegent Of the sac, the IBC, the Ideal bWkkW code Met P1 I The 6 the SuAdfaii D*sVmr and Contractor A# not" Set but 41 the TOD WO the Imat any hew age of the ? 1, 1, 0z=QSX4A, IAZ., fhaffign.a rur t"odho. Otalt be the e fe"Mieones and roron of Ins Tares Droritner, Truth, �.—X and 9 - or 1111.lda�0 SLO� .111=ah:18C%pubfishN1 by Trn and $$CA we IvAneftood few trunnion gwrlance TPI I defirwhr th 'if :r Truces fe =P=1 vu by a Ord'aN agreed upon in WMN by a# Parties involved The Troo, rhestfiri Enipneei 4 NOT the auguing Densoet of Tross Seshoo Ern)4$w Pa any inerang Ail caprauced to ms An, as ciMed in Tat I ENGIN MWAOLLC CoWright 0 2014 Pfoshiki-DO Engineering, LLE. (DrJ), Repedurreen of this docurnent, vt any fain, is W"! 3A 3A 11 08 3X4 11 010 2A 11 4X6 2114 H 3x4 2*4 H Us Fir = 0-fts scale - 1:39,6 20 2X4 11 4X6 20 5X6 = axis = Us Flo = Us = W 11 316 =m 3XI0 = 3X6 SX12 = LOADING (psp SPACING- 2-0-0 CSL DEFL, in (foe) Well 10 " A TCLL 40,0 Plate Grip DOL 1�00 TC, 0,47 Vert(LL) -0,22 17-18 >999 4; #1 1 " "' ICO Lumber DOL 1,00 BC 0143 Vert(TL) -0,34 17-18 >663 TCDL _19 31 .1. , BCLL 0,0 Rep Stress Incr YES M 0,55 Ho.(TL) 0,04 15 0/- 1 BCOL &0 Code #'## (Matfixt LUMBER- BRACING- TOPCHORD 2x4 SPF 240OF 2,OE(flat) TOPCHORD BOTCHORD 2x4 SPF 240OF 2OE(ftat) mas 2x4 SPF No2(ftat) BOTCHORD REACTIONS. Qb/size) 23-608fMechanical, 22=227210-3-8 (min, 0-1-8), 15=86210-5-6 (min. 0-1-8) Max UplIft23,o-767(LC 4) Max Grav22-2272(LC 1), 15-863(LC 4) FORCES. (lb) - Max, Comp./Max, Ten, - Alt forces 250 (to) or less except when shown, TOPCHORD2-3-0/3112,3-4-0/3110,4-5=-82310,5-6=-82310,6-7-2979/0,7-8-297910, 8-9-332510,9-10-332&0, 10-11--3325/0,11-12-260110,12-13-260110 BOTCHORD 22 -23= -113110,21-22-922/0,20-21--92210,19.20=0`/2080,18-19=0/2979, 17-18=012979,16-17-013164,15-16=011555 WESS 3-22-279/0,2-22-231710,2-23-0/1383,13-15-172610,4-22=-2451/0,13-16-0/117l 4-20=011949,11-16--63110,6-20--1408/0,11-17=0/278,6-19=011061,9-17-25810, 7-19=-305/0,8-17-132/630 kkw.W75 - end verticals Rigid ceiling directly applied or 10-0-0 no bracing, Except� 6-0-0 no bracing: 22-23,20-22, NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 767 tb uplift at joint 23, 5) This truss is designed In accordance with the 2012 International Residential Code sections R502.1 11 arid R802.10,2 and referenced standard ANSIrrPI 1, 6) "Semi-rigid pitchbresks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 no and fastened to each truss with 3-10d (0,131 X 3) nails, Strongbacks tel, beattached to waHs at their outer ends or restrained by other means, 8) CAUTtON, Do not erect truss backwards. LOAD CAS (S) Standard WARNNG � Peorse, lhorowitriy Wise, the of P"Wd StandId TIM, for Malefte'"d FVekXW form, V047 design Parameters and rose ibrres on — I --'s I and the EftJ• Refereme Shaer (rev, 1144) behiM her Unless otherwise slitiod on the TOO. Wry MTek comelaw isam sysil be wed lur Ves POARYE"ge"'I"), the mat on any TOO represents an acceatmor of the professional enthheoling res monweift for the of the fungle Tom defected on the TOO only, under TPI 1, The design k>" act Use of this Truss for any Subdirg; is the respore0=01t, Owner the cowun's withoi=zagent or Me builking Dosr" in the covert of the iRC, the 19C, the local reekking came wwgTCFo1n1MTkh"e , th, approval of the Too and any seat vive of the Trove, induanng sbewp. installation wa bracina, sh&# be the rosporentafty, * the Shading Desener and Contractor AN notes W our in the TOO and the {SM) pubbsiewl by TPI and SBCA we referenced for -re 'roeraf tausiorne TPl I defiftes the or"clum'A" and duri" of the There Deownvr� Tom .Xd eald ;%11— ,.:1.11U=CO To "arof in of f:'M .�Zosa Z.Vitish by a contract embed upon in wreerg by all reread Joe ed, The Tom 0 rr Engineer di NOT " ii�hg Owaipmo, W TMS system F sa for any buAd.V, AD catabifted birms am as deflated in TPI I INWAMNOLLc Scafe - I 17A 3A 11 3X4 3X4 11 3x4 3x4 it 1 2 3 4 rs LOADING (psi} SPACING- 1-0-0 CSL OEFL, in (loci Well Ud PLATES GRIP -- MT20 197/144 TCLL 40Z Plate Grip DOL 9.00 TC 0,31 Vert(LL) 0.00 7 480 TCOL 10,0 Lumber DOL 1,00 BC 0.21 Vert(TL) .0,08 6-7 >788 360 BELL 0,0 Rep Stress Incr YES WE 008 Horz(TL) 0,00 6 Tua n/a Weight: 38 to FT - O%F, 096EBCDL 5.0 Code IRC20121rPI2007 (matrix) Vn" mW� LUMBER- BRACING - TOP CHORD Structural wood Sheathing directly applied or 9-3-4 oc purtins, except TOP CHORD 2x4 SPF No,2(fiah BOTCHORD 2x4 SPF No,2(flat) BOT CHORD and verticals. Rigid ceiling directly applied or 6-0-0 cc bracing, WEBS 2x4 SPF No,2(ftat) REACTIONS. (lb/size) 8-17711tilechamcal, 6.238/0-5-8 (min. 0-1-8), 7=577/0-3-8 (min, 0-1-8) Max Grav8-201 (LO 3), 6-243(LO 4), 7-577(LC 1) FORCES. (to) - Max. Comp./Max, Ten. - All forces 250 (to) or less except when shown. BOT CHORD 6-7-0/301 WEBS 2-7-288/0,2-8--254/6, 4-6-32410,4-7=-430/0 NOTES - 1) Unbalanced floor live load$ have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about fts center. 3) Refer to girderls) for truss to truss connections. 4) This truss is designed in accordance with the 2012 International Residential Code sections R5021 1A and R802,10,2 and referenced standard ANSIrrPI 1, 5) 'Semi-rigid pitchbreakis with fixed heels" Member end fixity model was used in the analysis and design of this truss, be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards. 9 ea WA111111.10,;,,P.10— 1=1(1hf"ofW the Acknouredgernevir of Pmlfuild Standard Torms for Man. wed Noducits' farm Vial design parameters and mad a::& cm this Twin Dainfin DiVMrg front aro! the E — pe,, Speenitty ErVinety), famore v. 1 _14) Ware se,unatsa othereem stated on the TDD, War Wak Connector ptafes than be used for it, no to be vasal. As a Truax Design to the seat on " Too re nit an acceptance Of tre prohnnistinal erg "Iteanres quormaxthy for the nesum of the sought Truss derided on #to TDD only, under IN 1, The design smµtmnt 10" "'a"Menn"' SIAlabody and cout of ever Truss for any m#Ay of the oea�t, Me Ovena's auttamized agent In the Busting Deslw dI, the ecTIlext of the IRC the MC, the focal bdkenti Code =dgiR I The 'now- 11 I� notes to out to the TDD and me anooval of the TDO and any east thre T. =31m, Storage, Introustumn, and braonir shag be fire res /stay 0 the Butenng Qo$VoK WO Contractor.. AS roig,ofeenes dfitmimugConmommi Somy injunhation (SCSI) pubholhad by TPI and SOCAwe Tim Ideaft" the and d,#fn of the Truss Designer, TWO pl:r 11 ad, The Tram Design Engtrans a NOT ft SuOidiV 00199tw w Trues System Engthe" 4maer and Ituss Mamulactunis, onto" othenfaire defined by a 00fierd Agreed Wail 01 witeng by 3q parties rx ex any thiRdint; A41 capiedized terms am as muhned in TM T. VMANEEMuc copyright 0 2014 PMRW"fJ Eninftn'V, LLD, (ChJ), Ret odrc6on of this doCuflutre, in AnY pedrassken from proautid-00, I W It 4 Scale - 1:8,8 %IM LOADING (psSPACING. 2-0-0 CSI. TCLL '400 Plate Grip DOL 1.00c 0,16 Toc TCOL 10D Lumber DOL 1,00 0,10 BCLL OD Rep Stress Incr YES M 014 BCOL 5,0 Code IRC20121TPi2007 (matrix) LUMBER. TOP CHORD 2x4 SPF No.2(flat) BOT CHORD 2x4 SPP No.2(flat) VVEBS 2x4 SPF No.2(ftat) REACTIONS. (lb/size) 3-87/1-8-6 (min. 0-1-8), 4-87/1-8-6 (min, 0-1-8) Max Uplift3hs-347(LC 7),4-347(LC 6) Max Grav3=388(LC 4),4-388(LC 5) FORCES. (Ib) - Max, Comp,/Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3801355,1-2--4961496 SOT CHORD 3-4-4951495 WEBS 2-4--660/660 DEFLin (toe) Well Lid Vert(LL) file nfa 999 Veft(TL) n/a - Tire 999 Horz(TL) -0,00 3 We We BRACING - TOP CHORD Structural wood sheathing directly applied Or 1-8-6 Oc Purlins, OxcePt end verficais . SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing, 4) Truss to be fully sheathed from one face of securely braced against lateral movement (i,e, diagonal web), 5) Gable studs spaced at 1-4-0 oc. 6) provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 347 lb uplift at joint 4. 7) This truss Is designed in accordance with the 2012 International Residential Code sections R5021 1 .1 and R802, 10.2 and referenced -standard ANWPI 1, 8) This truss has been designed for a total drag load of 350 pff, Lumber DOLm(1.33) Plate grip DOL -(1,33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-6 for 350,0 plf, 9) '$emi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. —,"r,11qM�TexmvnrUliw, sp?w0"1*,W -T--r-Titk,—ti-,tened to each truss with 3-10d (0131" X 3") nails, Strongbacki. be attached to walls at their outer ends or restrained by other means, 0 mad fo'"unh" to A$rated on the Too, oty Mtek counectot plaht% Strait be mod to, thft 00 to be -460, As a Trato, DaMfiAii-Wneef p arld the 0,4 Rea;enco, sheet (rev. 1 1�14) before USCUftffts Othamt$* ft deafen of" sortie Two$ derided on the TOO ody, trodw TPI I Th,td01t0,Msroh0c entimeedrs; respore"h, for Our sea$ on any TOO reVestubt an acOrPtance Of tha PrOys"sanue rry, Whomed agent to the SuOdNQ oft'juet, in too wound ot the IRC, the VSC. the WV0 Sac stetaby and me of dos Tnear for any Bulidmi Wr the r=kWity, of the Covue" the cent shwa be the mspomirdity o her SuAdvaq Deseret WW Contraolot AN WROA W he approval of the I DO and any tWW u*0 0 the ThAW rote handov, storage, �n4tvasbon and bracing, od grutshms, of SuRdWQ component Sasety Infonhafion (Seftpubbhed by TPI and SBCAve referenced for geottal gutdance TPI I deffnes the r#%JXM*eXRit* 4m uras's at t =,ayraotr aad To" Manufacture, uruess, othefoake deened bya The Truss DmMn Entarreat is NOT the Ouffdmg D059hat Or for any MaW#V. AN ogocalche hh, we as cotheb in TPr I c—nerht 0 2014 Prothrie-Ow Emneefing, LLC, (c J) Reproduction of Uft d0cuertro, to any f0flos pro Wed w4hout witsh peno"jon from looewti-DO, Imm OCTOBER 1, 2006 2 PLY FLOOR TRUSS CONNECTION DETAILST-2PLY-SCREW Page I of 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMP ON SDSI/4x6 Or USP W 6 SCREWS KV, CONCENTRATED LOAD MAX. UNIFORM LOAt? AS PER CHART BELOW AS PER CHART BELOW 1 ** * 7 SCREWS IN TCP CHORD dot 4" o.e. * SCREWS IN VERTICAL WEB Q 4" o.C, ' TOP CHORD SCREW SPACING PER CHART BELOW AND 4V END DISTANCE TRUSS MAX. CONC. LOAD (LES) PER VERTICAL TOP CHORD MAX. GIRDER LOAD ALONG TOP DEPTH SCREW CHORD (PLF) SYR or OF SPF or HF SPACING YP or OP SPF or HF 0-9.4 3229 2450 1380 1050 1-0«0 3220 2450 4-6.0 920 700 1`2`0 3680 2800 0-14-0 552 420 1-4-0 3580 2800 1-0-0 460 350 1-6-0 4140 3150 14-0 344 262 1"8«0 4140 3150 1-6-9 346 232 1-10-0 4600 3500 1-8-0 276 210 2-0.0 4600 3500 -0-0 230 174 0-38 0-3-8 • 1) MIN4 DISTANCE OF 4- IN ALL MEMBERS, 2) GAP BETWEEN TRUSS PLYS SHALL NOT • HEADS3) SCREW • BE ON LOADED.. 4) PRE DRILL ANY SCREW THAT GOESTHROUGH 5) SCREWS SHALL NOT • IN AREAS.ELUMBER LOCATIONS6) CONCENTRATED LOADS TO BE APPLIED AT TRUSS PANEL POINT WITH VERTICAL WEB 7) SCREW .. �, • • ,Ila •a• WAfiNPNG ^ P$aase ih ty review ihs'°CtaatatiNkC`a dgemard of PrcBufM! SXatxtaad Ta IVMan aciuv P RPnR is and the DrJ ReNrttaue Sheet {rev 11-14- Castors usa.untess oth Mated on the TDQC cwtty MSTek oonnaeda faates shalt be used for flus DD SoL va$ d a Truss Neon Engineer 0 s., Spscsasy E�arra),. the sea€ on any TDO repMe.to an acCeptanct Of this prof -net rVigsaemnnp r tSxbty for Sha design of the , fe Trues deptclad on the TDD only, undo TPP R, The dasign aasvrrgatwna as ras. auttablCty and of this Tsu , W any ftutdOV is the res I oP the r, the is authorized agent of the 8uudknq 6ma er, in the context of the fRC, the $8C, tna $creat Worst watt and PP 1 The app"Nal of the TDD and any field use of the Tloss, ind ileV Poon stentgo,. vistasation and bm ang, anal las the responsibet m4 the 8u#dkv Deagtnto and Gankracah, RW miss sat eta in the Too and the es and gukttN of SufkNng C.. $n neat Safety am.ine ei {BC$q hed by TPI and SOCA are rofivenetal for general gutd yet 1 de ft Pespomekaatk s, and dutres Of dtVa ?suss Oesrfner. Thaw tadpn Engineer said Tom Manufadider, unless nthINVAae defined by a CUYdtad 49teed apart us -Mg by sitpanes dderohn t9. The T,vss Grslgn Errginaer d NOT the 8u+!tx+g [7 star ov Truces Sysirxn En&,neer.. Poe any tsaidergeit coveahztd teams are as defined kn TPI 1, Copyright 0 2014 fhoSu ld-DW ErOneving, LLC, PO), Reproduolion of dans digiVeseir to any tom to Prohibited without wre4ten Pe9haSSain tram Pto8u86d•D rJ. � a>. . , ., , e r �,i;: .,, �,� ,� ` + . o , ,� +� .. � w �; `; " y +; • � � •4 �� a 4 � a ., �, t. � � a^ � # r..r ., z � � . . Y r + k+ n r �. a a � e +i � Y. � t v 4 � 1' � t e y� � o- 1: ♦ �. x a t W � S �� � � YY � � k fi + w w .. a r w W. t r t a +t a y ., . rr r ♦ ♦ t. a w .... • • �, x. N. � r r � �� � * • tY �. i y` � a. a w • '� Xr. � is - i r a � w r e r + r • • � • » � k r + � w , a r w � �, • � T • t ♦ � • M �e d' ■ � dF Y �....�. ♦a N t y � �# �µ� � r P r W � Ft �� Y • � i w y � s � * � r v + ♦ �r � AIM � y x. � A � XIf � a se �t x i M • P e � w ' M a+. • w ♦ F w r w i � ae r ,�.. r • M r i � t � • • w n t � a a n . ♦ a + Ib � � e w . L� � 4 • '. r � • N {+ � A! � M PLACEMENT PLAN •mm,•WN•,,,.., MSS LAYOUT 15 TK SME SOVka POR FApjCAn O,4 OF TWSSCS AND VOKCIS ALL MEMOS AQ04 MC"NRAt 04 CTVKA QWMet,.•..•....^_ GamRzfda NamA9 Tkuss LAYOUTS, REVIEW ANp dPH5OUA4 Off 1M5IAYiYJ'f MVSfi Bt R£iEYYESi 9ffSJRE AAdY PAV59@3WiY.L 6C! 4V2GT. ,,.V ... D¢aieneC: ...................»W..,........,µ...,...._. brt Murphy kY Data> AAd au...,.•.W •.••»»•••• •Wrv•• ha mm "S IS A TRUSS PLACEMENT blow" MY. TAuaa f. u. dmagexiA m wM dud bu«k4arp rta xaPROBUIld _. W.wrv�_�„...._.W Mcergurcled uefa t? bwRSm§dea+mt rhm agroeifkantkm eE Rha ku hfmy dartigw,ar. Sae aw§�vaaal dcagn fhcmr..t Lar mase _ _ NodaC Vlmat B..W trona dsagro +dnnf�treA ae+ a3u q f dr . 7ria bW4d. ¢ A¢a�ar re rcaganeiak !or tea"a„N wd pw t trraauy �...m.e,....,. ....,.,............�,..................�........,. ..... of fM roof wd tbar W,”— rmd }u: fM a 9 trwewarm. Tba Aaagry afl "A f AV vt rrnr — -Rd" y MoBew. b,—, rrva4J, srd aukwxns 4 RM rcagoa ai MA4cu+g daa c. Fuc ca 'ing braavg. h "8rai:) aB guf- 4eu3act: Q.o HOMitNY A.-�.w..�..»...A� W O wpad Nytp>` . ' k irtraro 4Pom Srupa Ptmta S4i�Wa, 59$ b'pni#r!a Rrtax. FMd»on. WE 5M 79 R61.f , f lob Na.a..V_••• QH,,,FiANiRDF3. MITelly USA, Inc. 7777 Greenback Lane Suite 109 Citrus Hei hts, CA, 95610 Telephone 916/676-1900 Re: LC-CSQHPlB-L9 Fax 916/676-1909 Creekside / Quail Hollow Plan I B Lot 9 Irct sa�rvision based on the parameters provided by ProBuild - Colorado Springs. Pages or sheets covered by this seal: R47264491 thru R47264602 My license renewal date for the state of Colorado is October 31, 2017. BalLitmammomil ,or May 6,201 6i Hernandez, Marcos The seal on these drawings indicate acceptamx, of protessig-i-W engiNeering responsi)Pility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TP1 1. ' 4 t } Mgm 5-6-6 6-6.6 5-6.6 ' 2•E o ' 3.9,0 ' 3•30 2-0.0 2.8-9 6,01 r1i, 6x8 34 2x4 300 -.: US w:: 5x40 = 7x8 3 4 27 *a 6 7 628 7,,8 '= 08 = 5x12 -= 5x8 =, 26 25 24 30 31 23 2232 33 34 2135 36 37 20 19383940 78 17 3x40MT20H5 H 5x10 = 34 6x12MT20HS ="3x40 ".-' 3x6 = 4x8 ..m 48 418 = 802 MT20H5 = LOADING#, Udell TCLL 300Plate Grip DOL 415 TC 0,91 Vert(LL) },54 } } TCDL '0 11mber DOL 1.15 BC 0,80 i yr # # LUMBER- BRACING - 14 -15,13-14: 2x6 SPF 210OF I -BE WEBS 2x4 SPF No,2 is 1.25:2x4 SPF 165OF 1,5E REACTIONS. (Itilsize) 26=5424/Mechanical, 13-5238IMechanical Max Horz 26--186(LC 6) Max Uplift FORCES. (Ib) -Max, CornpjMax, Ten, -All forces 250 (to) or less except when shown, TOPCHORD 1-26--535211240,1-2--751111819, 2-3--9157/2282, 34-1119012874, 4-27-1276013292, 8-28-127W3263,8-9=-12736/3127,9-10--1274613060,10-29-9696/2321 11-29--9696/2321,11-12--487011221,12-13�--4985/1202 BOTCHORD 24-25-179217700, #30-31--1923/8118, 23-31-1923/8118, } +} •# 21-34-2749111190, 21-35=-3138/12794, 35-36--3138/12794, 36-37--3138112794, 37-38--3138/12794, 20�38-3138112794,19-20-2662/11244,19-39--2662/11244, 39 -40 -2662111244,18-40-2662111244,17-18-3019112870,16-17-2248/9696, 16 -41-1380/5905,16-41-1380)5905,15-42--158016864,14-42-163216944 WEBS 1-25-210118959, 2-25-5077/1264, 2-24--32311009, 3-24--176/837, 3-23-1136/4296, }; # 7-20---660/115, i 8-18--879/3807,9-18-2778/607, 9-17--33891874,10-17-1073/4432,10-16-3782/889, 11 -16=-126315514,11-15--34421757,12-14-164816766,11-14-1353/3#. t 43 16 418,4' 4? 300MT20HS It See 5x6.5�1 7x6 PLATES GRIP MT20 1971144 MT20HS 1481108 Weigft end verficals, w # Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) tobe connected •g #♦.. # t. Top chords connected as follows: 2x4 - I •rows staggered at 0-7-0 m connectedBottom chords connected as follows: 2x4 - I row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 m Webs as follows:0-9-0 o connections have been provided to distribute only loadis noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design, ♦ w w. ._ • r ♦ t w. a ♦. 4 x r rt •enclosed; (directional); .. and is w• • endstertical leftand fight •..^• 4': •0 plate &i♦ 001-0.60 Provide v_,rMQ20 plates unless otherwise indicated, UIS BEFORE USE. . t 7JR P.}Ca 01-7473 rev. WARN#NO < y dastUn peramar#r# }rrd D NOTES ON'ai45 AND tNC&UDED iEK REFERENCE E Destro vakd for use only with WekQD connector, This design is pored any upon parameters shovmx and as for an individual bvftding component, not a truss system. Before use, The building designee` must verify the app6eaf>lgty a€ design pa a ete s and Proge y nco pcaata this design into the overt aft buildhg design" Bracing `indicated is to prevent buck' at "individual truss rib arndlor chord rrrenrbers only. Additional ie ary and permanenbracing is always required for stabl5ty end to prevent colopse Win possdbie penonai injury and property da e. For general guidance regard'aag the tabricafion. storage,. delivery, erection and bracing of trusses and truss systems, see ANSR/tPtt Qae�nBey Criteria, OSS -B9 and SCSI building Component 9afey fntormatton ovoifobte from Truss plate institute,. 218 e7, Lee Street, Svim 312. Atexanctria� "A 223# C Iry RI A • M Affe' 7777 Greenback Lane 1D:RKHiVGbHtZVqnQ 3S 2oGTJ yK HS��-02dZRYhpwEGLOLIXNScuzyJxk$$CNGyvi(j3aezj NOTES - 7) Plates checked for a plus or minus 5 degree rotation about its center, 8) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loOdS. 9) * 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, 10) Refer to girdens) for truss to truss connections, 11) Provide metal plate or equivalent at beading(s) 26, 13 to support reaction shown, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uptift at jointia) except (A -1b) 26-1226, 13-1257, 13) 'Semi-rigid pftchbreaks wfth fixed heels" Member end fixity model was used in the analysis and design of ths truss. 14) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 15) Hanger(s) R«.. connection device(s) shall be provided sufficient to support concentrated loadis) 1059 to down and 273 to up at 8-8-0, 290 lb down and 128 lb up at 10-6-1, 290 to down and 128 to up at 12-6-1, 290 to down and 128 111 up at 14-6-1, 290 lb down and 128 lb up at 16-6-1, 290 Its down and 128 to up at 18-6-1, 277 to down and 122 lb up at 20-6-1, 277 to down and 122 lb up at 21-8-12, 277 lb down and 122 to up at 22-11-7, 277 lb down and 122 lb up at 24-11-7, 290 to down and 128 in up at 26-11-7, 290 Ily down and 128 tb up at 28-11-7, 1059 lb down and 273 to up at 30-8-12, 342 lb down and 129 lb up at 39-6-4, and 160 [b down and I 10 lb up at 41-6-4, and 159 lb down and 106 lb up at 43-6-4 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber increase=1. 16, Plate Increase -1.15 Uniform Loads (pit) Vert: 1-2-96, 2-3-96, 3-8--96,8-9--96,9-12-96,15-26=-14,14-15=-14, 13-14-14 Concentrated Loads (to) Vert: 24-1059(8) 18-1059(8) 30--275(8)31--275(6)32=-275(6)33=-275(8)34--275(B) 35= -261(8)36 -.261(6)37= -261(8)38 -261(B)39 --275(B)40--275(8) 41-342(B) 42-130(8) 43-130(8) -- ----- ---------- - ---- -- , WANNeve. garry dessign penmeatm and READ NOTES ON THIS AND INCLUDED AMEX REFERENCE PAGE MY -1473 rev, IWMQIS BEFORE USE Design valid for use only Wfh foireleSs connectors. This design is based onty upon parameters shown, and is for an Individual building component. not a truss system. Sefore use, the building designer must vents, the opieficabifity of design parameters yind properly incorporate this design into the overall Ic building design. frocing indicated is to prevent buckling of indivouol truss web and/or chord members only. Additional temporary and permanent old ing is amssys required for stoplify crud to prevent coffyipse Win possibie- personal Intury and property damage. Par general guidance re lordir)S; the ANSI/Ti'll Gossipy cifferjo, milf-trit end 8C$I Solitaire Component 7777 Greenback fabrication, storage, delivery. erection and bracing of trusses and truss systems, see 1Lane I surte 09 Safety Informattion ovoiloble from Truss Plate institute, 218 N. Lee Street, Suffe 312, Alexondflo, VA 22314, j Crisis a _x_H#jgt4__CA_9§ 4 -s -V 4-1.4 Z-ra-u as -j. a-r•a a-+ a c-�.-.< ., w ._ .. _ 6-0012 2X4 11 5X10 c- 34 3X6 m= LUMBER - TOP CHORD 2x4 SPF 1550E 1.5E *Except* 1-3, 2x4 SRF No.2, 8-9: 2x6 SPF 2100F 9.8E SOT CHORD 2x4 SPF III 'Except' 1-19: 2x4 SPF 1650E 1.6E BS 2x4 SPF No.2 REACTIONS, (Iti/size) 26-2486/Mechanical, 13=2486/Mechanical Max Harz 26-248(LC 0) Max Uplift 26-169(LC 12), 13-160(LO 12) 3 a5_ WOMT20HS R 9. 6X6 == ;�LATES GRIP MT20 1971144 MT20HS Weight: 254 Its FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10-8 oc purfins, except BOTCHORD Rigid coiling directly applied or 2-2-0 oc bracinq WEBS I Row at M !. 1-26,2-26 recommendsll * required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) -Max, Comp,/Max, Ten. -All forces 250 Qb) or less except when Shown, TOPCHORD1-26-2454/350,1-27=-1903/323,2-27-19031323, { 3-4-3607/548, 4.29--40471596, 29-30--40471596, 5-30-40501595, "-43281611, 6J-4328/611, 7-31-4328/611, B-31-43281611, 8-9-46241651, 9-10-46761633, 10-32--3612/509,11-32-3612/509,11-33-14101235,12-33--14101235, 12-13--24401335 BOTCHORD24-25-42311903, 23-24-58413257, 22-23--68413257, 22-34--54113183, 21 -34-64113183,21-35--62314047,20-36--623/4047,19-20--586/4066, 19 -36--586/4066,18-36-586/4066,17-18--65714706,16-17--501/3612, 15-16-29311986,14-15-348/2336 WEBS 1-25--39412958,2-25=-2214t353,2-24--28612137 *a« 4-21--19511444,5-21=-1021 8-18-176/1338,9-18-1404/234, 9-17--10961188,10-17-220/1549,10-16=-1642J268, Unbalanced11-16­3031236711-15-1221/215,11-14-11221176,12-14-33112646 NOTES - roof live loads have been considered for this design, a w * w w 7)- 1 his truss ties been design Tor a Itsm fouis fit between the bottom chord and any other members, with BCDL = 7,Opsf. 8) Refer to girder(s) for truss to truss connections, NVARN;NG - versify deWS, Paramalara and RE Norex, am Tell ANA iNCLUAEA 4#r,EK REFERENCE PAge 4fN•T473 tae+: f"11015 BEFORE USE. Design valid for use gnfy Mth Mirekt6 connectors, the design is based only upon parameters shown, and is tar an indivicluoI bultding component, not o truss$ system before use the buliding designer rrwst verify the apmcabity of desfgri parameters and property incorporate this design into the overalt buriding design, f eactng indicated is to prevent buckling eat individual truss web and/or chord mernbers anty' Addltlancat temporary' and permanent kxacsr is atvaaYs regerked for stabitfty and to prevent eolopse with pcssibte personat infury and property dam. For geneeai guidance regarding the fabrtcatkan, storage defiveN, erection and tracing of trusses and truss systems, see ANSU 11 Qua r Cv# ASST and SCSI 4u#dtn0 ComPaetaret Safety Infarmaftan ovaikilde from Tuns Iinstitute. 218 K Lee Street, Suite 312, Alexandria, VA 2231.9. 1 7777 Greenback Lana.. F21 10 26 25 24 23 22 34 21 35 20 1936 19 17 16 3x10 fe9T20HS Ii 64= 3x1#7 M'S20H5 '."-; 3X8 300 -= Wit =-" 3x10 -=:.. US 5 = 3X6 -.: 6x92MT20HS'-=. F__. ���1. �_w...�m�.•.v.{_i1:.�-�_.{._..._3^11 �:__w...f .".. -- .. �.,�.._.��ml:�_ _..._.�.-.�:�,.�� � .."_w{.__.. Plate { lisets CX j3 Q 3 Q O i_t A,(&w4 S it t7 1 7j j1Q 0 C 4 j i 3 0 8 d 6 ----- . Q i 3j 16 U 3 i? i7j (i 7Mt 3 E Q 1 _. � LOADING (I SPACING- 2.0-0 CSI. DFL, in (Ioc) Tided Ltd TCLL 30.0 Plate Ono DOL 1.15 TO 0.73 Vert(LL) -0,36 20 >999 240 TCDL 16:0 Lumber DOL 1.15 SC 0,98 Vert{TL) -0.63 18-20 >661 180 BCLL 0,0 " Rep Stress Incr YES 0,89 Horz(TL) 0.18 13 ata me BCDL 7.0 Code IRC2012ITPI2007 ( (Metrix -M) LUMBER - TOP CHORD 2x4 SPF 1550E 1.5E *Except* 1-3, 2x4 SRF No.2, 8-9: 2x6 SPF 2100F 9.8E SOT CHORD 2x4 SPF III 'Except' 1-19: 2x4 SPF 1650E 1.6E BS 2x4 SPF No.2 REACTIONS, (Iti/size) 26-2486/Mechanical, 13=2486/Mechanical Max Harz 26-248(LC 0) Max Uplift 26-169(LC 12), 13-160(LO 12) 3 a5_ WOMT20HS R 9. 6X6 == ;�LATES GRIP MT20 1971144 MT20HS Weight: 254 Its FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10-8 oc purfins, except BOTCHORD Rigid coiling directly applied or 2-2-0 oc bracinq WEBS I Row at M !. 1-26,2-26 recommendsll * required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) -Max, Comp,/Max, Ten. -All forces 250 Qb) or less except when Shown, TOPCHORD1-26-2454/350,1-27=-1903/323,2-27-19031323, { 3-4-3607/548, 4.29--40471596, 29-30--40471596, 5-30-40501595, "-43281611, 6J-4328/611, 7-31-4328/611, B-31-43281611, 8-9-46241651, 9-10-46761633, 10-32--3612/509,11-32-3612/509,11-33-14101235,12-33--14101235, 12-13--24401335 BOTCHORD24-25-42311903, 23-24-58413257, 22-23--68413257, 22-34--54113183, 21 -34-64113183,21-35--62314047,20-36--623/4047,19-20--586/4066, 19 -36--586/4066,18-36-586/4066,17-18--65714706,16-17--501/3612, 15-16-29311986,14-15-348/2336 WEBS 1-25--39412958,2-25=-2214t353,2-24--28612137 *a« 4-21--19511444,5-21=-1021 8-18-176/1338,9-18-1404/234, 9-17--10961188,10-17-220/1549,10-16=-1642J268, Unbalanced11-16­3031236711-15-1221/215,11-14-11221176,12-14-33112646 NOTES - roof live loads have been considered for this design, a w * w w 7)- 1 his truss ties been design Tor a Itsm fouis fit between the bottom chord and any other members, with BCDL = 7,Opsf. 8) Refer to girder(s) for truss to truss connections, NVARN;NG - versify deWS, Paramalara and RE Norex, am Tell ANA iNCLUAEA 4#r,EK REFERENCE PAge 4fN•T473 tae+: f"11015 BEFORE USE. Design valid for use gnfy Mth Mirekt6 connectors, the design is based only upon parameters shown, and is tar an indivicluoI bultding component, not o truss$ system before use the buliding designer rrwst verify the apmcabity of desfgri parameters and property incorporate this design into the overalt buriding design, f eactng indicated is to prevent buckling eat individual truss web and/or chord mernbers anty' Addltlancat temporary' and permanent kxacsr is atvaaYs regerked for stabitfty and to prevent eolopse with pcssibte personat infury and property dam. For geneeai guidance regarding the fabrtcatkan, storage defiveN, erection and tracing of trusses and truss systems, see ANSU 11 Qua r Cv# ASST and SCSI 4u#dtn0 ComPaetaret Safety Infarmaftan ovaikilde from Tuns Iinstitute. 218 K Lee Street, Suite 312, Alexandria, VA 2231.9. 1 7777 Greenback Lana.. NOTES- « Provide .. iconnection (by others) of • bearing i . -. able of withstanding 1001buplift« t 4 W 11) Graphical "i «: f does is depict or the orientation of the purfin along i « and/or bottom chord, WARN7NO . vwwy design parameters grad READ NOTES ON IMS AND INCLUDED AWTEK REFERENCE PAGE 01.7473 rev. 1"24015 BEFORE USE. Deegn valid for use onty wth hIsTe , connectors, this design as based only upon parameters shown, and is tar an ord Aduoi briding component, not a truss system. Before use, the building designer must verity She appticataility of design parameters and proses4y incorporrate this design into the over'aid b0dlrg design. Brochg indicates! is to prevent buckSng of individual truss web and/or chord me ers only, Addifionai ternpporan, and p hent bracing is oiwoyi regvited Per stability arra to prevent collapse wth passible penond iniury and proPadY damage. For general guidance regarding the faicheatksn, storage, delivery, erection and bracing of tresses and truss systems. sea ANSI/TPUT Quality Weida, D$e-aS and SCSI #uNd9ng Component 7777 Greenback Lane Safety inavailable totmaflon ham 7rvss P#ate institute:. 268 N, Lee Street. Sute 312. Mexondria, VA 2�3t a. Suite 909 Sal 109 �x 2-8.0 5-4,0 .__ 11.4-8 1400 _19.8.12 .-__ »._.....,25.5-8 8•'i•S 34-8-a 4i}49� ...,....... '� .w...,,.. 2 8 0 a•�4-ii m 6-0-0 2.8-0 $ _ : 5•&13 5.812 2-&0 0 6-5-0 __.. 6-50 # 4- 5x10 20 11 8x12 MT20HS 5x10 "-"• 25 24 33 23 22 2134 20 W2 MT20HS = 4x8 - 4x8 = 3xm MT20HS --3x10 Us =" 35 18 i$ 57 36 18 37 8, 1 -3xlttMT20HS 11 5 .w 3x50 = US = 4x8 '= 6x8 6x52 MT20HS = Y f ! .. j •. i4 f R r R Y a w aK # Ks- R+• a e a a s *. a r a s.r s , i TCLL 30,0 plate Grip DOL 115a r A TCOL 18,0 Lumber :;. 1,15BCLL (Lo Rep Stress Incr YES r* Y a* BCDL TO Code IRC2012ITP12007 s * x yi a Y .i i ':i 'K • k. K i i { Kr ♦ ♦a '.rr •rre. R r R r. a r # YY - i.♦ K. Y .. i. '.Y • M y. 1 ^ Y: r Y i... " S i... • .. K Y Ki.. i � .., .: '" ..K a ":. a .i : s` k ,� Ma) KR K d1 f rt !•. - Ka *!!"'i %♦ trt Yi Yi - w -w. i^ ^K ♦ f ! K rte w:F i.t Y Y " ae t �� � w.. e• K.."K e rt # a aY rtw i Y e : r : { � � ..a b rt ♦ w 4" i y 7777 Lane .., Y•' x: • Y.. .,. a ♦ *...e*GrftnbaCk sufte 109 Cftrus HeiaMs, CA 95610 NOTES- 9) Providemechanicalof truss to. plate0r uplift at jointle) except 0-lb)25=158,13=161, 10) "Semi-rigid pdcht>reaks with fixed heelV Member end fixity model was . analysis WARWND , Verify design parameters and READ NOES DN THIS AND INCLUDED AS7EK REFERENCE PAGE AW -1473 rev. 1"V2015 BEFORE USE, design vaild for use army Win torlat,& connectors This design is based onty upon parameters shows), and is for an individual building component, not a truss system. Before use the building designer must vents, Ina oppticobitty of design parameters and Property incorporate this design into the overall Nil' building design. Br acing inr icated is to prevent buckling of trdividtaai truss vrele and/or chord members onty. Additional tempocxry and perr rnent bracing �MiTek" Is olways required For stabttty and to prevent cot rpse with poss3bfe personal intusy and Drape l y damage, For general guidance regarding the fabrication, storage,, delivery, erection and bracing of trusses andtruss systems, see ANSM11 QuatSy Cv#erta. OSS -99 and SCSI building Component 4 7777 Greenback Sana Safety tatotmation avorrtabie from Truss Plate institute. 218 K Lee Street Suite 312, Aresandria. VA 22314. sets t#39 Citrons hedatas. CA 96 +1' 12 3-10-4 t5.0 -u Z -6-u 0-1-0 Z -*-V 1— F m-„ - - - - Sxe 5X10 -=' 11 ,� .. 5x10 - e..m. _ __ _. ,_ exe 25 24 23 33 22 21 20 34 3X90 MT20HS i! 4x8 == 3.Xe 3X10 MT20HS='= 4x6 = 3x10 LOADING (psf) 4 SPACING- 2-0-0 CSI. TOLL 30.0 Plate Grip DOL 1.15 TC 0.91 TCDL 18.0 Lumber DOL 1.15 BC 0.55 BCLL 0.0 " Rep stress Incr YES WS 0^97 BCDL 7.0 Cade IRC2012tTP12007 (Matrlx•M) t3 Q4i3Oj.i5ti44t}7Ij[16Q38Q:2• DEFL. In (loc) LUMBER - Vert(LL) -0,2616-17 TOP CHORD 2x4 SPF No,2 *Except* Vert(TL) -0,6016-17 3-4,5.8.2x4 SPF 1850E 1.5E, 7.9: 2x4 SPF 2400E 2.OE BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 19 9a 17 36 1e 3e 4X6 Mw axe - 4X6 . 3x10 MT20HS 1481108 Vgeight� t Rigid ceiling directly applied or 2-2-0 a Row at midptt t3 Q4i3Oj.i5ti44t}7Ij[16Q38Q:2• DEFL. In (loc) Well Ud Vert(LL) -0,2616-17 >999 240 Vert(TL) -0,6016-17 >901 180 Horx(TL) 0.15 13 We nta 2 9 15 6X$ fueffrIF 6.12 MT20HS It i PLATES GRIP MT20 1971144 MT20HS 1481108 Vgeight� t Rigid ceiling directly applied or 2-2-0 a BRACING- TOPCHORD Structural wood sheathing directly applied or 2-g-10 OC PurIM, except end verficals, a #. t BOTCHORD Rigid ceiling directly applied or 2-2-0 a Row at midptt Weis recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance « « REACTIONS. Max Horz 25=328(1-0 11) Max a FORCES,aComp,/Max,a. t a .p. when shown, TORCHORD 1 -26 -1764/288,2 -26-16091309,2-27--23391391,3-27-2195/424,3-28--29991518 :# 7-30--34941583, 8-30-34971582 8-31--28831504, " 504, 0 0 # BOTCHORD 24 -25 -3431278,23 -24=-48611597,23-33=-608/2115,22-33--508/2115,21-22-609/3 17 -18--697/3504,17-35-47512883,16-35--47512883,16-36--248/1340, 15-36--248/1340,14-16--30011573 WEBS 2-24--14871240,2-23-9511054,3-23--790/124, 3-22-22511595,4-22=-12361216, t t6-20--618176, 6-19--21811621, 7 -19 -14421266 10 -14=-16111249,11-14-105/355,1-24-2$3/2134,12-14-34012122 I NOTES - 1) a k a.. « ♦ R a fit «„- a• •.>« .. a»«♦ ##« «. «a as _ a' . :... «: ## «' betweenbottom other members, with BCDL7.0psf 8) Refer to girder(s) for truss to truss connections, WWW=hl L -f”, "O'Stileiff ivitasteirting 100 to uplift at loinfis) except fit -lb) 25-`156, WARNINO. V&oy dissIgn gamossews and READ NOTES ON TMS AND INCLUDED AVTEK REFERENCE PAOE MIP1473 rwx. 10,011015 BEFORE USE.. Design valid for use only v lith WTek6 connectors. This design is based on+y upon parameters shaven and is for an individual WIdiog component not a truss system. Beforeuse, the buRding designer must verify the appiicob+rrty of design parameters and property incorporate this design Bata the overaii butding design. Bracing aidicated is to prevent buckling of individual truss web and/or chord members only. Addifionai temporary and permanent braciru,7 is dways required for stability and to prevent caflopse ursth possible personal injury and property dornotles, For general guldonce regarding the ta#aricatian, storage, dtelivery,erection and broc'sng of trusses and truss systemssee ANSI/TFII giset t, Cefer st, O$Ir-89 and SCSI Building Component Satish, Inforreaibn available horn Truss Plate Insift la 246N, Lee Street, Suite 3iZ Mexandria, VA 22314. • ♦M NOTES- 10)"Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11 Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. ,&WARAONG. NOTES ON TWS AND INCLUDED ACITEXREFERENCE' PAGE ffwwlnw. 1"3101S BEFORE USE Design valid for use only with Woes connectors. This design is based only upon poramet m. sho", and is for on individual building component, not tacoiporate Los design into the overall PiTe a truss system. Before use, the building designer must yroily the opplicabifity, of design parameters and properly 40iding design. faischri indicated is to prevent trucirfing of individual truss web and/of chord members onity. Additional temporary, and Permanent brocing M k is ohNssys, required for stability and to prevent calkspseWth possible personal Injury and property damage, For Wenst guidance regarding the 7777 Greenback Lane fabrication, siourge, defivery, erection and bracing offrusies and truss systema, sea State 109 Safety information avoijobse, from Truss Plate Insfoule, 218 K Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heiahts, CA 854 SX6 = 5x1ss == 5x10 = 26 25 35 24 23 22 21 20 19 18 36 17 37 16 38 05 6xe = 5x6 = 3x14 3x00 MT20HS Il Ake ,-. 3x10 NIT241-1= 3x00 == 3x70 MT20HS `= 5x6 = 8.00 (12 300 LOADING (psf) .. SPACING- 2-0-0 CSI, DEFL, In (Ioc) I/de __...Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.24 19 >999 240 MT20 197/144 TCDL 16.0 Lumber DOL 1.95 BC 0.83 Vert(TL) -0,6417-19 >999 160 MT20HS 1481106 BCLL 0.0 Rep Stress Incr YES 0,70 Holz(TL) 0.13 13 n/a n/a BCDLV _.7� Code IRC2012JTPI2007 u {Matrix -M) Weight: 325 At FT =0% LUMBER- GRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 3-4: 2x4 SPF 1650E 1.5E end verticals, and 2-0-0 cc purftns (-2-0 max.): 3-4, 5-6, 7-11, BOT CHORD 2x4 SPF Ne.2 BOT CHORD Rigid ceiling directly applied or 8-1-3 cc bracing, BS 2x4 SPF No.2 WEBS 1 Row at midpt 2-25, 3-24,4-22, 4-21, 6-21, 7-20,7-19,6-17, 10-16„ 51-16, 11.14, 12-13 MtTek recommends that Stabilizers and required cross bracing be installed during truss erection In accordance with Stabilizer q InatgElation REACTIONS. (Ib/size) 26=2466/Mechanical, 13-24861Mechanical Max Herz 26=362(LC 11) Max Uplift 26--156(LC 12), 13=-163(LC 12) FORCES. (to) - Max. Comp./Max. Ten. - Ali forces 260 (ib) or fess except when shown. TOP CHORD 1-27-20791304,2-27--19641333,2-28-2637/420, 3-28-2419/449,3-29--2807/518, 29-30=-28071618,4-30--28071518,4-5=-2985/581, 5-6=-25991529,6-7-3009/574, 7-8--30401540.8-31-28661523, 9-31--28661523,9-10--2866/523,10-32-22321452, 11-32-2229/453,11-33--906/281, 33--34-936/262,12-34--1012/253,1-26-2447/354, 12-13=-2445/370 BOT CHORD 25-26=-335/285, 25-35-48211904, 24-35--48211904, 23-24--47512276, 22-23=•47512276, 21-22=-53212652, 20-21--46612616, 19-20=-527t3039, 16-19=-47672663, 18-36=-47612663,17-36=-476/2663,17-3737312240,16-37=-37312240, 16-38-21611136, 16-38=-216/1136, 14-15--26111340 BS 2-25-12741216, -24--39/729, 3-24=-456175, 3-22--170/1168, 4-22-963/198, 4-21--872/216, 5-21--21211046, 6-21=-325/212, 6-20=-246/1385, 7-20--1619/300, 7-19=-305/114, 8-19=-87/452, 8-17--914/211, 10-17--192/1191, 10-16--16211299,U r° * 11-16-289/2052,11-15=-6521171,11-14-1198/161, 1-25--26912199,12-14-27912020 tier NOTESS- 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-133mph (3 -second gust` V(IRC2012)=105mph, TCDL-10.8pst, BCDLe4.2psf; h-15fI; B=45ft: L-2411; eave-6fi; 3 "17 Cat. II, Exp C; enclosed, MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-8-0, Exterior(2) 10.8-0 to 13-8-0, Interior(1) 16-8-0 to 19.4-0, Exterior(2) 20-1-8 to 43-10-0, Intertor(1) 43-10-0 to 45-4-4 zone; cantilever left and right exposed , IV s end vertical left and right exposed.C•C for members and forces tt~ MWFRS for reactions shown, 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) All plates are 3x6 MT20 unless otherwise Indicated. d� * *°*•***** 6) Plates checked for a plus or minus 5 degree rotation about its center. /i i» 7) This truss has been designed for a 10.0 psf bottom chord live toad nonooncurrent with any other live toads, 8) * This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with B DL = 7.0psf. May 6,2016 Continued on a e 2 WARIONO • VOW rY*sfgo pararmetem and READ NOTES ON TMS AND INCLUDED WrEK REFERENCE PAGE AVI.7473 row. 1AV14015 BEFORE USE. y !Design votid for use onp Imth Mi7eM connectors. This design 1s hosed ortly upon ruxameters shown, and is for on individuoi burisding component, not 33 o trust system, Before use, the building designer must verity the opplicobility of deng n poromenns and properly incorporate the design into the overoti building design, Bracing indicated is to prevent bvcs;fing of individuof truss web and/or chord members only. Addi ionsat temporary and ea ni brocing 1 tC is oWoys required for stab9(ty end to prevent coNopse Win possible personot injury and property donesge. for generol guidance regarding the foblcolion, sloroge, detivery, erection and bracing of trusses and truss systems, see ANSWU Q*aBly CAb ata. 45889 and SCUSulitfingComponerd 7777 Greenback Lana Solely information ava robte Siem Truss f late finstifvte, 218 N, Lee Street Suite 312, Alexarx&ia, VA 223/4. Clink! 069 NOT Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) except (ft -lb) 26-156, 13-163, 11) "Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 12) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, WARJWNG. Varifydirstoriparm"fern and READ NOTES ON Ties AND INCLUDEONTEK REFERENCE PAGE &W4413 rte. I&WIMS BEFORE USE. Design voild for use only Mh miles* connectors, This design is based onty upon parameters sbo\kn, and is for an indrAdvol budding component. not s: truss system. Before use, the building designer surer verify the oppkabitty of design poranneters and property hcorporote fK4 design into the overall budding despin, lihohng hdicated Is to prevent buckling of individirof truss w*b and/or chord members only, Additional fempotary and pern-rarrent bracing is otvays required for stalaffly and to prevent cogopse with possible personal infury and property domope, for generof guidance regarding the 7777 Greenback Lane foadr:relon, storage, delivery. erection and brocing of trusses and see ANSVTftlQuoMyCrOodo,D$B-g1and $C$IfivgdWgCOmPO"ent suite 109 Salety information ovaitabre from Truss Plote rnsfituhs, 218 N. Lee Street, Suite 312, Arexondkir VA 22314, Crinis HiriGhts, CA 9$ 3x4 I� 5X8 MW 4x6 1X3 12 axe 30 13 Ste 1�' 4s6 23 29 14 € juga so28 27 26 25 24 38 23 22 39 21 40 20 1941 is 42 17 16 exe 3x4 wa 4X6 US 3x10 == 4s6 2x4 8i Us = and Utz LOADING (psi PACING- 2-0-0 Cu DEFL. in (toe) Well Ltd PLATES GRIP TCLL iIo'oPlate Grip DOL 1,15 TC 071 Vert(LL) -017 20-21 >999 240 MT20 1971144 78 Lumber DOL 1.15 SC 0�68 TB,C,LL 0�'o - Rep Stress Incr YES WB 075 Vert(TL) -0,37 Horz(TL) 0.09 20-21 >999 180 28 Fps Firs 325 to FT - 0% BCDL TO Code IRC2012ITP12007 (MatrixM)Weight: LUMBER. BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 Go purlins, except BOT CHORD 2x4SPF No,2 end verticals, and 2-0-0 oc puffins (3-1-7 max,): 6-11. WESS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing, Except: 6-0-0 do bracing: 26-27,25.26 9-9-7 Go bracing: Zia -21. WEBS 1 Row at midift 4-26,6-25,6-23, 7-21, 6-20,10-18,11-16, 12-15,13-28 M1Tek recommends that Stabrtazers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTJONS» (lb/size) 26=3328/0-5-6,27=4710-5-8,28-2259/Methanioat Max Harz 27-421 (LC 11) Max 1lpltft26-234(LC 12), 27-166(LC 24),28--145(LC 12) Max Grav 26-3422(LC 17), 27-122(LC 9), 28=2259(LC 1) FORCES, Max, Combi'Max, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 2-3-3141749, 3-4-2771889,4-5-12651276, 5-30-18351366,6-30--17351411, 6 5-31-2151/472, 31-32-2151/472, 7-32-21541471, 7-33--2299/489, 8-33-2299/489, B-9-22991489,9-34-22991489,10-34-2299/489, 10-35-2062/465,35-36-206014K 11-36--2058/466,11-37-.1148/374,12-37--1237/332,12-13--935/240,14-28--2259`/284, 13-14--22421320 BOTCHORD 26-27=-459/94, 25-26-7541215, 24-25--264/1100, 24-38-264/1100, 23-38-264/1100, 22-23-30911644, 22-39-309/1644, 21-39=-309/1644, 2140-36412201 20-40--36412201, 19-20--335/2050, 1941-335/2050, 18-41--33512050, 18-42-24211348,17-42-242/1348,16-17=-24211350,15-16--231/948 WEBS 2-26--529/186, 4-26-2986/479, 4-25--341/2393, 5-25- 1603/2 79, 5-23-81/1025, 6-23-757ti 18, 6- 21--155/1216, 7-21-9631187, 7-20--36/346, 8-20-5851125, 10- 20--701551, 10-18--1136/216, 11-18 -186/1436, 11-16-1402/168, 12-16-108/902, 12-15- 1332/258, 2-27-3021535, 13-15--263/1966 NOTES - 1) Unbalanced roof live loafts have been considered for this design 2) livint: ASCE 7-1f;Ytift-133triph (3­s;a-c*hV,8,vst) 1stIRC2112)-1*5mtits: TOK-1 ItI, sf;,9C#L=4,2�sf; X-151ti; kl=45r," L-24ft,�e?ve-u, Cat, it; Exp 0; enclosed; MWFRS (directional) and C -C Extenor(2) 0-1-12 to 3-1-12, Interlor(l) 3-1-12 to 19-4-0, Exterior(2) 19-4-0 to 48-4-15, Interior(l) 48-4-15 to 5144 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1,60 3) Provide adequate drainage to prevent water ponding. -1) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other five loads. ,&WARNING - IwIFirdesfairparameters, and READ MOTES ON 00AND INCLUDEVAUTEK REFERENCE FADE AW7413rerr.1""OISSEFORE USE Design vapid for use onty Win Mlees connectors, This design 4 based only upon parameters shovm, and Is for on individuct building Component not a truss system Before use, the building designer must verity the applicability of design parameters and property incur urate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stobffify and to prevent cofforrus ;kith posolute personak injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIAPIT Qrsaffly CrItodor D&S.&I and SCSI Starting Component So" Information avolicitute from Truss Plate frisfituns, 248 N, Lee Street, Sulte 312,, Alexandria, VA 22314, NOTES- 7) been designed ..d live .. of t as a as • chord .. s 3-6-0 te2-0-0 ♦. between bottomchord other members, with •~ = 7,Opsf, 8) Refer to ginder(s) for r Provide mechanical connechon (bya of s bearing plate capable of t a. aR lb uplift at joint(s)Tp. ♦ .6 WA NG - Vardriedesfgn panmetars and READ NOTES ON VIS AND INCLUDED AVEX REFERENCE PAGE ANf 7477 rev. 101=2014BEFORE USE, Design valid for use only with MttTeRtli connectors The design is based ants, upon parameters shown, and is for on indCv duct building component not a truss system Before use, the buakkng designer must verity the opppicatuRty of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buck5ing of individual truss web and/or chord members only, Additional temporary and permanent bracing is uhvoys required fest stabtity and to prevent cotiopse with possible personal injury cmd property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, detdvery, erection and broc ng of busses and truss systems. see ANSUTFI4 Qedl y Cribedo, DS8.84 and 6CSi de#ding Component q Suite re Scattily WfwmoHon avoikrbie from Truss Hate Institute, 218 K tee Street, Suite 312, Alexandria, VA 22314, I l`rdtYla FtBOW. Scale - 1,100"! 6x6 2w4 5)(10 7 97 8 78 9 10 2936 11 31 24 23 22 21 33 20 19 34 Is 35 17 10 15 .1 14 Ulu 08 3x10 = 6x12 MT20HS ^ w LOADING (PsP SPACING- 2-0-0 CSL DEFLIn (Ioc) Well Ltd PLATES GRIP TOLL 30L0 Plate Grip DOL IAS TC 019 Vert(LL) -0,42 14-15 >999 240 MT20 197/144 TCDL 18,0 Lumber DOL 1,16 SC 0.90 Vert(TL) 47114-16 >716 180 MT20HS 148/108 8CLL 0,0 Rep Stress Incr YES Aa 0,91 BCDL 7,0 Code IRC2012fTP12007 {Matrix M) Horz(TL) 0,09 14 We n/a Weight: 304 to FT - 0% LUMBER- SPACING - TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied of 2-2-0 oc puffins, except SOT CHORD 2x4 SPF No.2 end verticals, and 2-" 00 purlins (2-11-8 max,): 7-11. BOTCHORD Rigid ceiling directly applied of 10.0-o oc bracing, Except: VVESS 2x4 SPF No.2 6-0-0 oc bracing: 23-24,21-23, VVEBS I Row at midpt 5-23,6-21, 7-20, 8-18,10-17, 11-15 2 Rows at 113 pis 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stailzer at lnsipfation guide REACTIONS, (lb/size) 23=3212/0-5-8,24=35310-", 14=2274/0-" Max Harz 24=473(LC 11) Max Uplift 23-223(LC 12), 24=-68(LC 12), 14--146(LC 12) Max Gras, 233323(LC 17), 24-368(LC 21), 14-2389(LC 18) FORCE& (tb) -Max, Comp,/Max. Ten, - Ali forces 250 (to) or less except when shown, TOPCHORD 3-4--2881735, 4�5-251/771, 5-6-1601/318, 6-26-2016/395,7-26-1887/452, 7-27--20691490,27-28-207IM9,8-28-2071/488,8-9=-2069/488,9-10--2069/488, 10-29-20421487,29-30=-204lf487,11-30=-2040/488,11-31-1760/440, 12-31-1854/398, 2-24-4201205, 13-14-2671134 BOTCHORD 23-24--399tl 17 22-23-6231187, 21-22-6231187, 21-33--274/1411, 20-33--27411411, 19-20-292JI 791, 19-34 =-29211791 , 18-34--292/1791, 18-35=-314/2043, 17-35-314/2043, 16-17--24011574 , 15-16--240/1574, 15-36--22211129, 36-37=-22211129,14-37-222/1129 WEBS 3-23-4341172, 5-23-29441466, 5-21-322/2379,6-21-13491255 6-20-29/724, 7-20-472178, 7-18-112/869, 8-18-6811159,10-17-8751181,11-17=-1551IG83, 11-15--6961119,12-15=-3611023, 3-24-303/382,12-14-2317/330 NOTES - 1) Unbalanced roof live loads have been considered for this design, 4ft, eave, i nis Full ss nas Feeif I 0*13%rlol far 4 it so Rev N i 41717U941, fit between the bottom chord and any other members, with BCDL 7,Gpsf, ,& WARNING . Veriffy on tepansittent and READ NOM ON INS AND iNcLuoEo, wrEK REFERENCE PAGE Am7473 rev, 10034015 SEPORE USE. Design rutflal for use a* with "TekO connectors. This design is based onty upon parameters shown, and Is for an inrividuar building componeni, not a truss system. Before use, the burdiog designer must vidify the applicabilly of design rovarneims and property incorporate this design Into the overall bv4shrig design, Bracing Lndicated is to prevent buck" of Individual truss wets and/or chord members sour. Additional temporary and permanent bracing is always required for skiteffity and to prevent collapse Win possible personal injury and property don'090. Fol general guidance regarding the fabrication, storage, deriv", erection and bracing of trusses and truss systems, see ANW?n Quality Csffmnt. DS9-89 and SCSI Buffifilln; Component SaletYlifformatiren ovaik bte f o T use £kite rstdiufe, 2t$ N. Lee Street, Suite 312, Alexandria, VA 22314, R m NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinds) 24 except (0-1b) 23-223, 14. 146, 10) 'Semi-rigid pitchbroaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. WARNING. NarJttr damtgn parsunwarm acrd READ NOTES ON THIS AND INCLUDED114TEK REFERENCE PAGE -7479 rw 100918095 BEFORE USE. Design valid for use only with MTenS, connectors this design is basad only upon parameters strewn. and is far an indivie l building component, not i a least system Before use, the building de0ferer crust verify the opinkcabifity of design porn viers and property ku:orporote this design into the overcall Additional temporary and permanent brocing � , binding design. lhouing indicated rs to Prevent buckling of individual truss verb and/or chard members only. is arvoys rersu red for stablity and to prevent coba se with possible personal injury and property damage. For general guidance regarding the & 7777 garesitisdr Lane fabrication, storoge. detivesry, erecf€on and bracing of trusses and truss systems. see AN39tTPfi Qurrxti" Cr#arfo, DSa-S9 dnd ffiC,'SI Buitditap Co ponen! suliestH0ar€aMs. Safety Deefoa o4lon available from truss Slate Institute. 218 fit tee Street. Suite 312, Aterrondrio. VA 22314, CA 95, OMMM 2-0-0 4.8,2 4-2-10 4-10-8 1 4-10-8 5's = son RT 7 847264498 7,640 s Sep 29 2015 M(TOk industfi*$, tnc. Fd May 06 07,6725 2016 Vq7ai iC)RKHiVGbHtZVqnQ3S2oGTJyKHSc-xFm5nOZ(gWNUbjTFbDZfwX7057Ccvw7RL?07zJFk 25-0-8 6-8-8 6-8-8 6-6-12 6-5-12 Scale - 1:911 2A 11 SX6 27 28 a 29 9 10 30 11 31 32 12 24 23 35 22 21 36 20 19 31 18 3a it 16 is - 14 4x6 3X19 = 3xI9 = 4A 06 WO MT20HS = LOADING (psh SPACING- 2-0-0 TCLL X0 Plate Grip DOL 115 TCDL 18.0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr YES BCDL TO Code IRC2012fTP42007 LUMBER- TOPCHORD 2x4 SPF No,2 :• R• 2x4 SPF No.2 *Except* 22-24,14-17: 2x4 SPF 240OF ZOE WESS 2x4 SPF No,2 *Except* 13-14� 2x4 SPF 165OF 1$E CSI. I DEFL. in (loc) Well Lld I PLATES GRIP TC 0,99 1 Vert(LL) -0.23 21-23 >999 240 MT20 197/144 BC 0.70 1 Vert(TL) -0,38 21-23 >999 ISO MT20HS 148/108 I WB 0 90 Horz(TL) 4.09 14 n/a n1a (Matrix -M) pWeight: 292 lb FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied, except and verticals, and 2-0-0 oc puruns (2-6-7 max,): 7-12. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24 9-9-7 oc bracing: 18-19, WEBS I Row at midpt 7-21, 8-19, 9-18, 11-16, 12-15, 13-14 2 Rows at 113 pts 6-23 r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation garde �kEACTIONS(lb/size) 23-334810-", 24-240/0-", 14-225110-5-8 Max Harz 24-430(LC 11) Max Uplift 23-248(LC 12), 24-124(LC 24) 14=- 141 (LC 12) Max Grav 23-3519(LC 17), 24=251 (LC 21),14-2337(LC IS) FORCES. (1b) - Max, Comp /Max. Ten, - All forces 250 (Iti) or less except when shown. TOPCHORD 3-4-2881796 4-5-25"37, 5-6--1961916, 6-26-17641336, 7-26-1674/379, 7-27-21761457, 27-28--21761467, B-28-2176/457, 8-29-2359/481, 9-29--23591481, 9- 10-2359/481, 10-30--23591481, 11-30-2359/481, 11-31--20841455, 31-32=-2084/455, 12-32-2084/455,12-33-14331360, 33-34-14371328,13-34-1546/319,2-24--404/203, 13-14-2249/331 BOTCHORD 23-24-5601164, 23-35-256/973, 22-35-2561973, 21-22-2561973, 21-36-29411585, 20-36-294/1585, 19-20--294/1585,19-37--36312231, 18-37-363/2231, 18 -38 --334/2078,17-38-334`/2``078,16-17--334/2`078.16-39=-23211282, 15-39-232/1282 WEB$ 3-23-47911791 5-23--4571126, 6-23-30201442, 6-21--6911185, 7-21-841/128, 7-19--172ti 303, 8-19=-100811 98, 8-1 S-."1378, 9-18--6271135, 11-18--72/576, 11-16--11711213, 12-16- 190/1510, 12-15-12351241, 3-24=-302/496,13-15-22511826 NOTES - 1) Unbalanced roof live loads have been considered for this design, NOTES - 8) * This truss has been designed for a Five load of 20,Opsf on the bottom chord in aH areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with 8CDL WARNING • V'ernry dte80n ptrtmatar9 tact READ NOTES ON T70S AND fNCGU5EO WTEK REFERENCE PAGE M' ?473 rev. 90!6313015 BEFORE USE. Design vo#d for use onto YAfh hVekS connectors. This design is based only upon poromeien shown. and is for an individual building cornponent not o truss system. Before use, the burning designer must verify the appliicotrNty of design porametters and Property incorporate This design into the overati Funding design. Bracing tndicoted is to prevent imckling of individual truss web and/or chord members onty, Addifionot femporory and peffnanent bracing is ohvoys recrubed for stobity and to prevent con opse with poss4tsk, personal injury and property domage. For general guidonce regarding 0 -. tokxkation, storage, detivery,erect?ore and bracing of trusses and truss systems. sec ANSVTPIt Quality Cr8ar0ss.. 558-69 and 6CSt 8vitdfng component 7777 Greenback Tana Safety Information ovoitabie from Truss More fnst6fufe, 216 N, Lee Street, Suite 312, Afexandefo, VA 223". Suite 109 CtIrafs Henriets, CA 0 l_.�_._�.._._._,. w.....,..........w.............<...,i........._.,.......".__ .._. ....,,.."......�__._....._..�_...._..14-2-4 6-2.4 mm RM LOADING (PST) SPACING- 2-0-0 TOLL ## Plate Grip DOL Lumber BCLL 00 Rep Stress BCDL 7"0 Code # ## CSL DEFL. in (toc) VdePt Ltd TO 0.32 Vert(LL) 0.00 9 nfr 120 BC 0.20 Vert(TL) 0.01 9 nir 120 0.06 Horz(TL) 0.00 19 We ata (Matrix-) CSL DEFL. in (toc) VdePt Ltd TO 0.32 Vert(LL) 0.00 9 nfr 120 BC 0.20 Vert(TL) 0.01 9 nir 120 0.06 Horz(TL) 0.00 19 We ata (Matrix-) sm fight; 73 Its FT - 0% (UMBER- BRACING TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (6-0.0 rfsax.): 3.7. BS 2x4 SPF W2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 NftTek recommends that Stabitirs and regcarred cress bracing be installed during truss erection, in accordance with Stabtlter REACTIONS. All bearings 24-7-14, (to) - Max Horz 2.73(LC 11) Max Uplift All uplift 100 lb or Less at joints) 2, 12, 14, 15, 10, 11, 8 Max Crass All reactions 250 ib or less at joint(s) except 2-384(LC 1), 12$470(LC 1), 14=396(LC 22), 15=432(LC 1 21), 10=4 2(LC 22), 1396(LC 21), 8-384(LC 1), 2=384(LC 1), 8=384(LO 1) NOTES- 1) Unbalanced roof live loads have been cois ed for this design, 11) r roinae, mechanical connect 12) "Senti-rigid pitchbreaks with fixed heelV Member end fixity model was used in the analysis and design of this truss, 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building x" r -w ♦ # w...w. y. , ♦ #. : x r x# c! x # i. g:. # - ... w w # x « designer, x 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ARNfas . vaerydifiefinipaninnsted, and READ NOTES ON TIMS AND fNCLogeo "TEK REFERENCE PAGE W7473ese 1003/2015 REFOR!E USE.. Design valid for use only Win h1liTessits connectors. This desdgn is based only circa parameters 5hrsv , and is for on lndi Aduol building convorrent, not l h. ra truss system. Before use, the building designer must verity the applicability at desdgn po imelerx and property incorporate this desisyn Into the overair bue`idtrrg design. Bracing indicated is to prevent buckling of 1rofividuol truss web and/or chord members only. Additional to qsy and peffnamon bracing 1 r° is simpays requked lax stoteity and to prevent collapse with possible personal Injury and property danxsge, For general guidance regardhg the 7777 Greenback lens fabrication, storage, delivery, eeectton rand buscing of trusses and Truss stsfems^ seas ANst/"" figglHY Cvttevtg, p56 -8Y end SCSI OvIldinq Component Sidle 109 Slimy information avafksble from Truss Pirate institute, 218 K Lee Street, Suite 312. Ataxandr3p,. VA 2'231 A. Cttruel'9#t9ht#._A._S�+ P'. snack Best �I t 1 19$,CO Tit ,n7,640 s Si rD, �tKt'tS�{Girl.lila,.Ytfifi7Q3S2oGT 6-4-4 6.0.12 6-0-12 5-4-4 � 5.4.4 5-4-4 �« 5.2.14 5»2-14 4-4.4 2.5-6 Sx9 = 3x4 i! 8.00 FF+" 6 32 33 7 34 8 9 10 35 1136 37 12 EM LOADING (SPACING- (too) Well LId � PLATES GRIP TOLL t ate GIlrq.. 1,15 TCDL 18,0 Lumber srii 1,15 BCLL 0 R k '� Incr CR.R. YES BCDL A IRC2012ITP12007 LUMBER - TOP CHORD 20 SPF No.2 *Except* 12-13: 2x4 SPF 165OF 1.5E BOT CHORD 2X4 SPF No.2 BS 2X4 SRF No.2 4X6 4x1O 3.4 it SX10 3x4 I i 3X4 It 3XIOMT20HS !3 3X4 = CSI, DEFL, In (too) Well LId � PLATES GRIP TC 0,82 Vert(LL) 429 26-28 >999 240 MT20 1971144 BC 0,67 Vert(TL) 441 26-28 >999 180 1 MT205 1461108 WB 0.99 Horz(TL) 0.18 14 nta n1a (Matrix -M) Weight: 306 to FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3.3 oc purlins, except end verticals, and 2.0-0 oc purtins (3-2-8 max.): 6-12. BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 10-21 BS 1 Row at midpt 5-28,6-26,7-24,8-23,11-20,12-18,13-14 Fb�MiTek -eco « nds that Stabilizers and aequired cross braotng e installed during truss erection in accordance with Stabilizer In tallatL _ ggpL4 R Max Herz 29=430(LC 11) Max Graft 14-2237(LC 1), 28-3520(LC 17),29=186(LC 21) FORCES, (1b) - Max. Comp,/Max. Ten, - Ail forces 250 (to) or less except when shown, TOPCHORD ✓/3-4-279/912,4-5-226/1114, 5-31-1691/334,6-31-1570/387,6-32--19621456, 32 -33 -19621455,7-33-1962/455,7-34-22191483,8-34=-2219/483,8-9--26w 9 -10= -26901496,10 -35-2695/496,11-35-26951496,11-36-2269/449,36-37--2269/449, Y as a Rea ♦*•8 4 t25-41--303/1484,wi311484, 24-42--36012012,R 23-42=-36012012, 10-21-5061112, 21-43-397/2283, 20-43-397/2283, 19-20-288/1501, a 18-44-288/1501 WEBS 3-28-629/198, fwM 4w ow• 21-23--400 11-21--1071813, /2355,8-21-1421898, —1228/217, . 12-20--20411553, w12-18--1089/204, Unbalanced3-29-416/814 NOTES- oof.. : been considered for this design. ,wInterior(l)49-3-3izone"andrightexposed; end al R R ...RR :f for members and R Rreactions show' R"r DOL-1.60 plate f• * Provideadequate drainage to prevent waterbonding. 4) All plates are MT20 plates unless otherwise Indicated, 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been 4 ► per bottom R.f nonconcurrent with any other live loads, WARNING • Vw1hdW9fyjPar&m#amil and READ NOTES ON TWS AND INCLUDED OT'EK REFERENCE PAGE W7473 rev. 1{§+03t2015 BEFORE USE. Resign vafJd flu use only mih MiFekS9+ conr•aeciors" This design is teased only upon parameters shove. and is for an inalivisivor bultding component.. not a truss systern. Before use, the buldding designer most verify the apPitcobuiy of design parameters and property incorporate this design into the overall building deson, 9rocing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always regvked fur sbilai ty and to Prevent coilatese with poaslie pe anal iniury and Property damage. For general guidance regarding the totirEaotion,. storage, defivery, erection and bracing of trufries and truss systems.. see ANSit"IPtt cleniffir CrNeric. 050-84 and 4CSi &u#dma Component Soiety iniormallon ovallabie from Truss Plate Institute, 218 N. fee Street Suite 312, Aievyindrio, VA 22314, !yw*w'�I i Ilul �Ik qwMr s NW {10 NOTES - 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 ividesvill fit between the bottom chord and any other members, with #7,Opsf 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding at except a) "Semi-rigid pitchbreaks with fixed heels" Member end fixity modeldesign of this truss, ARMNG - Varity dasign Foram and READ NOTES ON Tt+9S AND INCLUDED MTEiK REFERENCE PAGE W7471 ray.. fQ+t&Bt34fS BEFORE USE. Design void for use only with MTeW connectors. this design, is erased only uyson paaanaeten shown. and Is for an indfviduot buRding component, not o truss system.. Before use.. the building dentyray must verify she appScab ity of design paromefers and property fncorporstie this design into the overaat building design. Bracing indicated b to prevent buckling of indiddurst truss wits and/or chard members orsly. Addifisms r temporary and p emonent kxacing " is ohvoys required dor stobtity ansa to prevent cogopse wrath posaote personot injury and property domage. For gge area/ guidance regarding the T77i Greenback ack Lane fabrication, smusge, delivery, erection and iarocing of trusses and /mass systems, $ee AN$VTfrn Cluo84y C[tlarie, 958.69' and 8CSt BuBdkag Component t suite Safety Information cavai#sibie from Truss Kate Institute. V8 N. lee Street, Suite 312, Alexandria, VA Mid. � sjN9iaPlfa. CA 95 !w_b_ 13 3-4-1 3.10-0 4-10-11 tr-u-V c- I r _V EM 0211111111 sc&W 1W.1, 3x4 14 13 12 11 10 3X4 3X4 =3X4 3x4 2X4 It 2x4 H LOADING (plish SPACING- 2-0-0 TCLL X0 Plate Grip DOL 1AS TCDL 18 , 0 Lumber DOL 1,15 BCLL 00 Rep Stress Inor YES BCDL 7,0 Code IRC2012fM2007 CS1. DE L. In (lot) Wall Ud TC 0.42 Vert(LL) OLOO 9 nir 120 BC 0,33 Vert(TL) OW 9 n/r 120 VVB 0,14 Horz(TL) 0.00 14 ata n/a (matrix) LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD BOT CHORD 2x4 SPF No.2 VVEBS 2x4 SPF No.2 BOT CHORD? REACTIONS. All bearings 24-7-14, (lb) - Max Harz 2-4107(LC 10) Max Uplift All uplift 100 Its or less at joint(s) 2,14,12, 11, 10, 8 Max Gross All reactions 250 lb or less at joints) 8 except 2-421(LC 1), 14-757(LC 17),12-578(LC 18),11-522(LC 22),10-490(LC 1) FORCES. (to) -Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOPCHORD 2-15--375188, 3-15-290/110 BOTCHORD 2-14--1/294 WEBS 4-14-372182, 5-12-480/120, 6-11-449195, 7-1 0=-4211106, 3-14--4571139 Structural wood sheathing directly applied or 6-0-0 oc purfins, except 2-0-0 on purfins (6-0-0 Rigid coiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 sic bracing: _Mif�iTe�oimmend; that iiil6iiiz;rs and required cross bracing be installed during truss erection, in accordance with Stabilizer [110.00-111flictill (to _9AM 11 ------ NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) lisilrid: ASCE 7-1t; V0=133mith (3-stactrst gyst) L-241<�oev&-*t Cat11; Essp C; enclosed; MWFRS (directional) and C -C Extehor(2) 0-4-3 to 3-4-3, Intedor(l) 3-4-3 to 8-10-4, Exteri4r(a,.) to 15-8-4, Interjor(l) 15-8-4 to 17-6- 15, Exterior(2) 22-6-15 to 25-7-3 zone; cantilever left and right exposed � end vertical left and right exp*sed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip DOL -1.60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about as center, 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10O psf bottom chord live load nonooricurrent with any other live loads. 7) * This truss has been designed for a live load of .'f at on the bottorn chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with SCDL = 7�Opsf, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2,14,12,11, 10, & 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, 11) Graphical purtint representation does not depict the size or the orientation of the purfln along the top and/or bottom chord, A "WNG. Vwilldissilgnparaineaveand WAD NOM ON TNS AND INCLUDEONTEX REFERENCE PAGE x747rov, res)V2015 BEFORE USE Design valid for use only Wth Wed& connectors. The deogn is based onty upon parameters shonn, and is for on Individuoi bursting component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorlsonste this design into the overall building design. Irmcing hdrs,'oted is to prevent buckling of trisfividuol truss web and/sy, chard members only. Addifionot ternporory and permanent brocino Is orvoys, requited for stabilty and to prevent colissrarr Wth possible persornol intr" and prop damage, rw general guidance regarding the lobricotion, storage, de4yorry, erection and unscing of Imsses and truss systems, see ANSI/T141 Quality CiVedic OSS -89 and SCSI Sudding Component safety information ovailoide from True Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 4 May 6,2016 77TIM I ii -F L 49M 2-04 5,6 2 5-2-10 7-0�4 54.4 544 9-4-4 64-14 0.2. 2 3-8.8 5-344 2.5-6 5x9 3x4 2x4 19 12 13 31 30 29 39 28 27 26 40 25 41 24 23 16 15 3x4 11 06 = 3x10 ` 46 =" 44 =.- 4xIO 30 it 3x4 Ii 5x8=' 30 11 3x4 ': LOADING (p f) I SPACING- 2-0-0 { CSI. TCLL 30.0 Plate Grip DOL 1,15 TC 0.84 TCDL 98.0 Lumber DOL 1.95 SC 0.63 BCLL 0.0 * Rep Stress Iner YES M 0.63 BCDL TO Code IRC201 1TP12007 I (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 "Except' Structural woad sheathing directly applied or 2-2-0 oc purlins, except 2x4 SPF 165OF 1,5E, 13-44: 2x4 SPF 240OF 2.OE BOT CHORD 2x4 SPF No.2 BOT CHORD BS 2x4 SPF No.2 REACTIONS, Max Horz 31-437(LC 11) FL, in (Roc) Vdefl Ltd PLATES GRIP Vert(LL) -0.16 22 >999 240 MT20 1971144 Vert(TL) 437 21-22 >999 180 Horz(TL) 0.18 15 nto WE 4Net9ht: 3141b FT - 0°Po BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 Gc purlins (2-7-9 max,): 6-11, 12-43. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at mldpt 10-22 BS 9 Row at midpt 5-29,6-27, 7-25, 8-24,14-15,12-21, 11-19 M!Tek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer FORCES. (lb) - Max. Comp,/Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD !: 6-33--1202/349,6-34=-16811434,34-35-16811434,7-35--1681/434, 7-36-19881472, 13-38-16581351,14-38-1816/311, 2-31--405/199,15-17-20961269,14-17-2062/2 BOTCHORD 30-31 —"5/344, 29-30=-3611147, 29-39-6741209, 28-39--6741209, 27-28--6741209, 26-27-249/1131, .} :i�25-41-30911706, 2441-30911706,! !21-42--356/2058, 20-21-355/20 19-20--355/2054 WEBS 3-29--536/127,5-29--28601471, 5-27-23512089,6-27--12501210,6-25-179/1396, i •' 11 -22-1061821, 14-19--203/1730, 2-30-3031281, 1349-171483,11-13-1395/361, 11-19--1414/189 1 NOTES - 1) Unbalanced root live loads have been considered for this design. WARNING - Vartly desitisrs Issesmert. +»d READ NOTES ON TNS AND INCLUDED /#TEM REFERENCE PAGE W7479 me IOVV2015 BEFORE USE. Design valid for use onty volh MffekO connectors. This design If based onty upon para tern shown, and 4 for an individual building component, not. a truss system. Before use, the building designer most verify the oppkcobW N of design parameters and Property incespoode this design into the overou building desk, n. Bracing indicated is to prevent buckling of Mdoiduad Koss web and/or chord men thers only. Additional temporary and permanent brocs`ng is wh ys required for stobtith, and to prevent colopse with Passible per"sonot inlr.mp and property damage, For general guidance regarding the fisbroofkrn, storage, delivery, erection and bracing of Musses and truss systems, see ANSIdTAt1 Quay Crilerks, 0S8.84 and SCSI 5vilding Component Safety Information ovatiabie from Truss Ptote anstiiufe. 218 N. Lee Street, Serine 312, Alexandria, VA 2.2.314. MUM NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 31 except (jt -ib) 15-133, 29=21 9) "Semi-rigid pftchbreaks with fixed heels" Member end flatly model was used in the analysis and design of this truss, 10) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. WARMW(l. Varfilydosignpfifers and MAD NOTES ON TINS AND INCLUDED ANTER REFERENCE PAGE AW7473rw. I&OV"14815FORE USE Design volid for rise only with Wen& connectors, This design h owed easy upon parameters shown. and is for an indKidud building component, not a truss system. Before use. the kruikling designer nwsi verify the optcHcoinnty of design parameters and property k1corpscous this design into the overall building design. Bracing troficased is to prevent bucklIng of individual truss web and/or chord trembers ono. Additional temporosy and pern'ronent brOM' 9 is ofvoys required for siabOlty and to prevent coupes with possible pessonot k*my and property damage. For general guidance regarding the ksbdoo6on, storage, delivery. erection and bracing of trusser and truss systems, see ANSIAI'll Quay CrIllada, OSS-89 and RCSI Budding comprartard suits 7777 Greenback Lane 109 Soleh, information ovailable from Truss Plate institute, 218 K Lee Street Suite 342, Atexcindriss. VA 223t4, CAnB,HOLqrt5,,PA-P§ 5X6 =Scam - 1:97,4 3x4 C l 5x6 6,00 6X6 fore 31 30 29 41 28 27 26 42 25 43 24 23 16 15 3x4 If 4X6 300 == 44 4X6 010 3x4 i6 3X4 It 5x10 3X4 11 EM LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Lrd PLATES GRIP kPS TCLL Plate Grip DOL 11 038 T Vert(LL) -0,16 21-22 >999 240 MT20 1971144 TCDL lioo Lumber DOL 1,15 C 0,68 Ved(TL) -0 38 21-22 >999 180 BCLL 0.0 Rep Stress Incir YES WB 0,63 d Horz(TL) 0A7 15 rue n1a BCDL 7,0 Code IRC2012rrPI2007 (Matrix M) Weight: 314 111 FT - 0% LUMBER- BRACING- TOP CHORD 20 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 4-6: 20 SPF 165OF 1,5E end verticals, and 2-0-0 oc purlins (2-11-12 max): 6-11, 12-13. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WESS 2x4 SPF No,2 I Row at midpt 10-22 WEBS I Row at Midpt 5-29, 6-27, 7-25, 8-24, 11-21, 12-19, 14.15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 31-41610-", 15-2132/0-5-8, 29-3291/0-5-8 Max Harz 31-430(LC 11) Max Upiift3l--82(LC 12),15=-138(LC 12),29--216(LC 12) Max Grav 31-455(LC 21),15=2132(LC 1), 29=3333(LC 17) FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, TOPCHORD 2-32-2201290,3-32=-193/368, 3-4-237/635,4-5-192/806,6-33=-135&302, 6-33-11841337, 6-34-1692/420, 7-34-1692/420, 7-35-19911458, 8-35--1991/458, 8-9-24801475, 9-10-2480/475,10-36-2488/4M 36-37=-24881476,11-37--24881476, 11 -12-2428/483,12-38--1244/312,38-39--1244/312,13-39--1244/312, 13 -40 -13731302,14 -40-14631274,2-31-4181195,15-17-21091279,14-17=-20931290 BOTCHORD 30-31--452/353, 29-30-3751136, 29-41-6911199, 2841--6911199, 27-28=-691/199, 26-27-251/1131, 26-42-25111131, 2542-25111131, 25-43-315/1719, 24-43--31511719, 10-22-5571127, 22-44--374/2102, 44-45-37412102, 21-45=-374/2102, 20-21-384/2130,20-46-384/2130, 19-46=-384/2130 WEBS 3-29--538/134, 5-29-2873/459, 5-27-23912102, 6-27--1258/213, 6-25--171/1403, 7-25--11761192, 7-24--83/703, 8-24-1273/240, 22-24--363/2104, 8-22-1571928, 11 -22--102/850, 11-21 =-91/373, 12-19--1571/215, 13-19-0/272, 14-19-228/1763, 2-30--319/285 NOTES� 1) Unbalanced roof live leads have been considered for this design, -ZlI May 6,2016 ,&WARNING - Vffyd*ugParra Wiir*#ne READ NOTES 0,VpNS AM INCLUDEONITEK REFERENCE PAGE AV.7473rvv, fAV3,70ISSEFORE USE, Design valid for use only with Mil eks1i connectors. This design is based only open parameters grown, and is for on individoof butding comporrenL not a truss system. Before use, the building designer snort verify the appicabitity of design parameters and property y incorporate this design into ffys, overott building design. Bracing indicated is to prevent bucking or individual truss web and/or chord rnernbers onry. Addi60nor temporary and permanent bussing MiTek' is ofways requked for stobdity and To prevent colopse vAfh possibie personal infury and Property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss sYsterric see ANSI/1111 Quality Crifterim DSO-Iff and SCSI Building Component 7777 Greentrark Lane $a"firstormation available from Truss Ptate insfilvie, 218 N. Lee Street, Suite 312, Atexondrim VA 22314, ii Suite 109 nd- Herrsht. CA 951 NOTES - 8) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31 except (jif-lb) 15-138, 29-216, 9) 'Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. WARNING - V.-Hy desibisiteramstews and READ NOTES ON rFVS AND WICI.WED WTEK REFERENCE PAGE 1o4#e-747.7 are 1"S12015 BEFORE USE, Design valid for use only with WekO conn tom This design is based arse, upon parameters shown, and is for an thdMdvss3 building component not o truss system, Before use. the building designer must verify the opplicosairly of design parameters and property inc ate this design into the overall buBding destgn, leochf; indicated is to prevent buckling of individvat truss we and/or chord members onts. Addifionof ternproury and pem-ornent brocing 00, is oWsby required for stability and to prevent collapse with possible personas injury and property damage. For general guidance regarding the fabrication, storage, derivery, election and bracing of trusses and Inns systems, see ANSI/TPII 0001BY Critedo, DSB-89 and BCS/ Building Component 7777 Greenback Lane Safety mloassopors o�rskibxr from Truss rate kidifule, 218 N, Lee Street, Suite 312, Atevandria, VA 22314, Suite 109 I Icitim ttltmlfs"� 4A3 5-6-2 5-2-10 7-9-0 5-44 5-4-4 5-4,4 5-5-12 4-411 a 11-14 4-c-0 3xil 41 Sire 6o0 12 3X6 Us = Us SXe Sys 28 27 26 36 25 24 23 37 22 38 21 20 3x10MT20HS = 14 13 3A it 06 4X6 3X6 w3x6 = 06 Wit 3A 6i 5X10 = 3x1OMT20HS 1G 4X6 6A2 == 30 11 3X4 11 30 WHO LOADING (Psf)SPACING- 2-0-0 CSI. DEFL, in (too) Vdeft lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 087 Vert(LL) -0,37 17-19 >999 240 MT20 1971144 TCDL O Lumber DOL 1,15 Be &76, Vert(TL) -0,77 17-19 >637 180 MT20HS 148/108 BCLL N - Rep Stress iner YES WE 0:56 Horz(TL) 0,17 13 nia Titer BCDL TO Code IRC2012fTP12007 (Matrix M) Weight: 296 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc putting, except 3-5: 2x4 SPF 1650F 1,5E, 11-12: 2x4 SPF 2400F ZOE end verficats, and 2-0-0 ric purlins (2-11-8 max,): 5-10,11-12. BOT CHORD 2x4 SPF No,2 *Except* BOT CHORD Rigid ceiling directly applied or 630-0 Go bracing. Except: 18-19,15-18: 2x4 SPF 1650F 9.5E I Row at midta 9-19 WEBS 2*4 SPF No,2 WEBS I Row at midpt 4-26, 5-24, 6-22, 7-21, 10-17,11-17 2 Rows at 1/3 pis 12-13 i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 13=2120/0-5-8,28-142IMeohanical, 26-337110-5-8 Max Harz 28=430(LC 11) Max Uplift 13-137(LC 12), 26-128(LC 22), 26-230(LC 12) Max Grast 13=2147(LC 18), 28-198(LC 21), 26 -3409d -C 17) FORCES, (lb) - Max. Comp./Max, Ten, - All forces 250 (1b) or less except when showm TOP CHORD 1-29-250/385,2-29-221/432,2-3-2711717, 3-4--2261887,4-30--1318/288, 5 -30 -1145/323,5 -31-1669/409,6-31-16691409,6-7-1971/448,7-32-24601465, 8 -32= -2460/465,8 -9-24601465,9-33-24691464,33-34--24691464,10-34--246914r>4, 10 -35-23971477,11-35=-24781447,11-12--21531361,13-15--20941275, 12-15--20681287 BOTCHORD 27-28--4891422,26-27--4301110,26-36-786/212, 25-36=-786/212,24-25--7861212, 23-24-28211091, 23-37-282/1091 22-37-26211091, 22-38--34111685, 21-38-34111685, 9-19--5611128,19-39--391/2066,18-39=-39112066,18-40-391/2066, 117-40-391/2066 WEBS 2 -26 -601/143,4 -26--29161462,4-24=-24412153,5-24=-12911216,5-22-173/1416, 11881194, 6-21-861717, 7-21-1282/234, 19-21 =-377/2138, 7-19-1501938, 10- 19--100/880, 11-17--16371335, 12-17=-331/2685, 1-27-404/286 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2)104fid: ASCE, 7-11; Vult-133mlls (3-sactivi iivikt) Y(fRC2,#12)-1*Srnj0s; 9-45X: L-24"2ve-gt Cat. 11; Exp C; anclosed� MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 18-5-12, Extedor(2) 18-5-12 to 43-0-4, Inledor(l) 43-0-4 to 44-0-11 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for Members and forces & MWFRS for reactions shmwn� Lumber DOL -I .60 plate grip DOL -1 60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. has Mktn-� fit between the bottom chord and any other members, with BCOL - 7,Opsf, May 6,2016 AWARNING . Vargy design renerstruire and READ NOTES ONTMAND rislictuDeromrsti REFERENCE PAGE W7473 rw I94±3t7015 BEFORE USE. Design valid for use only v4ih l0flok44 connectors, This design is based don, upon porameten Shown, sand is for on indsvidual building component, not a truss system. Before use, the buitsing designer must vedfy the opplicobilty of design porometers and groped, inconyor0le the design into the overall b0iding design, firocing Indicated is to prevent bucking of individual truss web and/or chord isornbers only. Additional ternporrify and pionomyrnt bracing Mi is ahvoys required for stablity and to prevent coloisse, Min possibte personal injury and properly damage. For general guidance recording the 7777 Greents fabrication, storage. defivery, erection and bracing of treses and truss systems, see ANSVTFn 0000Y Criteria, 00-89 and BCS/ Building CsimpOrtent coin 109 Wety Infornnsfissr, available from Truss Protis Institute, 218 N. Lee Street Suite 312, Alexandito, VA 22314, corus, Hingers, NOTES - fit Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Itt uplift at joint(s) except (#-Ib) 13-137, 28= 1 28 26-230, 10) "Semi-rigid pitchbreaks with fiffed hisels` Member end fixdy model was used in the analitsis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the Partin along the top and/or bottom chord. WARNING . Verify d parameters and READ NOTES ON INS AM INCLUDED WTEK REFERENCE PAGE AW-7473 rev, 1001,2015 BEFORE USE, Design valid for use only with Mlel* connectors. This design is based only upon Parameters shown, and is for an individual buierhg component, not a Ines system, Before use. the buiVing designer must verity the opplicabitrly of design parameters end property tnCorporofts this design into the overalt individual truss Additional brisporory and per"nent bracing Mi building design. grachg indicated is to prevent bvckkng of web and/or chard members only is envoys required for Stability and to prevent coloson, Win possible, personal inti" and property damage. For genercs guidance regarding the ek 7777 Greenback Lane tabricotlon, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/lPill QuaRly 00inia, DSO-81 and SCSI livilding Component suite 109 Salary Information civottoble from Truss Plate Institute, 218 K Lee Street, Suite 3Q, Alexandria, VA 22314, Cift- Haireds CA 951 44 5-6-2 5-2-10 7.9-0 5-4-4 5-4-4 5-4-4 5-111112 0-0- f 4-1 to 1- Em 5 32 6 3x4 11 See 7 33 a 9 34 35 10 29 28 27 37 26 25 24 38 23 39 22 21 14 13 3X4 1S 46 = WO 4X6 4X6 = 400 3x4 S3 3.4 113x9 6XV LOADING (psh SPACING- 2-0-0 CSL TOLL 30.0 Plate Grip DOL 1,15 TO 0,79 TCDL 18,0 Lumber DOL 1.15 BC 0,62 BOLL 0,0 Rep Stress Incr YES yWB 034 BCDL 7.0 Code IRC20121TPQ007 (Matrix -M) Vert(TL) -0.3719-20 LUMBER - 180 TOP CHORD 2s4 SPF No. 2 *Except* Horz(TL) 3-5: 2x4 SPF 165OF 1,5E, 10.11: 2x4 SPF 2400F 2,0E BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No,2 DEFL, in (too) Well L/d PLATES GRIP Vert(LL) -0.16 20 >999 240 MT20 197/144 Vert(TL) -0.3719-20 >999 180 Horz(TL) 0.18 13 rila rga Weight: 298 to FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 Do pudins, except end verticals, and 2-0-0 oc purfins (3-1-13 max,): 5-10, 11-12, SOTCHORD Rigid coding directly applied or 6-0-0 oc bracing, Except: I Row at midpt 9-20 WEBS I Row at midpt 12-13,4-27,5-25, 6-23,7-22, 10-19 MiTek recommends that Stabilizers -a n'd-r-eqdired cross bracing beiruilalled du a erection, in accordance with Stabilizer i_tnAbdi ors _qP REACTIONS. (lb/size) 13-2128/0-5-8,29=172/MeChanical,27-3333/0-5-8 Max Harz 29-401 (LC 11) Max Uplift 13-137(LC 12), 29-98(LC 22),27--225(LC 12) Max Grav 13=2128(LC 1), 29-221 (LC 21), 27=3335(LC 17) FORCES. (lb) - Max, Comp./Max. Ten, - All forces 250 (Its) or less except when shown. TOPCHORD 1-30--2141336, 2-30-185/383, 2-3-229/642, 3-4-184/812, 4-31-1334/292, 5-31-1162/327,5-32=-16691410,6-32--1669/410, 6-7=-19821449,7-33-24691464, 8-33-24691464,8-9--24691464,9-34-24751464, 34 -35 -24751464,10 -35 -2475(464 10 -36=-23311416,11-36-2493/386,11-12=-1781/209,13-15--21051258, 12-15-20891264 BOTCHORD 28-29--412/366, 27-28--361/114, 27-37-7081202, 26-37=-708/202, 25-26--7081202, 24-25=-233/1111, 24-38--233/1111, 23-38-23311111, 23-39-295/1687, 22-39-29511687, 9-20--5531120,20-40-343/2089,19-40-34312089,18-19-31311832, 17-18-313/1832 WEBS 2 -27 -5921136,4 -27-28831449,4-25=-23212121,5-25=-1271/209 5-23-169/1407, 6-23-11801191, 6-22--83/709, 7-22-12751228, 20-22-341/2085, 7-20-141/923, 10-20--1021839, ll�19--361454,11-17-18061274,12-17=-299/2564,1-28-358f255 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) VtfinC A$CE 7-1*; IsfuK-133A%th (3-seisitiit jvsh V(IAC2*12)=165sA*X; X -151t; 1=45t; L=24X� evrve=q*,� Cat, It: Exp C: enclosexl� MWFRS (directional) and C -C Exteflor(2) 0-1-12 to 3-1-12, Intedor(l) 3-1-12 to 18-5-12, Exterior(2) 18-5-12 to 43-!-4, Intedor(l) 43-0-4 to 46-8-11 zone; cantilever teft and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip O 60 3) Provide adequate drainage to prevent water pending, 4) All plates are 3x6 MT20 unless otherwise Indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. -Tifirsr-wovtpiTas I-atir- fir -&*e ;,**,t artJ444-11, WLb#-'"fo-wAl fit between the bottom chord and any other members, with BCDL - 7,Opsf, 8) Refer to girder(s) for truss to truss connections, AWARWNG- Vwffy dissuffit pmwistraes and READ NOTES ON INIS AND INCLUDED JWTEK REFERENCE PAGE AV -7479 rev, 144"015815FORE USE, Design valid for use onty with Wets & connectors, This design is based cosy upon parameters shown, and is for an individual building component, not a truss system. Sefore use. the buisciing designer must verify the app4cobifity of design parameters and property incorporate this design info the overaft building design. ffrocrng indicated 4 to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is aiways required (or stribMts, and to prevent collapse wrtk) possirrie personal injury and property damage. For genteel tFAdonce regordhg the lobricotk�n, storage, deliveN, erection and bracing of inisses and trvss systems. see ANS11TI'll Quality Criteria, DSO -89 and &CS1404ding component Solely information ovagobte from truss More institute. 218 N. Lee Street, Suite 312, Alexandria" VA 22314, connectionNOTES- , of truss tohearing p . of withstanding 100»except WARNNO. verNydissignparearefons and FEAR NOTES ON THUS AND INCLUDEDAVrEK REFERENCE PAGE W-7471 asv. tO"03'sn S BEFORE USE. Design vadld for use only with MiTek* connectors. This design e basad only upon poranaoters shmun, and is for on individual building Component not a truss system. before use, the building designer must verity She applEcahtGly of design parameters and property incorporate this design into the over0ft burning destfgn, Bracing indicated is to prevent trucking of Individual frau web and/or chard r nembeir onry. Additional temporary and pennonen4 atodrat MiTek' is a osYs required for saobitity and to prevent collapse Win passible personat injury and property damage,For genera3 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTP11 tuoailly Criteria, DS# -St and SCSI Btrgdfny Cornponeof 7777 Gasentxs Sr+Pmty tniarmallon available from Truss Mole Institute, 218 N. Lee Street, Suite 31Z Alexandria, CA 22314, &itis 149 CAXvB_t4e�hts. S16-2 5,240 71" 644 "4 ",4 516112 4-4,2 4,64 2-14 6i 00 5F 64 3X4 1 i Us 5 33 B 34 8 9 35 38 10 37 32 3x4 US 8 6 12 13 3 2 31 1 41A 20 18 17 16 41 is 30 29 28 38 27 26 25 39 24 40 23 22 15 14 3x4 06 300 === 06 = 4X6 010 Set 11 3.4 scale Isr-1, FORCES(lb) - Max, CompdMax. Ton, - Ali forces 250 (to) or less except when shown. TOPCHORD 1-31--177/288,2-31--148/334,2-3-186/590, 01760,4-32=-1362/296, 5-32-1183/330, 5-33--16901413,6-33-16901413,6-7--1999/449, 7-34-24881465, B-34--2488/465, 8-9-24881465, 1,�-35-24961465,35-36-2496/465,10-36--2496/465, 10-37-2337/433,11-37-24441394,11-12-2387/353,14-16-2112/247 BOTCHORD 29 -30 -336/317,28 -29-306/138,28-38-648/193,27-38--C>48/193,26-27=-6,48/193, 25-26-182/1135,26-39-182/1135,24-39-182/1135,24-40-247/1707, 23-40--247/1707, 9-21--562/127,21-41-29112087,20-41-291/2087, 19-20-30512039, 18-19--30512039, 17-18-220/1151, 16-17--214/1153 WEBS 2-28-582/129, 4-28-2850/435, 4-26-218/2088, S-26- -12491200, 5-24-167/1399, 6-24=- 1172/188, 6-23-801699, 7-23--1272/215, 21-23-291/2106, 7-21-12 7/927, 10-21 =- 1001661, 11-20-35/281, 11-18-567/109, 12-18-10511095, 1-29=-315/224, 12-16-2310/295 NCTES- 1) Unbalanced roof live loads have been considered for this design, 2) VifiirttL ASCE 7-11; ViX=133,y,04N (3-azoitint,,just) X -155t; T -451t; L -24t --2VO1VTt Cat. it; Exp, C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 18-5- 12, Exterior(2) 18-5-12 to 43-0-4, Interior(l) 43-0-4 to 49-4-11 zone; cantilever left and right exposed � end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water pending, 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 1-010*11-1 4.110.4040 , 4111. ON,. �I=Mffiglrl WO am ,& WARNING - Vieffy destga towmeters and READ NOTES ON INIS AND INCLUDED MIEK REFERENCE PAGE W7474 rev. lasts X2015 BEFORE USE, Design Valid for use onty with mffek* connectors, This design 4 based only upon para eters shown, and is for on individuot coming component, not a truss system. Before use, the buiding designer rmrst ve* the applicability of design parameters and property focorposeks 9M design into the overall building design, Bracing lndk-.oted is to prevent buckling of individual Turn wen and/or chord members only. Andtflonof temporary and permanent bsocing is always required for stabSty and to prevent collapse voth possible personal hory and property damage. for general guidance regatasnp the fabrication, storage, defeary, erection and bracing of trusses and frudsyStams, see ANSUTPH Quality CdtedrL D$8-89 and SCSI litiltding Component 7777 Gresn"dis Lane Safety information available #am Truss Plate trutitute, 218 N. Lee Street, Suite 312, Atexonofdo, VA 22314, suite 10int em 9 n.A as 5X10 = 06 = LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. fll-" ---------- --- 21L,2-1 ------- ........ AMI -i 4-6,2 4e,2 1 714-0 5-44 6,44 &44 S�SA2 _Plate PUS eti - V Y)=- M--- - ------------------------ LOADING (test) SPACING- 2-0-0 CSL DEFL� in (focl Ildell LID PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 019 Vert(LL) -0.16 21 >999 240 MT20 197/144 TCOL 18.0 Lumber DOL 1,15 BC 0,63 VerhTL) 436 20-21 >999 180 BCLL 00 Rep Stress Incr YES WE 0.66 BCDL TO Code IRC2012fTP12007 (Matrix -M) Horz(TL) 0.21 14 n/a Isla Weight: 301 to FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 *Except' TOP CHORD Structural wood Sheathing directly applied or 2-2-0 do puffins, except 3-5: 2x4 SPF 1650F 1,5E end verticals, and 2-0-0 on puffins (2-11-4 max.): 5-10, 12-13, BOT` CHORD 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing, Except: WEBS 20 SPF Nc,2 6-0-0 Go bracing: 28-29,26-28,14-15, 1 Row at mkipt 9-21 WEBS 1 Row at midpt 13-14, 4-28, 5-26,6-24, 7-23,10-20 MiTek recce nils that Stabltlzers and requital crass brraoin be installed during truss erection, in accordance with Stabilizer µ REACTIONS. (thence) 14-213610-5-8,30=203/Mechanical.28-3294/0-5-8 Max Herz 30-373(LC 11) Max Uplift 14-137(1-C 12),30=-68(LC 22),28=-220(LC 12) Max Gray 14=2136(LC 1), 30-243(LC 21), 28-3297(LC 17) FORCES(lb) - Max, CompdMax. Ton, - Ali forces 250 (to) or less except when shown. TOPCHORD 1-31--177/288,2-31--148/334,2-3-186/590, 01760,4-32=-1362/296, 5-32-1183/330, 5-33--16901413,6-33-16901413,6-7--1999/449, 7-34-24881465, B-34--2488/465, 8-9-24881465, 1,�-35-24961465,35-36-2496/465,10-36--2496/465, 10-37-2337/433,11-37-24441394,11-12-2387/353,14-16-2112/247 BOTCHORD 29 -30 -336/317,28 -29-306/138,28-38-648/193,27-38--C>48/193,26-27=-6,48/193, 25-26-182/1135,26-39-182/1135,24-39-182/1135,24-40-247/1707, 23-40--247/1707, 9-21--562/127,21-41-29112087,20-41-291/2087, 19-20-30512039, 18-19--30512039, 17-18-220/1151, 16-17--214/1153 WEBS 2-28-582/129, 4-28-2850/435, 4-26-218/2088, S-26- -12491200, 5-24-167/1399, 6-24=- 1172/188, 6-23-801699, 7-23--1272/215, 21-23-291/2106, 7-21-12 7/927, 10-21 =- 1001661, 11-20-35/281, 11-18-567/109, 12-18-10511095, 1-29=-315/224, 12-16-2310/295 NCTES- 1) Unbalanced roof live loads have been considered for this design, 2) VifiirttL ASCE 7-11; ViX=133,y,04N (3-azoitint,,just) X -155t; T -451t; L -24t --2VO1VTt Cat. it; Exp, C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 18-5- 12, Exterior(2) 18-5-12 to 43-0-4, Interior(l) 43-0-4 to 49-4-11 zone; cantilever left and right exposed � end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water pending, 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 1-010*11-1 4.110.4040 , 4111. ON,. �I=Mffiglrl WO am ,& WARNING - Vieffy destga towmeters and READ NOTES ON INIS AND INCLUDED MIEK REFERENCE PAGE W7474 rev. lasts X2015 BEFORE USE, Design Valid for use onty with mffek* connectors, This design 4 based only upon para eters shown, and is for on individuot coming component, not a truss system. Before use, the buiding designer rmrst ve* the applicability of design parameters and property focorposeks 9M design into the overall building design, Bracing lndk-.oted is to prevent buckling of individual Turn wen and/or chord members only. Andtflonof temporary and permanent bsocing is always required for stabSty and to prevent collapse voth possible personal hory and property damage. for general guidance regatasnp the fabrication, storage, defeary, erection and bracing of trusses and frudsyStams, see ANSUTPH Quality CdtedrL D$8-89 and SCSI litiltding Component 7777 Gresn"dis Lane Safety information available #am Truss Plate trutitute, 218 N. Lee Street, Suite 312, Atexonofdo, VA 22314, suite 10int em 9 n.A as NOTES- $) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 30 except (ft -lb) 14-137, 28-220, 10) "Semi-rigid pitchbreaks with fixed herels" Member end fixity model was used in the analysis and design of this trus& 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, WARMING . Verify design memittarsi and READ MOMS ON rM$ AND INCLUDED WTEK REFERENCE PAGE W747.1 rvv. 1"=015 BEFORE USE Design valid for use only with mlef* connectors, This design is based any upon parameters shown, and is for an individual building component, not design and incorporate the design into the overall a truss systern. Before use, the butding designer must veres, the applicability of parameters properly building design. Bracing indicated is to prevent trucking of individual truss won and/or chord members onty. Additional temporary and permanent bracing Mil, is always required for statsWity and to prevent collopseWth possible personal infury and property domoge. For general guidance regarding the 7777 Grearnark Lane latodcoflon. Ocroge, deirjery, erection and brocing of trusses and truss systems, see ANSIITPII Quality Cfflerllr, OSS -09 and licst It"riv Component Suit 109 Safety Information ovdiatoe from Truss Psons InsUkde, 216 N. Lee Street, Suite 312, Alexandria VA 21,314, CAytirrhl. CA 95 5-8-4 4-2-0 ts-0-4 UPW 3x4 == 13 12 11 10 9 3x4 2x4 It 3x4 2x4 i! 2x4 ! S 2x4 1 R _ m NOTES - 1) Unbalanced roof live loads have been considered for this design, 7777 Qr"Alsock Lane 2) Wind: ASCE 7-10; Vuk-133mph (3 -second gust) V(IRC2012)=105mphi TCDL=10.8psf, BCDL=4.2psf, h=15ft; 8=45ft; L-24ft; eave-oft; L L ADING ADING pstj SPACING-2-0-0--F—TC-0,31 CSI. � DEFL. in (fact Vdeff Lad PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC A,3! Vert(LL)f} 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads. 7) * This truss has been designed for alive toad of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 120 MT20 197/144 TCDL 18,0 Lumber DOL 3.15 BC 0.10 ; Vert(TL) 0,01 8 n1r 120 BOLL 0,0 * Rep Stress Incr YES WB 0.10 Horzx(TL) 0.00 7 Pits n1a BCDL 7.0 Code IRC2012frPI2007 (Matrix) � = Weight 61 to FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo purlins, except BOT CHORD 2x4 SPF No.2 2.0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. _ OTHERS 2x4 SPF No,2 Mi7dk recommends that Stabflaaef s and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 19-7-14.. (lb) - Max Harz 2--105(LC 10) Max Uplift All uplift 300 to or less at joint(s) 2, 13, 9, 7 Max Grav All reactions 250 Its or less at joints) 2,7 except 13-488(LC 1), 9-486(LC 1), 11-420(LC 21), 10-420(LC 2 ) BS 3-13-4101161, 6-9--410/161, 4-11-367183, 5-10--367/83 Nit NOTES - " Welk' 1) Unbalanced roof live loads have been considered for this design, 7777 Qr"Alsock Lane 2) Wind: ASCE 7-10; Vuk-133mph (3 -second gust) V(IRC2012)=105mphi TCDL=10.8psf, BCDL=4.2psf, h=15ft; 8=45ft; L-24ft; eave-oft; Suit* 149 Gat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-3 to 3-4-3, interior(3) 3-4-3 to 8.8-4, Exterior(2) 8-8-4 to 12-104 Citrus Meiaftfa_ CA 96 Interior(1) 17-1-3 to 21-2-5 zone, cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL. -1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other five loads. 7) * This truss has been designed for alive toad of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will NOO Ll fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 13, 9, 7. ,••*°* *** 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ** fps*�0 ' 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consul# qualified building : designer. 11) Graphical Partin representation does not depict the size or the orientation of the puriin along the top and/or bottom chard. * i Cc * WARNWC • V** ..derstirniswMaresand READ NOTES ON TNS AND INCLLUDED NIVAK REFERENCE PAGE 1101-7475 rev, 1 VV20r8 BEFORE USE. Design varied for use only with hiffe6,lif connectors. This design is based ants, upon parameters shown, and Is fru on individual building component.: not Nit a truss system. Before use, the buikding designer must verify the applicability of design parameters and properly ru=parafe this design into the overall Additional temporary and bracing " Welk' buik3ing design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. perolonent is oNvoys required for stability and Yo prevent collapse with possible personal injury and property damage.for general guidance regarding the 7777 Qr"Alsock Lane fabrication, storage, delivery., erection and crouton of trusses and tfun systems, sea ANSI/TFIT Quality Cr#er&a, DSS49 and SCSI SeSding Component Suit* 149 Safely Information available, from Truss Plate institute. 218 N Lee Street, Suite 332, Arexamdsia, VA 22314, Citrus Meiaftfa_ CA 96 M ss -o -Z ru 1 -e -u e_. rr' 0-e -1 a' - 11 11-1 -- 5 32 33 6 3X4 EI 5X6 mm 7 34 a 9 36 36 10 29 28 27 38 26 25 24 39 23 40 22 21 14 13 3s4 88 4X6 WO = 4X6 44 4x10 3lr4 It 3*4 843x4 5XIO LOADING (PEP SPACING- 2-0-0 CSL TOLL kO Plate Grip DOL 1.15 TO 0.99 a TCDL 180 Lumber DOL 1,15 SC 0.62 BOLL O�O Pep Stress Incr YES W5 0.63 BCDL 7,0 Code IR02012JTP12007 (Matux-M) LUMBER - end verticals, and 2-0-0 OC purlins (3-0-2 rrsax.): 5-10, BOT CHORD TOP CHORD 2x4 Slop No,2 *Except* 6-0-0 Go bracing; 27-28,25-27,13-14, 3-5: 20 SPF 1650F 1.5E 1 Row at riskipt 9-20 WEBS BOT CHORD 2x4 SPF No.2 and-re-q-u-ired cross bracing WEBS 2x4 SPF No,2 be installed during truss election, in accordance with Stabilizer MWIL DEFL in (too) Vdefl Lid PLATES GRIP Vert(LL) -016 20 >9" 240 MT20 1971144 Vert(TL) -0.3719-20 >999 ISO Horz(TL) 0,17 13 DIG n/a Vfffeigft 2961b FT - 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-8 up purfins, except end verticals, and 2-0-0 OC purlins (3-0-2 rrsax.): 5-10, BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing, Except: 6-0-0 Go bracing; 27-28,25-27,13-14, 1 Row at riskipt 9-20 WEBS I Row at mitipt 4-27,5-25, 6-23, 7-22, 10-19 and-re-q-u-ired cross bracing be installed during truss election, in accordance with Stabilizer REACTIONS. (lb/size) 29-188/Mechanical, 13-2132/0-5-8,27=3313/0-5-8 Max Harz 29-356(LC 11) Max UpIfft29--82(LC 22),13-136(LC 12),27=-221(LC 12) Max Grove 29=232(LC 21), 13-2132(LC 1), 27=3313(LC 17) FORCES. (lb) -Max. Cornp,/Max. Ten. -All forces 250 (lb) or less except when shown, TOPCHORD 1-30--1671311 2-30--1381357, 2-3-1721615, 3-4-126f785, 4-31 -13481298, 5-31--11851339, 5-32-16791426, 32-33-16791426,6-33-1679/426,6-7-1991/464, 7-34-2479/482, 8-34-2479/482, 8-9-24791482,9-35-24861482, 35-36-2486/482, 10-36-24861482, l(�-37-23351445,11-37--24721395,11-12--22861341, 13-16--21071263,12-15=-20821264 BOTCHORD 28-29-3061321, 27-28-319/132,27-38-666/206,26-38-666/206,25-26--6661206, 24 -25--159/1126,24-39=-159/1126,23-39-15911126,23-40--22511699, 22 -40 -22511699,9 -20--5611133,20-41-267/2086,19-41-267/2086,18-19=-287/1952, 17-18-28711952 WEBS 2-2 7--587/123, 4-27--2866/456, 4-25-22112104, 5-25-1259/202, 5-23-17911403, 6-23--1176/199, 6-22-831703, 7-22-12731211, 20-22=-27012095, 7-20-1231926, 10-20--103/853, 11-t9=0/368,11-17-814/150,12-17=-223/2079,1-28-3351217 NOTES - 1) Unbalanced roof live loads have been considered for this design, ,&WARIWMG. Verify design parameters and READ Notes ON rMS AND INUVOED ANT&K REFERENCE PAGE W7473 ftsr.I0R /201is BEFORE USE, Design void for user onty with MTekO connectors, The, design is based ants, upon parameters shovm, and is for on individual building comlsonent, not o truss system. Before use, the Wkirrof designer must verify the opplicabi5ty of design parameters and prorsvil, incorporate this design into the ovefor building design, Bracing indicated is to prevent buckling of indiAdvoi truss "b ondloe chord members only. Additional temporary and perhsonent bracing is always required for nob0fty and to prevent col apse with possrote personal Injury and property damage, For Ward guidance regarding the fabrcotion, storage, defivery, erection and bracing of trusses and truss sysierns, sea ANSI/Vil QualffyCrifiadd, DS449 and OCS1 fivildlegiCarnpono"t Safety information available from Truss Note insfirule, 268 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane NOTES. 8) Refer to girderts) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29 except (fit -1b) 13136, 27221 10) "Semi-rigid pitchbrealks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. I to A~akivo-v try desion phebbess and ReAto morEs ON THIS AND INCLWED WEN REFERENCE PAGE MO -7473 see 14V"05 BEFORE USE, Design votes for use only Win MiTesO canneclors, This design Is based or* near, parameters shown, and is for od n invaturst buirling const not a truss system. before use, the, buLtang designer must vestry the orypiscobifity, of design parameters and property incorporate this design Into the overrsit butisting design. Brocing indicated 4 to prevent buckgrug of Individual hyrss web and/or chord roembers sinty. Additional temporary and permanent bracing M, A oNvoys required for stobtlity and to prevent cortser5e Win possbue personal krivar and property damage, For general guidance regarding the fabdr-ation, storage, delivery, erection and braoing of trusses and truss systems, see ANS0111 Quality Worse, OSS -89 and SCSI OvIdWOCOmPonlvnt7777 Greenback Lane 4 109 Safety infornerribsts ovoitabie from Truss Plate institute, 218 K Lee Street, Suite 311, Alexandrio, VA 22314 S , �,hs, fe U0 eahts, CA 0 RMW 3X6 11 10 9 8 3 :`.. 2x4 =1 3x4 2x4 is 20 11 FORCES� (tb) - Max, Comp,iMax, Ten. -All forces 250 (Ith or less except when shown, WEBS a , 3-11 �4411113, 5-8-4411112 It Unbalanced root live loads have been considered for this design. % # % _.% ##.. . ► a %. M. e:r «.M', x % : ... .. ,, . CatIt; Exp C; enclosed� MWFRS (directional) and C -C % Werjor(l) 19-9-3 to 21-2-5 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 SO plate grip DOL -1 60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, • i May 6,2016 WARNING . Verity delfign parasnetsrs d READ NOTES ON TWS AND INCLUDED WFEK REFERENCE PAGE M8.7479 rev. 1AMMIS BEFORE USE. iDevgn voiid for use only with loaMiet* connectors, This design is based only upon pcuometen shavwn, and is for on endsviduat buiidirog comps nenl.. neat a truss system, f eforce use, the Lac idling designer must verify the s pi dicatstity of design parameters and property d icorovsoie this design into the overafl bvgdu'ag design.. Bracivrg indicated is to prevent buckrsag or indtvidt,rd mass web ondlor chard members oniy, Additional lempoinxy and permanent bracing is oNv ays required for doubly and to prevent colopse with posebtee Personal injury and property damage, For general guidance regarding the tabenotion. storage, delivery, enact°ran and brockol at trusses land truss systems. see ANSI/Vill Quallh Ct#osia. DSS -84 and SCSI flivifelvalConasonent � 7771 Greenback Lane solely tntareration ovdhobie frons Truss Mote inst#tuie. 218 N. Lens Street, Suite 312, Aiexondrio, VA ".2'2314. Suite 109 Citrus Hetirlset, CA 95 LOADING (psf) E SPACING- 2-0-0 £3EFLto (lac) Sddeit Lid� PLATES GRIP 30.0 ii Plate Grip DOL 1.15 TC O.d1 Vert(C I } O.Oi LL) 7 nlr t20 M720 997!944 TCDL 98.0 Lumber DOL 1.15 BC 0.25 Vert(TL) 0.03 7 n/r 120 BCLL 0.0 Rep stress Incr YES 0 08 I Horx(TL) 000 6 nia n/a Wetght 58 Ib FT 0% BCGDL 7 0 Cade IRC20121TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD structural wood sheathing directly applied or 6.0"0 oc pudins, except BOT CHORD 2x4 SPF No.2 2-0.0 oc purlins (6-0.0 max): 3-5. BS 2x4 SPF No.2 BOT CHORD Rigid getting directly applied or 10-0-0 CC bracing OTHERS 2x4 SPF No,2 Miiek recezm ds that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 197.14. (lb) - Max Herz 2-71 (LC 10) Max Uplift Ali uplift 100 Ib or teas at joints) 2, 9, 11, 8, 6 Max Grav All reactions 250 Ib or less at jotnt(s) except 2=307(L 1), 9=562(LC 22),11.561(LC 1), 8=561(LC 1), -307(LC 1) FORCES� (tb) - Max, Comp,iMax, Ten. -All forces 250 (Ith or less except when shown, WEBS a , 3-11 �4411113, 5-8-4411112 It Unbalanced root live loads have been considered for this design. % # % _.% ##.. . ► a %. M. e:r «.M', x % : ... .. ,, . CatIt; Exp C; enclosed� MWFRS (directional) and C -C % Werjor(l) 19-9-3 to 21-2-5 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 SO plate grip DOL -1 60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, • i May 6,2016 WARNING . Verity delfign parasnetsrs d READ NOTES ON TWS AND INCLUDED WFEK REFERENCE PAGE M8.7479 rev. 1AMMIS BEFORE USE. iDevgn voiid for use only with loaMiet* connectors, This design is based only upon pcuometen shavwn, and is for on endsviduat buiidirog comps nenl.. neat a truss system, f eforce use, the Lac idling designer must verify the s pi dicatstity of design parameters and property d icorovsoie this design into the overafl bvgdu'ag design.. Bracivrg indicated is to prevent buckrsag or indtvidt,rd mass web ondlor chard members oniy, Additional lempoinxy and permanent bracing is oNv ays required for doubly and to prevent colopse with posebtee Personal injury and property damage, For general guidance regarding the tabenotion. storage, delivery, enact°ran and brockol at trusses land truss systems. see ANSI/Vill Quallh Ct#osia. DSS -84 and SCSI flivifelvalConasonent � 7771 Greenback Lane solely tntareration ovdhobie frons Truss Mote inst#tuie. 218 N. Lens Street, Suite 312, Aiexondrio, VA ".2'2314. Suite 109 Citrus Hetirlset, CA 95 5x6 ..:: :fl 1A8 O' 3x4 I! 5xe 32 33 6 7 34 8 9 35 35 10 29 28 27 38 26 25 24 39 23 40 22 21 14 13 3x4 30 06 =: WO = 448 = axe -= 010 _: 3x4 I P 3x4 1E 3x f ss • w .. .�� s LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loci !ldef8 Ltd PLATES GIMP TOLL 30.0 j Plats Grip DOL 1,15 3 TO 0.99 Vert(LL) -0,16 24 >999 240 � MT20 1971144 TCDL '18,0 # Lumber DOL 1,15 I BC 0.62 Vert(TL) _0.3719-20 >999 180 BCLL 0.0 Rep Stress Incr YESWB 0 63 Horz(TL) 0.17 13 We n/a BCDL 7,0 I Code IRC2012ITP12007 (h9stdx M) tghl 296 its FT 0°! LUMBER- BRACING* TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural woad sheathing directly applied or 3.0-8 ac purlins, except 3.5.2x4 SPF 165OF 1.5E end verticals, and 2-0-0 oc purlins (3-0-2 max.): 5-10, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-00C bracing„ Except: WEBS 2x4 SPF No.2 oc bracing: 27-28.25-27,13-14. 1 Raw at mtdpt 9.20 BS 1 Raw at midpt 4-27,5-25,6-23,7-22, 10-19 1 Mffek recommends that Stabilizers and requsred crass bractW9 . _,"._. be Installed during truss erection, in accordance with Stabilizer InstIlattot? REACTIONS. (lb/size) 29=18fi/Mischanical, 13=2132/0-5-8,27=3313/0-5-8 Max Merz 29=356(LC 11) Max 9ptift29=-82(LC 22), 13=-136(LC 12), 27=-221(LC 12) Max Gran 29=2 (LC 21), 13=2132(LC 1), 27=3313(L 17) FORCES. (Ii - Max, Comp.lMax, Ten, - Ali forces 250 (tbr) or less except when shown. TOPCHORDt2-30--1381357,2-3-1721615,3-4-1261785,4-31-1348/298, 7-34--24791482,8-34-24791482,8-9--24791482,9-35--24861482,36-36--2486/482. 10-36-24861482,10-37-23351445,11-37-2472,/395,11-12-2286/341, 13-15-2107 /253,12-15-20821264 BOTCHORD ♦« a♦ 24-25-15911126, 11126, �« —22511699, 2240--225/1699, * .--5611133. 20-41--26712086, + +19-41--267/2086, 18-19-28711952, 17-18-28711952 WEBS #, e 0 r t • a 0* + + NOTES - 1) ♦ # « May 6, 016 WARMWO - V n jrol and READ NOTES ON TMS AND tNel geed Wrel REFERENCE PAGEY •7473 rev, fA 3/2015 Beffal USE, Design vaUd for use onty with Won& connectors. This d"gn is based onry upon PorameterS shown, and is for an individual building component, not a truss system Before use, the building deOgner must verify the opR€cobiSty of design poronwtews, and Property incaPotate this design into the overati buttdtng design, Bracing indicoted is to prevent buckkng of ind'avtduat truss web and/or chard members only. Additional ter reessroty and piernanent bracing FMI Tlek is atwaYs required for stab"si'cty and to Prevent colefuse with possible Psrsonor injury and Property damage. for general guidance regarding the 7M areetil Gana tobicatton, storage, delivery, erection and bracing of teusses and true systerm, see ANSpri'll Quality Criffel . DSO -84 and fil Oailding Component Suite 109 Safety information ovattabie from Truss Pirate Institute. 218 M. Lee Sheet. Suite 312. Atexandtia. VA 22314. Cl Neigh$,s CA 95+ NOTES- $) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) 29 except (jt -lb) 13-136, 27-221, 10) "Semi-rigid plitchibreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. ,&WARNING. Verifirdesillinparamrstors and READ NOTES ON IWIS AND iNCLOVEDWIEK REFERENCE PAGE AWI473f"- 1"340ISSEFORIFUSE. Design for vAth Mire ksts This design Is based only upon parameters shiovn, and is for an indivisluaf building component not voifid use onty connectors, a truss system. fiefore use, the buitsirrig designer must verify the oppecabifily of design poromenes and property incorporate this design into the overall Additional temporary and bracing building design, Busicruft kisitcoted is to prevent buckling of indrviduat truss web sindlof chord members treaty , pe.musinern is oiways restored for slobffity and to prevent coriopers with possible personal infyry end property damage. For general guidance regarding the fabrication, storage, delivery, erection and fencing of trusses and mass systems. see ANSI/1441 QualibrCirdiala, M-81 and liCSI building Component 7777 Greenback Lane So" information avoitstate from truss state tinstr1rite, 2 LB N, Lee Street, Suite 312, Aleinindrio, VA 22314. SU40 109 nitros Hornets. CA 95 RM 6,00 RF = 4x4 = RM LOADING DEFL. In (loc) Well TCLL 300 Plate Grip DOL 1,15 120 BC 0.08 DOL 1,15 120 00 Rep Stress r 0:00 8 ntta BCDL 7,0 a a to CSP. DEFL. In (loc) Well Lid TO 0.24 Vert(LL) 0.00 8 nlr 120 BC 0.08 Vert(TL) 0.00 8 ntt 120 WB 0.05 Horz(TL) 0:00 8 ntta File (Matrix -M) 3x4 •= Weight: 53 to FT = 0% LUMBER- BRACING - TOP CHORD 20 SRF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 Go purlins (6-0-0 max.) 3-7, BS 2x4 SRF No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing, OTHERS 20 SRF No,2 M Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 19-7-14. (lb) _ Max Horz 2=36(LC 11) Max Uplift All uplift 100 Ib or less at jodnt(s) 2, 12, 14, 15, 10, 8, 11 Max Grav Ali reactions 250 lb or less at joint(s) 2, 8, 2, 8 except 12-444(LC 1), 14=437(LC 22), 15=310(LC 21), 10-310(LC 22), 11-437(LC 21) NOTES - 1) a ♦ :r a rr y a r a .. e. w r:.. ., a .. y. a a raga ♦. w:= w a ,. � «. y .;..,* a:.. Y.� r _ r. ♦ r..:.a » r«: - •:, r.. ra ,, a. y y. y : _ y, � .. a r x A aa- a ..aa Tor a IFT4 &Oasi//f7virst,w ar a a r.. .Tf: ♦.- « .: ♦ t fit between the ra a .r andw other members, • f•• - a ...• a,. w r + •. .a rr as r 11,2,8 12) Air pitchbreaks with fixed a=:: end fixity modelused in the analysis and design of this truss, 13) .e Standard IndustryPiggyback a.... ti Detail a Connection a bass truss as applicable,or r qualified a designer, Graphical14) -r a. does not depict the sizea. orientation of e puffin along the top and/or rata: chord. ARNING , Verify dl sign para afaes and READ NOTES ON TFkS AND INCLUDED ANTEK REFERENCE PAGE AM -7473 rw 10MV2015 BEFORE USE, Design voOd for use only Mir WTak+Sa connectors. Thb design is based only upon parameters shown, and is for an Indladuat butkitng component, naf a truss system Before use. the building designer mvst verity the oppkcabilty at design parnmeres and property incorporate this design into the overeatt building design, Bracing indicated is to prevent bucking of individual mase web and/or chord members onsr, Additicnat temporary and permanent bracing is always required for stability and to prevent ca#apse Win possible personal initwy and property damage. For genend guidance regarding the tabrscation, storage, delivery, erection and bracing of trusses and truss systems. sea ANSIAP11 Quality Culede 0$8.89 and SCSI &adding Component 7777 Greerstradt, Lane Safety Infortnaiion avotdbte from Truss Plate lnstifute. 218 N. Cee Street, Suite 312, Alexandria,, VA 22314, d suite i09 ! clops, t-tersdhts. CA 95 6-6 -12 -.�_... 6-3-4 6'3-4. 6-8-8 ...�........,„.{.�_... .�.,6-10-4 "w�. �- 5-10.95 ".".�,,.....�.�. 6-2-7 t 2x4 It 5x10 =' L.A.,.a..,� 25 24 22 20 16 17 35 16 16 14 13 12 3x4 ?# 4x8 23 21 19 4x6 "= 3x19 .= 3x4 `" LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (loc) ildeil God � PLATES GRIP TOLL 30.0 Plate Grip Dict, 1,15 TO 0,79 Vert(LL) -0.12 16-18 >999 240 MT20 187/144 TCDL 18,0 Cumber DOL 1,15 BC 052 Vert(TL) -0,26 16-18 >999 180 BOLL 0.0 Rep Stress incr YES M 0.83 Horz(TL) 404 12 nia We BCDL TO Code IRC20121TP12007 (Matrix M) Weight 282 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood sheathing directly applied or 3-11-10 oe purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0.0 0o purlins (3-10-7 max,): 5-9. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-4 oc bracing, Except: 6-0-0 0o bracing: 20-22,19-20,1819. VVESS 1 Rove at midpt 4-20,6-18,8-16,9-14 2 Rows at 113 pts 5-20 MiTek recommends that MStabilizers and required cross bracing - be Installed during truss erection, in accordance with Stabilizer InstAilatton guide REACTIONS, All bearings 13-0.0 except (It -length` 25-Meehanicat, 12-0-5-8.23.0-3-8, 19=0 - (lb) - Max Hord 25-362(LC 11) Max Upli 7) 1 This bass has been designed for .... .,, toads ii: bottom ♦.A in ail areas .rectangle •f tall by a wide will fit • ..... the •s.A, Chord and an members,other is 8) Refer to girder(s)f for a truss connections. ,A Provide A. A.>mechanicalconnection (by others)of k bearing plate Capableof •. F. 100 Ib uplift joinfia) 25, 2223 except20-160, x. i ♦ f pitchbreaks with fixed heels" Member end fixity model was used in the analysis and designof this truss. WARPNNG • Varffy deaffirs jewantf. and READ Notes ON THIS AND INCLUDED RNiEK REFERENCE PAGE AM -7473 rev. 1493/2015 BEFORE USE. is ind Advot building Design valid for use only with MFfek* connectors. This design is based only upon parameter shown, and for on compconent,not a truss system. Before use, the bvikyng designer must verify the applicability of design parameters and propredy me rias fel£ design into the overcall budding indicated is to buckling individual truss web chord members only. Addiflonce temporary end permanent bracing design. Bracing prevent of and/or is o1ways required for stoblity and to prevent coitap£a with paxs0de personal injury and property damage. For general guidance recording the ;+T77 Greene ack Lane folyricalion, storage, delivery, erection and brocaag of busses and truss systoms, sae ANSI/ff n Quality Ct#*Aa. 056-89 and HCSf HuBdfng component Suite Safety information avollobfc from truss Plate institute, 218 N. tee Street. Saila 372 Alexandria, VA 12314, i�uwr as ca srry 346 =' 3x6 ..= 20 19 Y WO NIT20HS i1 6x6 LOADING # DEFL, in TCLL + Plate Grip DOL 1,15 TCDL s Lumber >999 240 MT20 197/144 SCLL 0,0 Rep Stress Incr YES SCDL 7,0 Code i, ►a LUMBER- Horz(TL) 0.11 * * CHORD SPF No,2 (Matrix-M)Weight: ITU III II SOTM CHORD i SPF +Y 194 Fb FT - 0% l 2l I WEBS 2x4 @PF 11-18: SPACING- 2x4 SPF 1650F 1,5E REACTIONS, a Max Greg aa: axe = 3x10 = 3x4 = 3x10 MT20HS = 3x4 = 6x12 MT20HS w' CS). DEFL, in (loc) Vdefl Ltd 1 PLATES GRIP TC 0,75 Vert(LL) .0.2112®14 >999 240 MT20 197/144 BC 0.80 Vert(TL) „0.4212-14 >996 160 MT20HS 1481108 VVB 0.71 Horz(TL) 0.11 11 uta use (Matrix-M)Weight: 194 Fb FT - 0% SPACING- TOPCHORD Structural wood sheathing direc4 applied or 3-2-10 oe purlins, except end verticals, and 2-0-0 oc purlins (3-6-8 max,): 1-5. BOT CHORD Rigid calling directly applied or 10-0-0 Do bracing. WEBS 1 Row at midpt 1-18,2-17,4-15, 5 15 6-14, 8-11 and required___.. _ t Stabilizers Marek recomtTtends thacross bracing be installed dupla g truss erection, in accordance with Stabilizer a . .mp./Max, Ten. -All forces 250except TOPCHORD 1-18-1693/330,1-19--11771301,2-19-1177/301, 2-20-1735/365,3-20-17351365, 3-4-1735/365,4-21-17381366,21-22--17361366,5-22�l735/367,5-23-21041383, i « «. 9-24-293196, 9-11-557/225 14-26-0/1869, 14-27-6212225 13-27--6212225, 13-28-62/2226, 12-28-62/2225, 11-12-109/2325 WEBS 1-17--327/2029,2-17-1538/347,2-15--21711097,4-15-6401151, a NOTES - 1) Unbalanced roof live load$ have been considered for this design, # _ 5 # d mechanical connection toy amersi or o faulwill pune aainsula# "It" I'MiTiTIT3 11-193. 'Semi-rigid pitchbreaks with fixedMember M model..#in the analysis and design of 10) Graphical purlin representation does not depict the size or the orientation of the Partin along the top andfor bottom chord. ARNINc . Varity dasidn parassardi a and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE W7478 rev. 1044,2615SEFOREUSE.. Deagn votid for use only with MTekO connectors. this dation is based onRy upon parameters shovwo and is tcu on indtviduor bvRding coroponent, not a truss system, fietaae use, the building designer must verity the oppkcobiilty of design parameters and property incorporate this design into the ovesoit butkf ing design. Bracing indicated is to prevent buckSing of individuot trtnss web Land/of chord members only, Additional temporary and pem ionent bracing is otwoys required for stabilfty and to prevent collapse v4th passible persunot irnfury and Property damage, For general guidance reganfing the fo ricotion, storage, delivery, reaction and bracing of trusses and mass e,00roc, see ANSI(M) Quality Criteria, DSO -89 and BCS1 SuBding Compostent SatsMy inion n available from Truss Plate 4nst4tute, 216 N, Lee Street, Suite 312, Alexandria, VA 22314. May 6,2016 7-3.9 7-1-13 7-0-1 6-104 7.1..12 2.0.0 4x8 =" 3x4 3x6 = 2x4 ll 6x6 6,00 jig - I 1 Its 214 3 4 20 21 5. 17 tw 16 as as 14 13 11 3x10MT20HS hl 4x8 = 3x13 = 3x10 :-=. 3,4 =, 34 = 4x8 N LOADING lost) � SPACING- 2-0.0 ' GSI. DEFL. in (toc) Well Ltd PLATES GRIP TCLL 39,0 Plate Grip DOL 1,15 TC 1.00 Vert(LL) -0,1613-14 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 SC 9.58 Vert(TL) -0.3613-14 >999 180 MT20HS 1481108 BCLL 0.0 " Rep Stress incr YES WB 0.81 Horz(TL) 0.09 10 n/a n/a ( Strata 109 suire BCDL 7.0 Code IRC20121TP12007 (Matrix M) Weight 178 ito FT = 0% CUMBER- BRACING - TOP CHORD 2x4 SPF No2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-5: 2x4 SPF 1650E 1.5E 2-0»0 or purlins (2-2-0 max.). 1;5, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 or, bracing. WEBS 2x4 SPF No.2 `Except' WEBB 1 Row at midpt 1-17,2-16 8-10: 2x6 SPF 2100F 1.8E l MiTek that Stabilizers and required cross bracing m V(( recommends be installed during truss erection in accordance with Stabilizer Iris l!@tton,guide ..._,. a__ . AAx REACTIONS. (lbisuze) 17-1923/0-5-8, 19-215919-5-8 Max Herz 17=-388(LC 10) Max Uplift17128(LC 12), 10=-198(LC 12) Max Grav 17=1946(LC 18), 10=2150(LC 1) FORCES. (lb) -Max, Comp,/Max, Ten -All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-1876!319, 1-18=-14601313, 2-1 6 1 46013 1 3, 2-1 9=-2 1 1 0138 5. 3-19=®2119/38.5, 3,4=-21191385, 4-20=-21221386, 20-21=-21221387,5-21=-2115/387, 5-22=-2276/376, 6«22=-2280 7, fr7=-24411318, 7-23=-2660!315, 8-23=-28101255, 8-10=-20981372 SOT CHORD 17-24=-2671441, 16-24=-2671441, 15-16=6/1551, 15.25=011551, 1 4-25=011 55 1, 14-26-30/2045, 13-26=-3912045, 12-13=-10712379, 11-12-10712379 BS 1-1633112136, 2.16=-1478/322, 2-14--1941991, 4=14=-7341165, 5-14=-33/338, 5-1 3=-201409, 7-13 398/138, 7-1 1=-2 71194, 8-11 =- 19612208 NOTES. 1) Unbaianced roof live toads have been considered for this design. 2) Wind: ASCE 7-10: VuPt=133mph (3 -second gust) V(tRC2012)=106mph; TC3L=10.8psf; SCDL=4.2psf,, h=15ft; 8=45ft; L=24ft; cave -5t Cat. lt; Exp C; enclosed, MWFRS (directional) and C -C Extehor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 21-5.8, Exterior(2) 21-5-8 to left end left and right exposed;C-C for members and forces & MWIsRS for reactions NIDD 24-5.8 zone; cantilever and right exposed , vertical a•e ae shown; Lumber DOL -1,60 plate grip DOL -1.60 �� e 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othenivise indicated. ; 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 71666 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 with SCOL = 7 Opsf 100 lb at joint(s) except (it=lb) 17=128, . r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift y •a ** 10-198. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. bottom , { =°*•a+«* `* 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or chord. cJ' M .& WARNING • Viviffirdesilgaiswameterst and READ MOM ON TWS AND INCLUDEONITEK REFERENCE PAGE AM -7472 rev, 1"3461S BEFORE USE, lispign volki for use only worth MIekerconnecion. This design is based only upon posometers shown, and Is fair on individual building component, not incorporate this design into the overcall Nine! a truss system. Before use. the building designer must verify the applicability of design parameters and property buisding design. Bracing indicated is to prevent buckling of isdnelo sf truss web and/or chord members only. Additional temporary and permanent bracing is aWeys requ&ed for stability and to prevent collapse with possible personas kniwy and property damage, For generat guidance regarding the y Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and fears systems, see ANSI/TPtl Quality Craeda. DSO -84 and OCSI O g Component ( Strata 109 suire safety tntormolmn ovollota ss from Ruts Plate €nxtirute, 218 N. Lee Street, Suite 312, Alexandria, Vol 22384. COrus Fiabgtsta�CA., X56 Q�_,.. am= US = 2X4 1 i ropm Is 1. 17 11 s n is 1. 14 12 11 2u 3X6 = Us = 3'8 = 3XIO = 3s4 3x4 5X6 3xlOMT20HS LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCDL 180 Lumber DOL 1,15 SCILL &0 Rep Stress Incr YES BCOL 7,0 Code IRC2012ftPI2007 Z up= CSL DEFLin (trial Wall Ltd I PLATE$ GRIP TC 1:4 Vert(I.I.) -0,15 14 >999 240 MT20 1971144 SC �D619 Vert(TL) -0.3614-15 >999 1180 MT20HS 1481108 WS 0,56 Horz(TL) 0.10 10 Na nta (Matrix -M) Weight: 178 ib FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10-10 oc purfins, except end verticals, and 2-0-0 on purlins (2-8-14 max,): 146, BOT CHORD Rigid ceiling directly appifed or 10-0-0 oc bracing. WEBS I Row at mdpt 1-18,2-17,5-15 MiTek recommends inat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (fb) -Max, Comp,/Max, Ten. -All forces 250 (lb) or less except when she—, TOPCHORD 1 -18 -1887/300,1 -19--15261298,2-19--152&298,2-20-2370/390,3-20-2370/390, 3-21-2370/390,4-21-2370/3W, 4-5-2370/390,5-22-2630/421, 22-23=-2627/421, 6-23-2626/421, 6-24--24881381, 7-24-26131363, 7-25-2636/314, 8-25-2760/264, 8-10-21001372 BOTCHORD 18-26--2251375,17-26--225/375,17-27-1211585,16-27-12/1585,15-16--12/1585, 15 -28 -13412627,14 -28-134/2627,14-29--81/2234,13-29-8112234,12-13-81/2234, 11-12-12512357 WEBS 1-17--320/2228, 2-17-15531301, 2-15--200/1247, 3-15-557/122, 5-15--411/105, 5-14-4661110,6-14-80/737,7-11-372/89,8-11-20512298 NOTES - 1) Unbalanced roof live loads have been considered for this design, sV t. 10-197, 9) "Seigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top andifor bottom chord, WARNING. Verify "on p..fstand READ NOTES ON This AND INCLUDEOWTEX REFERENCE PAGE AN-7473rov. I0,4;7t'2016 BEFORE US1I Design valid for use only o4th WOO connectors. This design is based only upon parameters shown, and is for on indI WWII component, not a truss system. SetcKe use, they building designer nI verify the applicobilly of design paromehos and property incorporate this design into Ole overall building design. 6rachfif indicated h to prevent ducking of inclAdvat truss web and/or chord membefs only. AddI temporary and permanent brocifiss is otoroys mucked for stability and to prevent coilopse with possibiss personal Infury and property damage. For general guidance regarding the fobrlcation. storage, delivery, erection and tracing of trusses and truss SYStercs, see ANSI/Ifn Quality Gere, DS4.89 and 401 StAtsfing Component 7777 Greenback Lane $01otylifforetaI ovoliabse from Truss Plate involute, 218 N. Lee Sheet. Me 312, MeXondft VA 22314, suite 109 ch—H.iI CA 95 22- 7.5.10 7.3.14 7.3 14 7-2-2 4-2-4 4-5.12 2.010 2x4 If 3x6 3,6 2 to 3I4 4 5c = t68.7 314 ::' 5xio =. 5 20 6 A on 112 t S 44 ;1 48 = 4x9 = 4x8 = 04 =. 48 = 04 .W: 4.x8 w:.: LOADtNG (Psf) SPACING- 2-0-0 TCDL 18,0 er DOL 1,15 BCLL Y# ..+ Stress Incr t'! to •: �+ BCDL 70 Code► 00 ..+ + sM •'s ,... ", t + + • Ik t + is + a .♦ • ♦ " � ni ����� IIII�������� VI IF t'�sx- + t s +.+t k#xw « f+ t ++ .f.. t. t• sc � ' �'' w•a f x s + s wx t t.t � fE + + '.x � � C S# ! x�: .*.x +t±� «'t * . # 3t W s sh #" st f + x« t x �y����4'w►�.���� • � t }t b M LOAD CASE(S) Standard 1) Dead + Roof Live (Wanced): Lumber Increase -1.15, ftte Increase -1.15 Uniform Loads (plf) Vert: 1-6-48(F-48),6-8--96, 8-9=-96,11-17--159(F--145),10-11--14 Concentrated Loads (lb) Vert: 11-715(F) - -- -------- ,&wAamjNo. ve,*ydesign psnvnetwsand READ NOTES ON rNSANO WCLUDEDWYEKREFERENCE PAGE W-7473rev. USE, Design vcdid for use onty with Male connectors This design is based onty upon pon"lers shown, and is for an individual budding component, not a truss system. Before use, the boBding designer roust verify the applicability of design pota"reters and Pro Perry 6ncosporole this design into the OvOrOR building design, linscinst indicoted is to prevent bvck§ng of individual truss web and/or chord mernbers cars, Addstional temporcay and pernionent lancing is amoys required for stobilily and to preven! collapse with possibAe personal infury and property damage For grrnerat guidance rerfordirig the folosicotton, storage, delivery, erection and bracing of trusses and truss sYsterul, see ANS11TIsn QvoMy cifferiss, OSS-89 and SCSI luddlog Component 7777 Greentra Saf,dy lafwMetter, avoRoble from Truss Nate institute:, 2hI N. Lee Street, Suite 312, Arexandria, VA 22314, t suite 109suite FlpdBttte .....�__,.._._.._w...2 0-Q}_,........._._........_._._.,.._.._.��... 3-2-16 OFTENHEM LOADING lost) SPACING 2-0-0 CS1, - � � DEFL n (loc) Well Lid PLATE$ GRIP TLL 30.0 Plata Grip DOL 1,16 TC 0.40 ! Vert(LL) -0.61 5-6 >999 240 MT20 197/144 TCDL 18,0 Lumber DOL 1,15 BC 0.08 I Vert(TL) -0,01 5-6 >999 180 BCLL 0.0 " Pep Stress tncr YES M 0.04 Horz(TL) -0,01 4 me n/a SCOL 7,0 Code IRC20121TP12007 (Matrix M) Weight: 14 ib FT = 6°k LUMBER- BRACING - TOP CHORD 2x4 SPF Np,2 TCP CHORD structural wood sheathing directly applied or 3-2-15 pc Puffins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied ar 1 0-0 ric bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (1b/size) 6=44610-5-8, 4=731Mechanical, 5=21/Mechanical Max Herz 6=150(LC 12) Max Uptift6-61(LC 12), 4=-49(LC 12) Max Grav 6=446(LC 1), 4=87(LC 17), 5---52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - Aft forces 250 (lb) or less except when shown. TOP CHORD 2.6424/356 BS 3-62931130 NOTES - 1) Wind: ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)=105mph, TCDL=10.8psf; BCDL=4.2psf; h=15ft; 8=45ft; L=24ff; eave=4ft; Cat. ll; Exp C, enclosed; MFRS (directional) and C -C Exterior(2) -2-0.0 to 1-0-0, interior(l) 1- to 3-2-3 zone; cantilever left and right exposed; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 6„ 4. L/ 7) "Serpi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �+ er ii VA, WARNING - Verilydaurnpanuosstersonif READ NOTES ON THIS AND INCLUDED ARTElf REFERENCE PAGE 7473 rot. ttkMV201S BEFORE LIM Design valid for use only Win MUrkill) Connectors. This design is based any upon parameters shown, and is for an individuca bukling component, not a truss system. Before Use, the building designer most verify the oppkcabiiity of deson parameters and property incorporate this design into tike overall Additional temporary and bracing }, buikfing design, Bracing indicated b to prevent booking of individual Truss web and/or chord members Pray, permanent to Wath personot in}ury and property damage, for general guidance regarding the .' is oNvoys required for slobkity and prevent collapse possible fabrication, storage, delivery, archon and bracing of trusses and Inns systems, see ANStJTttt Qua6hy Cr60efa,. DS649 aid SCSI 6 Ing Comt2'onent 7777 Greenback Lane Suite 109 Safety Information ovc4obre from Truss Pkate institute, tui N. Lee Street, Suite 312, Atex+andrio, VA 2.'2'314. _-___1-_1_-______,_._- y rus Nei t# Q6 5 k.w ?t._..,„..,w$ 3 A.. 2-Q-0 5.10-95 9E • • a PLATES GRIP MT'20 1971144 Weight: 21 lb FT -O% SRACING- TOP CHORD•rx Sheathing directly ..r»S-10- IS 0C Purfins, except.. r verticats, r`iiiiTfels recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Max Nora 6=200(LC 12) Max Uplft6=-54(LC 12), 4=-86(LC 12) 00, Max Gras 6=558(LC 1), 4=238(LC 17), 5=97(LC 3) " FORGES. (to) - Max.. Comp,lMax. 'Fen. - All farces 250 (to) or less except when shown. 7777 Greenback Lane TOP CHORD 2-6=•5181416 LOADING (psf) SPACING- 2-0-0 CSE. OEFL. in (ioc) Udell Lid TOLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.00 5-6 >999 240 TCDL 18.0 Lumber DOL 1.15 BC 0.29 Ved(TL) -0.13 5.6 >527 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.05 Horz(TL) -0.14 4 n/a ria SCOL 7.0 Code IRC2012irP12007 (Matrix -M) • • a PLATES GRIP MT'20 1971144 Weight: 21 lb FT -O% SRACING- TOP CHORD•rx Sheathing directly ..r»S-10- IS 0C Purfins, except.. r verticats, r`iiiiTfels recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Max Nora 6=200(LC 12) Max Uplft6=-54(LC 12), 4=-86(LC 12) 00, Max Gras 6=558(LC 1), 4=238(LC 17), 5=97(LC 3) " FORGES. (to) - Max.. Comp,lMax. 'Fen. - All farces 250 (to) or less except when shown. 7777 Greenback Lane TOP CHORD 2-6=•5181416 Suite 109 BS 3-6=-3711179 c C11rus Hekstr a. CA 95010,_ NOTES - 1) Wind: ASCE 7-10 Vutt=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf; BCDL=4.2psf h=15ft; B=45ft; L=248; cave=oft; Cat. 11; Exp C: enclosed; MWFRS (directional) and C -C Extendr(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to -10-3 zone; cantilever left and right exposed; end vertical left and right exposed C -C for members and forces & MViiFRS for reactions shown, Lumber DOL -1,60 plate grip DOL=1.60 2) Plates checked for a pleas or minces 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chard live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live toad of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide with fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. "Semi-rigid in design this truss. 7) pitchbreaks with fixed heels" Member end fixity model was used the analysis and of Zr i WARNING - Varey designparamstrans and READ NOTES 4N nd#S AND INCLUDED A#TE10 REFERENCE PAGE AW -7473 W. 14 03x"8075 BEFORE USE, Design valid for use only with Wake connectors, 7hn design is biased only vpon parameters shown, and is for an individual building component, not 00, a truss system, Wore use, the building dears ner must verify than applicability of design parameters and property Incorporate this design into the overall Addiftonof temporary and brocing " building design, Bracing ind"ted is to prevent puoklfntt of irrd ridv d truss weer, and/or chard members only. permanent is always required flu stability and to prevent collopse with passable personal injury and property damage, For general guidonce regcuding the 7777 Greenback Lane totes-ation. storage, deiiv+,ery, erection and lomcing of trusses and tress systems, see ANSt/T9it clurskly Crtterta, OS11-09 and SCSI $uAding Component Suite 109 Safety Information available from Truss Plate Institute, 218 N. lee Street. Suite 312, Aiexoncho, VA 22314, c C11rus Hekstr a. CA 95010,_ 2-00 WITIMIUMIN Cat11; ExpC; enclosed; MWFRS (directional) and C -C Exterior(2)-2-0-O to 1-0-0, Interion(l) 1-0-0 to 1-4-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces& MVVFRS for reactions shown; Lumber DOL -1.60 plate grip • .a 2) Plates checked for a plus or minus 5 degree rotationabout members.3) This truss has been designed for a 10,0 pat bottom chord Viva load noinconicurrent with any other live loads, 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other 5) Refer ogirder(s) for truss to truss connections. Provide mischanicat cs rn (by ♦ - of s bearing art s pa - of ♦ a 100 lb uplift at joint(s)except «. 3-114, 7) 'Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING . Varffy OWint parsornar s and READ NOTES ON THIS AND INCLUDED AETEK REFERENCE PAGE -7478 rein I"V20fS BEFORE USE, 1 Design vaf)d for use onty Wth Weak connectom This design is based onfy open parameters shoe^ and is for on individual building corridonent, not I a truss system Before use, the buiding designer must vestry tine oiaplicability of design poeanteten and property Incorporate this design into the overaN Wisfing design. Bracing hdacoted & to Prevent buciting of individuot truss web ondlor chord members only. Additiorsol temporary and permanent bracing is alvrays required for stabi67ly and to prevent coNopse with possbie ptsbonat inycxry and property dornosso. For general Guidance regarding the fabrication, storage, delivery, erection rand brochg cat trusses and friss systems, see ANS"I'VI QvalAp Crifaria, DSA•8S and RCSB B Reg Component 7777 Greenback Lane Safety Information ovorobte from Truss More Institute, `2481x, Lee Street, Suite 312, AtexancS+ia. VA 22374. � Suitmourns»a nA oS 2xA €i 3xA „Mate OfisetX Y4Bdge 0 1 � �irRBF» LOADING (Per)_........_SPACriNC,.._-�- 2-0-0 CS), W.. T ^ rvw CiEFI. iI1 (tOC)� U{9@fi ..-W tJd ma: � PLATES _ _ TCLL 30.0 Plate Grip DOL 4,15 TC 0.46 Vert(LL) 400 5 >999 240 MT20 1971144 TCOL 15,0 Lumber DOL 4.15 SC 0.02 Vert(TL) -0.00 5 >999 180 SCLL 0,0 * Rep Stress Incr YES VM 0,03 Horz(TL) 0.00 3 nta nta BCDL 7,0 Cade IRC201 iTP12007 (Matrix -M) WeigK 10 lb FT -0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 1-5-1 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 of: bracing „. Mitek recornmeniii that �7talttllzii"S and required ii bfacdnq_ ff be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 5-454/0-5-8, 3-114/lilechanical, 4=9/Mechanical Max Harz 5-88(LC 11) Max Uplift s--77(LC 12), 3--114(LC 1), 4--97(LC 12) Max Grant y=451(LC 1), 3-90(LC 12), 4=45(LC 10) FORCES. (ib) - Max. Comp./Max. Ten, - Ari forces 250 (lb) or less except when shown. TOP CHORD 2-5--442/160 Cat11; ExpC; enclosed; MWFRS (directional) and C -C Exterior(2)-2-0-O to 1-0-0, Interion(l) 1-0-0 to 1-4-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces& MVVFRS for reactions shown; Lumber DOL -1.60 plate grip • .a 2) Plates checked for a plus or minus 5 degree rotationabout members.3) This truss has been designed for a 10,0 pat bottom chord Viva load noinconicurrent with any other live loads, 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other 5) Refer ogirder(s) for truss to truss connections. Provide mischanicat cs rn (by ♦ - of s bearing art s pa - of ♦ a 100 lb uplift at joint(s)except «. 3-114, 7) 'Semkigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING . Varffy OWint parsornar s and READ NOTES ON THIS AND INCLUDED AETEK REFERENCE PAGE -7478 rein I"V20fS BEFORE USE, 1 Design vaf)d for use onty Wth Weak connectom This design is based onfy open parameters shoe^ and is for on individual building corridonent, not I a truss system Before use, the buiding designer must vestry tine oiaplicability of design poeanteten and property Incorporate this design into the overaN Wisfing design. Bracing hdacoted & to Prevent buciting of individuot truss web ondlor chord members only. Additiorsol temporary and permanent bracing is alvrays required for stabi67ly and to prevent coNopse with possbie ptsbonat inycxry and property dornosso. For general Guidance regarding the fabrication, storage, delivery, erection rand brochg cat trusses and friss systems, see ANS"I'VI QvalAp Crifaria, DSA•8S and RCSB B Reg Component 7777 Greenback Lane Safety Information ovorobte from Truss More Institute, `2481x, Lee Street, Suite 312, AtexancS+ia. VA 22374. � Suitmourns»a nA oS 2.0.0 2•'fi.t 5 2x4 l# 3x4 4 � LOADINGS (psi} SPACING 2-0-0 CSI. DEFL In (loc) Well Lid PLATES GRIP 240 MT20 1971144 TOLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.00 4.5 >999 TCDL 15.0 Lumber DOL 1.15 BC O.00 Venji.) -0.01 4-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 rale not Weight 15 to FT = 01% SCOL 7.0 Code IRC2012iTPi2007 (Matrix M) _.. ^ LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2.11-1 oc purlins, except TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BOT CHORD end verficale. Rigid ceiling directly applied or 10 00 oc bracing BS 2x4 SPF No.2 -__ ( MiTek recommends that Stabilizers and required cross brags be installed during truss erection, in accordance with Stabilizer REACTIONS. (tblsize) 5=437/0-5-8, 3=491Mechanicai, 4-191Mechanicai Max Harz 5=192(LC 12) Max Uplift 5=-25(L 12), 3=-18(LC 9), 4=a77(LC 12) Max Grav 5=437(LC 1), 3=56(LC 17), 4=53(LC 10} FORCES. (le) - Max. Comp,/Max, Ten, .. All forces 250 (lb) or less except when shown. TOP CHORD 2«5=-4181118 NOTES- Aff + . t y (directional) i -2-"to a , H I and reactionsright exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for shown;Y,.....• .i Plate grip• checked2) Plates for plus or o m .+about 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, t�mvvut sommm t�tdflismx;�,LWwwelfweas where a rectangle �6-0tall bi; 2-0-0 wide will fit the bottom chord and any other members. 5) Refer fi d for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upffl at joint(s) 5, 3, 4, 7) "Semi -rod pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss May 6,2016 WARMtNe , Vw* design parar»efors and READ NOTES ON THIS AND INCLUDED NTEK REFERENCE PACEAM-7473 tw, reossfalit "FORE USE.. Design vprtd for use only vrlth nor Teplit connectors. Tuts design is based only upon paromelers shover, and is test on individual building component, not a truss system. Before use, the building designer must verity the oppticobiSty of desmon parameters Ono progeny incorporate this design into the overall of' ,. bvilding design. Brae indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporory and permanent bracing is always required for stob4ity, and to prevent collapse Win possibie persond infuty and property danxrge, for general guidance regarding the 7777 GresMrack Lane tobication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quwtty Cr#*d s, D$$-$9 anei $CSt gvBdlmg GarmP en' Suite 109 Safety intermotion ovaiisibse from Truss Plate rrefitute.:?l8 N. lee Street. Sutter 312, Alexonshta, VA 22314. 2-0-0 4 -1 ._.�.� ...�.�..._.._-�_ 51 A NOTES- 1) Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1 -0-0, Interfor(l) 1 -0-0 to 4-4-5 zone; cantilever left and right exposed � end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip • .a 2) Plates checked for or degree ..wabout 3) This truss has been designed for a 10,0 pisf boftom chord live load norrooncurrent with any other live loads, 4) * This truss has been designed for a live load of 20.0psif on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members. 5) Refer to girder(s) for Provide mechanical connection. of of hearing l ..w e of withstanding 100 lb uplift at Joint(s) 7) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, May 6,20 16 WARNING. Nsrlty dluga peeatsitan, and READ NOTES ON TWS AND INCLUDED ANTEK REFERENCE PAGE AM -7473 rev. I"340 6 BEFORE USE. Design valid for use arty with Mlek0y connectors. This design is based only upon parameters shown, and is for on individual avikiing component, not a Noss system. Before use. the buirfing designer must Verify, the applicability of design parameters and property incorporate this design into the overog p building design. 0racing Indica@ed is to prevent buckling of individual tress web and/or chord members only. Additional temporon, and pennanent bracing is onvoys required for stabeity and to prevent colapse with poWbie personal injury and property damage. For general guidance regarding the I 7777 Greenback Lane Fabrication, storage, delivery., erection and bracing of trusses and truss systems, see ANSurfin Quality CrNa+ta, DSS -69 and dd3t 11. g Campareerd Suite 909 Safety letsinreataore ovoitabtee from Truss Note fristitute, 2I8 ha Lee Street, Suite 312, Alexandria: VA 22314. Gitr�:s tfe¢�hgs .CrR JE+ �-_..._..a� 3x4 d 2x4 d'I W„ .._ LOADING (psf) SPACING- 2-0-0 CSI. DEFT in (toe) Gdefl Ud � PLATES GRIP MT20 197/144 TCLL 30.0 Plate Grip DOL 4.15 TC 0.46 Vert(LL.) -0.02 4-5 >999 240 � TCDL 18.0 Lumber DOL 4.15 BC 0.16 Vert(TL) -0.04 4-5 >999 160 BCi L 0,0 ' Re Stress Iner YES 0 08 € Rep Horz(TL) -0.00 3 File IVA Weight: 20 Ib FT 0%BCDL 7.0 Code IRC20121TP12007 (Matrix M) � , LUMBER- BRACING- Structural sheathing directly applied or 4-5-1 oc putlins, except TOPCHORD 2x4 SPF No.2 TOP CHORD wood BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD end verticals Rigid ceiling directly applied or 10-0-0 oc bracing %M MiTak recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibisiize) 5-49110-5-8,3-150/Mechanical, 4-30/Mechanical Max Harz 5=229(i.0 12) Max Uplift 5=-18(LC 12), 3«-34(LC 12), 4= 52(LC 12) Max Graff 5-491 (LC 1), 3=157(LC 17), 4=73(LC 3) FORCES. (Ib) -Max, Comp./Max. Teri. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-6-461/111 SBS 2-4=-214/258 NOTES- 1) Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1 -0-0, Interfor(l) 1 -0-0 to 4-4-5 zone; cantilever left and right exposed � end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip • .a 2) Plates checked for or degree ..wabout 3) This truss has been designed for a 10,0 pisf boftom chord live load norrooncurrent with any other live loads, 4) * This truss has been designed for a live load of 20.0psif on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members. 5) Refer to girder(s) for Provide mechanical connection. of of hearing l ..w e of withstanding 100 lb uplift at Joint(s) 7) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, May 6,20 16 WARNING. Nsrlty dluga peeatsitan, and READ NOTES ON TWS AND INCLUDED ANTEK REFERENCE PAGE AM -7473 rev. I"340 6 BEFORE USE. Design valid for use arty with Mlek0y connectors. This design is based only upon parameters shown, and is for on individual avikiing component, not a Noss system. Before use. the buirfing designer must Verify, the applicability of design parameters and property incorporate this design into the overog p building design. 0racing Indica@ed is to prevent buckling of individual tress web and/or chord members only. Additional temporon, and pennanent bracing is onvoys required for stabeity and to prevent colapse with poWbie personal injury and property damage. For general guidance regarding the I 7777 Greenback Lane Fabrication, storage, delivery., erection and bracing of trusses and truss systems, see ANSurfin Quality CrNa+ta, DSS -69 and dd3t 11. g Campareerd Suite 909 Safety letsinreataore ovoitabtee from Truss Note fristitute, 2I8 ha Lee Street, Suite 312, Alexandria: VA 22314. Gitr�:s tfe¢�hgs .CrR JE+ �-_..._..a� 0 3-2-12 4 3 2X4 3x4 = LOADING (pso SPACING- 20 0 CSI. TCLL to Plate Grip DOI . ';5 TC 0,22 TCDL 18.0 Lumber DOL 1,15 BC 0 '08 8CLL 00 Rep 03 BCDL TO Code IRC2012rrPI2007 (Matrus-M) DEFLin (loci Vdefl L/d Vert(LL) -001 3-4 >999 240 VerqTQ -0.01 3-4 >999 180 Horz(TL) -0,00 2 File are LU BER- BRACING - TOP CHORD 2x4 SPF Not TOP CHORD SOT CHORD 2*4 SPF No,2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (lb/size) 4-167JO-5-8,2-145/Mechanical, 3-22IMechani Max Horz 4=89(LC 12) Max Uplift 2-37(LC 12), 3--13(LC 12) Max Grav 4=167(LC 1), 2=145(LC 1). 3=52(LC 3) Weight: 12 lb FT - 0% end verticals. Rigid ceiling directly applied or 10-0-0 GO bracing. Mifek recommends that Stabilizers and required cross bracing fie installed during truss erection, in accordance with Stabilizer NOTES - I: i 1 10; 00 NOW`- fflffl'hkxja&��Mmv�-Iftu-1 nflINTSIM110"M A"'W"100as . wifil , Tot a s'a'V %s ZVOIJBir0f fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointie) 2, 3, 7) "Semi-rigid pitchbreeks with fixed heels'Member end fixity model was used in the analysis and design of this truss, ,&WARNING - Vwi(yd.$f9nparameters end READ NOTES ON TMS AND INCLUVEDWTEK REFERENCE PAGE Afts-7473w, VXV3406 BEFORE VSE. Design voiki for use onts, with M7ek* connectom This de.Bqn is based only upon parameters shown, and is tot on individual building component, not a inns system, Before use, The Wilding designer must verify the onrAcatolty of design pstrometers, and property sncorporsne this design into the overall Wlding design, Bracing endkcofed is to prevent buckling of individual truss web and/or chord members onty. Additionoi temporary and permanent bracing is chsays requBed for stability and to prevent cotapse with posabre personal injury and property darnoffe. For gerend guidance regarding the foafic-otion, storage, deWery, ehirnfion and bracing of trusses and truss syste", see ANSI ro'll QOGMY CAloda, DSI -99 and SCST 6VNd["9C*ff%P*n0nt Safety litformallon ovoilotoe from Truss Note Pnstftte, 2 r8 N. Lee Skeet. Suite 312, Alexandria, VA 212314. May 6,2016 1....,_.„.".�..w.....34-0 �- _W.."._.__.w., 2-6-12 a, Do FF EM LUMBER- BRACING - TOP CHORD 2x4 SPP No,2 TOP CHORD ESOT CHORD 2x4 SPF No.2 ESS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 5-308/Mechanital, 4-308/MechOnical Max i }iLl Max Gross 5-309(LC 18), 4-316(LC 17)1 "R « Structural wood directly applied or 5-10-12 Oc purfins, except end verticaK and Do fruffinS: 1-2, Rigid ceiling directly applied or 10-0-0 Do bracing, 'Wifei-reconimends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer .. NOTES - i. « « «am Exp enclosed: . and . « , r to 5-9-0zone;cantileverand right exposed; end vertical left and right expOW;C-C for members and forces & MVvFPS for reactions shown� Lumber DOL -1,60 plate mrd. DOL -1,60 designed2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 6 degree rotation about Its center. 4) This truss has been %0 PSI bottom . m live load. , otherany 5) * This truss has been designed for a live toad 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 r and any other ♦ Refer to •w i ' for , connections, 7) Provide mechanical connection (by others) of truss to posting plate capable of withstanding 100 to uplift at Joints) 5, 4, m 'Semi-rigid . m "R heeWMember end aR' - "m in the analysis and design Graphical # . ii does notdepict .. or orientation # puffin along the top and/or bottom chord, WARNING » VW* design posmittess and READ NOYES ON INS AND tNCLUUEii NICK REFERENCE PAGE W7471 rev. 1040312016 BEFORE USE. design valid for use only Win hiifeicrB conneecfon. This design is based canto upon parameters shoon, and o for on imsvidussi building component, not a truss system. Before use, the building designer must verify the opptdcabitity of design parameters and property incorporate ihts design into lite ovieciff building design. Bracing indicated is to prevent buckling of arnciMchrai Inns web and/or chord members onN. Additional temporary and permroanent bracing is always rersuired for stabUty and to prevent coffresse Wffi possibie personal injury and property damage. For generso guidance regarding the fobicaiion, storage, dofiveay, ereceton and brocN ofirvsses and truss systems, see ANSI/T7iT Qviety Calorie, 456-41 and SCSI SvShcng Component Solely information available from Truss Note Institute, 218 N, Lee Street, Suite 312, ArexancSia, VA 222314. May 6,2016 ....._.._..,_._".._.._._...__.._..____....._...�.,..,�...w__.__.....-.._...,._m..-......._a.......,� LOADING (psi} SPACING- 2-0.0 CSf. OEFL in hoc) Udell Ltd TCLL 30,0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 4-5 >999 240 TCDL 16.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0,12 4-5 >555 180 BCLL 0.0 ' Rep Stress incr YES WB 0.06 Horz(TL) 0.00 4 We We BCDL 7:0 Code IRC201 rrP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPP No,2 TOP CHORD ESOT CHORD 2x4 SPF No.2 ESS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 5-308/Mechanital, 4-308/MechOnical Max i }iLl Max Gross 5-309(LC 18), 4-316(LC 17)1 "R « Structural wood directly applied or 5-10-12 Oc purfins, except end verticaK and Do fruffinS: 1-2, Rigid ceiling directly applied or 10-0-0 Do bracing, 'Wifei-reconimends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer .. NOTES - i. « « «am Exp enclosed: . and . « , r to 5-9-0zone;cantileverand right exposed; end vertical left and right expOW;C-C for members and forces & MVvFPS for reactions shown� Lumber DOL -1,60 plate mrd. DOL -1,60 designed2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 6 degree rotation about Its center. 4) This truss has been %0 PSI bottom . m live load. , otherany 5) * This truss has been designed for a live toad 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 r and any other ♦ Refer to •w i ' for , connections, 7) Provide mechanical connection (by others) of truss to posting plate capable of withstanding 100 to uplift at Joints) 5, 4, m 'Semi-rigid . m "R heeWMember end aR' - "m in the analysis and design Graphical # . ii does notdepict .. or orientation # puffin along the top and/or bottom chord, WARNING » VW* design posmittess and READ NOYES ON INS AND tNCLUUEii NICK REFERENCE PAGE W7471 rev. 1040312016 BEFORE USE. design valid for use only Win hiifeicrB conneecfon. This design is based canto upon parameters shoon, and o for on imsvidussi building component, not a truss system. Before use, the building designer must verify the opptdcabitity of design parameters and property incorporate ihts design into lite ovieciff building design. Bracing indicated is to prevent buckling of arnciMchrai Inns web and/or chord members onN. Additional temporary and permroanent bracing is always rersuired for stabUty and to prevent coffresse Wffi possibie personal injury and property damage. For generso guidance regarding the fobicaiion, storage, dofiveay, ereceton and brocN ofirvsses and truss systems, see ANSI/T7iT Qviety Calorie, 456-41 and SCSI SvShcng Component Solely information available from Truss Note Institute, 218 N, Lee Street, Suite 312, ArexancSia, VA 222314. May 6,2016 LOADING (pst) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL IAS TCOL 180 Lumber DOL 1,15 BCLL 0 .0 Rep Stress Iner YES BCDL 7�O Code IRC2012JTP12007 We 0,05 M_ 4 2s4 li M CS1. DEFL. in (fact I/dell Ud TC 0,36 Vert(LL) -0,01 3-4 >999 240 BC 0,12 Vert(TL) -0,03 3-4 >999 180 We 0,05 Horz(TL) -0,00 2 pro File (Matrix -M) LUMBER- BRACING - TOP CHORD 20 SPF No. TOPCHORD SOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 OT CHORD REACTIONS. (lb/size) 4-207/Mechanical, 2=180/Mechaniiza$,3-27/MechanicaI Max Harz 4=146(LO 12) Max Uplift 2--60(LC 12), 3-39(LC 12) Max Grav 4-207(LC Structural wood sheathing directly applied or 3-11-9 oc purfins, except end verficats, d ceiling directly applied or 10-0-0 Go bracing, JTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTE$- itiWkv(_�WaE Cat, 11; Exp C� enclosed; MWFRS (directional) and C -C Exterjor(2) 0-1-12 to 3-1-12, interior(l) f 3-10-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MvMcRS for reactions shown; Lumber DOL -1,60 plate grip DM !e 2) Plates checked for a plus of minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. �,1=,#-?1,hibr#rW-,ro4*?f im 0 2r.2o whifri 2 fi*sW,,j4v 3-44 fit between the bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, ,& WARMNG - Vanity doWfir parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AIX7471 rov, 147 "4115 SEFORE USC Design valid for use any Wth Mritait conneoters, This design is based onty upon parameters shown. and is for on inciff0drof building component riot a liuss system Before use, the building designer must venty the applicolurfify of design parameters and property incorporate this deOgn into the overall building anion, 8tocing indicated is to prevent bucking of individual truss wets and/or chord members only. Additional nervorstry and permanent bracing is olvasys re hiked for stabifity and to prevent collapse Win posy tces personal inivry and property damage. For general guidance regarding the fobrtcoiem, storage, delivery, ensizHon and bracing of trusser and truss systems, see ANSI/h,11 Quality Criteria, 0$0,89 and 8CSI buildniq Component Safety information avolikitsie (roan truss Plate insfilvoi, 268 N. Lee Street, Suife 312, Aie.vorano. VA 22314, May 6,2016 2.0 0 6-0-4 2x4 2x4 is 3x4 LOADING (psI SPACING- 2-0-0 CSI. DEFL in (loo) Well Ud PLATES GRIP TOLL 30.0 Plate Grigg DOL 1.15 TC 0,68 Vert(LL) -0.06 4-5 >999 240 MT20 1977144 TCDL 18.0 Lumber DOL 1.15 � 'C' Vert(TL) -0.13 4- >525 180 SELL 0.0 * Rep Stress lncr YES 0 21 Horz(TL) 000 4 Fria pro BCDL 7.0 Code 1RC2012rrP12007 (Matrix-M)Weight: 31 Its FT = 0% LUMBER- BRACING - TOP CHORD 20 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6--ti-4 oc purfins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No,2 SOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. MITek recornmends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS, (lb/size) 5=55990-5-8, 4-2751Meebanical Max Hart 5=269(LC 9) Max tlpllft5=-84(LC 12), 4=-108(LC 9) Max Grav 5559(-C 1), 4.318(LC 17) FORCES, (Ib) - Max, Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5.5191226.3-4=-3031198 BOT CHORD 4-5-453/429 BS 2-4-347/381 NOTES - 1) Wind: ASCE 7-10; Vuit=133mph (3 -second gust) V(IRC201 )-105mph; TCDD=10.8psf; SCDL=4.2psf; h=15ft; 8-45ft; L=2441, eave=411; Cat.. It: Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-4, Interior(i) 1-0-0 to 5.10-4 zone; cantilever left and right exposed; end vertical lett and right exposed;C-C for members and forces & MVR5 for reactions shown; Lumber DOL=1.60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10.0 psf bottom chard live toad nonconcurrent with any other live loads. 4) ° This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except NOO 4=148, t saaeeaaa� 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, �t l� itF W—.1 i . WAFTING - !Parity daatgn pwametera and READ stores ON THIS AND INCLUDED ANTEK REFERENCE PAGE MN -7473 rev. 1"31,2015 BEFORE USE, Deagn volid icor vse only with ollYeaR connectors. This design is basad only upon porornetemshoun, and is for an individual ts0ding componernt, not incorporate this design into the overail Nk' a taws system. Before use the bvPEd¢ng designer must verify the opplicatstity of design parameters and properly budd'ng design, Bracing indicated is to present buckling of rndlveluat Truss web and/or chord members only. Additional temporary and pennonernt bracing is ONYovs required for stob4aty orad to prevent cogome with possible personot'nfuuy and property darnagge. For general guidance regarding the 7777 Greenback. Lane tabdcotion, storage. delivery, erection and bracic+g at 6rvzses and truss systems, see AMSiltrit friara, y Works, 058.04 and SCSI 0vild it; Component 108 Safety information avaaiabte tram Trnuss Plate institute, 2W N. Cee Stmt t, Svite 312, Alesandna, VA 22314. CAnt CANS t•teiatna, (r{t_9 Em 2x4 €t 2 2x4 1I REM LOADING (psf) SPACING 2-0.0 CSLDEFL. in (too) l/deft Lid PLATES GRIP TCLL 30 O Plate Grip DOL 1,15 TC 075 Vert(LL) -0.05 3-4 >999 240 MT20 197/144 TCDL 18,O Lumber DOL 1.15 BC 0.25 Vert(TL) -0,09 3-4 >674 iso BOLL 0,0 ' Rep Stress lnor YES WS 015 Norz(TL) -0.00 3 We We BCDL 7.O Code tRC2012fTPt2007 (Matrix -M) atght 28 tb FT - 0 LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 5-6-8 cc purfins, except BOT CHORD 2x4 SPF No,2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid oefting directly applied or 9 13 oc bracing. _ MiTek recommends that Stabilizers and required cross bracing �� be installed during truss erection in accordance with Stabtlfzer J-nfita ----- -- REACTIONS. lati0ttgtd REACTION . (lbtsize) 4.289/Mechanical, 3.2891Mechanicat Max htorz 4-239(LC 11) Max Uplift4--3(LC 12), 3=-114(LC 9) Max Grav 4-315(LC 18),3.334(LC 17) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (to) or Was except when shown. TOP CHORD 1-4=-2781105, 2-3=-317/202 BOT CHORD 3.4=-394/375 VVEBS1-3--297/327 NOTES - 1) Wrid: ASCE 7-10; Vuff-133mph (3 -second gust) V(IRC2012)=105mph, TCDL=10.8psf'; BCDL=4.2psf; h-15ft; B=45tt; L=2411; eave-4Pt; Cat. ll; Exp C; enclosed; M (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, tntertor(1) 3-1-12 to 5-4-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVWRS for reactions shown„ Lumber DOL=1.60 plate grip DOL=1,60 2) Plates checked for a plus or manus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 4) ° This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 290-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. NDO U 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4 except (jt=lb) 3=114. 00y°ne sir l( 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r ` 666b he *• .�• #* NAix ,fl WARWNG • VerKp doistim parairrosers and READ NOTES ON THIS AND INCLUDED "M REFERENCE PACE MU -7471 fay. 1"14015 BEFORE USE, ¢ , Design viand for use ore, with tvl"huar connectors This design 4 bored only upon parameters shown, and is for on individual b ilding component, not I a tress system. Before use, the buliding designer must verify the oppiicabaGty of design parameters and property hcorposom this design into the overdt I b0idaztg design. bracing indicated is to prevent bucking of inndoidual #rues web dustier chord members only. Additional temporary and petmonenf bracing' I E «. is ohvays requited for stoblity, and to prevent colorise Wth posit€ee personal injury orad property da e. For general guidance regording the 77PT Grewsneeck Lane fob0catdon, storage, de+tivery, erection and brae of tnores and truss sysfems, see ANSI/TPtt Qual it C+Sedo, DSS -SF and SCSI SvSdtm ComPone,nt 7777sudis re Safety Information ovoitcable frorn Truss Pfate snstitute. 31S N. Lea Street, Suite 392, Atexandrna, VA 22314. CUM 7,640 3 Sep lD:RKl-lir3bHjZVqnQ3S2oGT 2-0-0 4-0-0 3X4 M LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) Vdefi Lid TOLL 30,0 Plate Grip DOL 1.15 1 TC 0,41 Vert(LL) -0.00 s >999 240 TCDL 18,0 Lumber DOL 1,15 Be 0:05 Vert(TL) -0,00 4-5 >999 180 8CLL 0.0 Rep Stress Incr YES WS 0.05 I Horz(TL) -0,00 4 lite n/a BCDL 7,0 Code IRC2012fTP12007 (Matrix -M) LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 20 SPF No,2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS, litilsize) 6-470/05-8,4-144/Mechamcat Max Horz 6-181 (LC 9) Max UpM6-75(LC 12), 4--92(LC 9) Max Grant 6=470(LC 1), 4-187(LC 17) FORCES, (to) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. TAP CHORD 2-6-457t196 BOT CHORD 5-6-313/283 WEBS 2-5-220/270 I PLATES GRIP MT20 1971144 Weight: 24 lb FT - 0% BEEM structural wood sheathing directly applied of 4-" OC purists, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and requited cross bracing be installed during truss Election, in accordance with Stabilizer NOTES- lid nkB-45ft: L-2 -441; Zg5j 1=151V! 8=45ft: L=2 __,L A Zg5j 1=151V! 8=45ft: L=2 nt,L_A Zg5j 1=151V! 8=45ft: L=2 A Zg5j 1=151V! 8=45ft: L=24fteave ws� Aah Z111XIMIRGUMM I This truss nas oeen designee Tor a five ys iu-4,ALJ'P5L Qn-Ure-UMUITIL ' it - fit between the bottom chord and any other members, 5) Refer to girderia) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointle) 7) "Semi-rigid pitchbreaks with fixed heets' Member end fixity model was used in the analysis and design of this truss. ,& WARNING - Vedly fiffeiffirs parl. and READ NOTES ON TIES AND INCLUDEOWTEK REFERENCE PAGE W-7473 rev.1OV34015 BEFORE USE. Design valid for use only yn1h furTeWiS conneclon, This design is based holy upon parameters shown, and is for on individual b0idim; component, riot a truss system. Before use, the building deegner mvsf verity the rilaskatArY of design parameters and properly if=mcwOre this design into the overaff buliding design. Bracing insficriled is to prevent buck.Ang of fridividursi truss web ond/or chord members only. Addiffonsh harporrity and pegvuanern bocing is saymys required for stability and to prevent colisersevifth possible personal infury and property damage. for general guidance regarding the fabrication, storage, delivery, erection acrd bracing of trusses and teas systems, see ANSITIP11 clusififfrigNeriss, 65881 and 9C$1 Reading COMP000rd Safety Infornea"on oviotablis from Truss Plain institute, M N. Let Street Suite 312, Alexoridrio, VA 22314, May 6,2016 I I k' 7777 Groesbeck Lane 240 4-0-0 2x4 11 a.Txs tnz LOADING (psf) ; SPACING. 2-0-0 CSL E TCLL 30,0 Plate Grip DOL 1.15 # TC 0.41 TCDL 18.0 Lumber DOL 1.15 SC 0^10 BELL 010 Rep Stress Incr YES W8 0,04 BCDL 70 Cade IRC2012ITP12007 (Matrix M) LUMBER - TOP CHORD 2x4 SPF No.2 Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No,2 Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ibislze) 7=470/0-5-8,4-144/Mechanical i MiTelr recommends that Stabllizers and required cross bracing Ajax Harz 7=198(LC 9) be installed daring truss erections in accordance with Stabilizer Max Uplift?=•62(LC 12), 4=-96(LC 9) Max Graft 7=470(LC 1), 4=188(LC 17) FORCES, (Y a rshown, CHORDTOP ►.... BOT CHORD :60 CiEFL �3av (loo) lidafl�_LtdPLATES GRIP VerdLL) -7.00 6 >999 240 MT20 1971144 Vert(TL) -0.01 6 >999 180 Horz(TL) -0.00 4 nta nta Weight 25 its FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i MiTelr recommends that Stabllizers and required cross bracing be installed daring truss erections in accordance with Stabilizer NOTES- Cat. rightexposed; end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1 60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 Pat bottom chord five load nonconcurrent with any other live loads. 4) * This truss has been designed for . live load of 20.Opsfon the al l... chord in all areas where a rectangle 3-6-0 2-0-o wide will fit between the bottom chord and any other members. 5) Refer iM for } truss connections, 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at jointia) 7,4, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING . Vartfird"Iffripantawfors and READ NOTES ON THIS AND iNcLuDED rierrK REFERENCE PA E 7473 rev. 104111,2015 BEFORE USE. Design vssl6d for use only with Ast"tekO connectors. This design B based only upon pommeters shown, and is for on individual building component. not o truss system. Before use, the buiiding7 designer must verity the opirticobf5ty of design parameters and properly Incorporote this design into the overait building design, Bracing hadicated is to prevent buckling of indvtctuat truss web and/or chord members only. Additional temporary and permanent burning is oruays required dor stabifty and to prevent celerity, with p ossroe personal injwY and property damage, For generof guidance regarding the 7777 Greenback Crane fabrication. storage, delivery, erection and bracing of trusses and truss systems, see AF#Sf/ " Qu CrOoth , 056.89 and 6CSI 6ultding Component 5a#e#y Information rocelabie from Truss Plate h Ormie. 218 N. Lee Street, Suite 312, Aieaandraea. VA 2`.231 C Cam Sorileiahra CA 95 c US 2x4 if 2 Em RM LOADING (psh SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefi Ud TCC L 30,0 Plate Grip DOL 115 TC 0,40 p Vert(LL) -0,01 3-4 >999 240 TCDL 18.0 Lumber DOL 1,15 BC 0,17 Vert(TL) -0.02 3-4 >999 ISO BCLL 0.0 Rep Stress Inct NO WS 0,02 Horz(TL) -0.00 3 n/a pro BCDL 7,0 Code IRC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD BOT CHORD 2x6 SPF 210OF IAE WEBS 2x4 SPF No,2 BOTCHORD &EACTIONS. (lb/size) 4=46910-5-8,3-356/Mechani Max Herz 4-174(LC 5) Max Uplift 3-11 5(LC 5) Max Grast 4-469(LC 1), 3=375(LC Z FORCES, (lb) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 1-4-301/0 PLATES GRIP MT20 197/144 Weight: 22 lb FT - 0% Structural wood sheathing directly applied or 4-0-0 oc purfins, except end verficats, Rigid coiling directly applied or 10-0-0 oc bracing. J_Vifak ­_ da at Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES- t"Mmi: ASCE 7-1*; lftlxlts,133mp sysi jisst) Y(IAC2612)-1*54'"��,h; TC*L-I*,apsf; T-C*Lyr4,2lfsf; X -15X; 9=451% L-24ft; Teve-0,1: Cat, ll� Exp, C; enclosed; MWFRS (directionaf)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10.0 DO bottom chord live load nonconcur rent with any other live toads, UNFAIR -1- 'i Futil toe mocnanicai fly %suel sit sh 7) "Senshrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this twss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 294 to down and 61 lb up at 2-0-44 on bottom chord. The design/selection of such connection device($) is the responsibility of others. 9) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back ia) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase,sl, 15, Plate In Uniform Loads (pff) Vert: 1-2-96,34-14 Concentrated Loads (lb) Vert: 1-123 5-294(F) ,&WARN1NO- Valayckeffirapammistoraand READ NOTES ON TINS AND INCtUDEDAWYEK REFERENCE PAGE MV-7472Lay. 80.6912016 BEFORE USE, Design vaNd for use only Wth Mffeu& connectors. This design is based only upon parameters shovm, end is far on indbAdval b0ding component, not a truss system. Before use. the building designso must verify the opplicabilly of design poraffieteis and property incorporole this design into the overall building design, Brocing Indicated is to prevent ouckfing of inclMdussr truss web and/or chord nermbers onty Addifieriol temporary and permanent bracing is ofvoys required for stoleMy and to prevent coflopse Wth possible personal injury and property don -rage. For genera} guidance regarding the tobsicolion, storage, delivery, erection and bracing of trusses and truss systems, sea ANSI/TP" Quality Deena, 656-89 and 4CS14stilis6rsi Component Safety informallors avoilobte from truss Fare rnsfitule, 293 N Lee Street Suite 312, Alexandria, VA 22314, May 6, 016 2M ID € KHiv bHiZVGinQ3S2oGTJyKH$c-AzaoN_s7ORtp ytnSi 3.4-0 4-11-0 441-0 NOTES - 1) Lind; ASCE 7-10; Vutt-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10.8psf, SCOL-4.2psf; h-15ft' B-4511; L-2411; eave=oft; end vertical left and right exposed, Lumber DOL=1.60 2xd ! f 4x4 ;,:. 3xe .:-„.. plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-" fall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint($) except (ft -lb) 7-126, is -:r _ LOADING (psi x„ SPACING- 2-0-0 CSI. DEFL in (loc) {!def Ltd PLATES GRIP 240 MT20 1971144 TOLL 30.0 Plate Grip DOL 1,15 TC 0.33 } Vert(LL) -0,01 5-6 -999 TCDL 18.0 Lumber DOL 1.15 BC 0.24 f Vert(TL) -0,05 5-6 -999 180 BOLL 0.0 " Rep Stress Incr NO 0 31 Horz(TL) 000 5 n1a We Weight 8 lb FT - 0% BCDL 7.0 Code IRC2012tTPi2007 (Matrix M) _..__ _..._?.__..,_- LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puders, except TOP CHORD 2x8 SPF 210OF 1.8E BOT CHORD 2x4 SPF No.2 BOT CHORD end verticals, Rigid ceiling directly applied or 6.0-0 do bracing BS 20 SPF No.2 tuliTek recommends that Stabilizers and required cross bracing gbe installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 7-83810-5-8, 5-8081Mechan'I€cal Max Horz 7=305(LC 5) Max Uplift 7-128(L 8), 5--122(LC 5) Max Grav 7=638(LC 1), 5=822(LC 13) FORCES. (ib) - Max. Comp,/Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-7-6321134, 2-3-.55610, 4.5-_4421100 BOT CHORD 6-7-270/80, 5-6--129/491 BS 2-6-0/591, 3-5-556/98 NOTES - 1) Lind; ASCE 7-10; Vutt-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10.8psf, SCOL-4.2psf; h-15ft' B-4511; L-2411; eave=oft; end vertical left and right exposed, Lumber DOL=1.60 Cat. it; Exp C enclosed; MVVFRS (directional); cantilever left and right exposed,, plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-" fall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at joint($) except (ft -lb) 7-126, N90L/ 5-122. 7) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss. front or back (B). ¢ .aaeeea t �t ���� � � �*,•e 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase=1,15„ Plate Increase -4.15 � s Uniform Loads (off) Vert 1-2=-96 e e � Trapezoidal Loads (pit),' Vers: 2= -4(F -46.6=46) -to -4--237(F=-70, B --70),7=0(F=7, B-7�to-5=-35(F--10, B=.10) 11 +, ,•" / t- WARNING . Verify desers parameters and MADNOTES ON TMS AND INCL O S&TEK REFERENCE RACE SMUTS rev. 1"V2014 BEFORE UM Derign, valid for use only Win MI"o connectors this design is posed only upon parameters shsn m, and is for an individual busIding conagonent, not a truss system, Before use, the buirding designer must ven€y the opplicabilih, of design pararnetex and properh' incouXXOte tills design into floe overall p building design. Idocin indicated is to prevent buckling of Individual truss web ond/or chard members only. Additional temporary and pesmarnent bracing Vk' is always required for stab4fly and to prevent colopse with passible persohar iniury and property domage, for general guidance regarding the 7777 Greenback Lane fokxicotion, storage, dehverp, erection and bracing of busses and Truss sysierns. see ANSI/TPII QuaSty Gillette. OSS -St and SCSI Mding GamPonent Suite 109 Safety Information ovalesbte from Press Plate tratitu e, 218 N. Lee Street, Suite 312. Atexa . VA '22314. 10.9.4 � 10"9.4 30 11 10 16 8 17 8 3x4 20 11 3x4 2,4 1l 2x4 Tl l 6 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. In (toc) l#deft Ltd PLATES GRIM TCLL 30.0 Plate Grip DOL 1,15 TG 0.55 Vert(LL) 0.00 6 nir 120 MT20 1971144 TCDL 18.0 Lumber DOL 1.75 BC 0.19 Vertjl-) 0.00 7 ntr 120 BCLL 0,0 " Rep Stress incr YES WE 0,21 Horz(TL) 0.00 6 n/a n/a BCDL 7,0 Cade IRC2012ITP12007 (Matrix) gs1 ,;` Weight: 59 ib FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing O"T"HERS 2x4 SPF No,2 �MiTek recommends that Stabilizers and required cross bracing � .i be installed during truss erection in accordance with Stabilizer 4 lnstaltatlon guides ._ REACTIONS. All bearings 19-7-14. (lb) - Max Horz 2=-133(LC 10) Max Uplift All uplift 100 Ib or less st joints) 2, 11, 8, 6 Max rav All reactions 250 lb or less at joints) 2,6 except 9-639(LC 17), 11=649(LC 21), 8=649(LC 22) FORGES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BS 4-9=-465134, 3-11=-5721176.5-6=-5721176 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vutt=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf, BCDL=4,2psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-3 to 3-4-3, Interior(l) 3-4-3 to 10-9-4, Exterior(2) 10- to 13-9.4 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and forces & RS for reactions shown; Lumber DOL -1,60 plate grip DOL -1,60 3) Plates checked for a plus or minus 5 degree rotation about its center.. 4) liable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcarrent with any other live loads. 6) ` This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by Gathers) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 11, 8, 6. 8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. NOO Ll 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified buildings designer, r- gs1 ,;` ON MUM WARNIA16 • Vorifirdisslimiswariestims and READ NOTES ON THIS AND, INCLUDED WTEK REFERENCE PAGE W7473nnr, 100=015 BEFORE USE. Design votld for use only with r iTekt9 connectors this design it based oNy upon poossreters shown. and is for on tndividuai boding component not o truss system. Before use. the building designer must verity the appficobtity of design parameters and property incorporate this design into the overotf building design. Bracing indicated is to prevent bucking of individual truss web and/or chord mernbers only. Additionaf temporary and p strn hent bracing M Ple is always required for nobiity and to prevent colropse wilts possible pirmonol'. i M and property damage. For general guidance regarding the fabrication, storage, delivery, ererflon and bracing of busses and frust sysedre, see ANSI/ifn Quouty CrNerta. 058.94 and BCSt Ifultding Component 7777 Greenback Lane Safety Information ovaetoble from Truss More institute. 218 N lee Street. Suite 812, Aksxandrio, VA 22314, 3 S09 Citrus 1Hoiohta, GA 0 W-0-0 2-5-0 4-0-V 4_10v - mm� 2X4 4 Em 24-11 3x4 = 300 = 8X4 __ LOADING ( SPACING- 2-0-0 CS11 DEFL. in (ioc) Ydeft Lid PLATES GRIP :1181, TCLL wo Plate Grip DOL 115 TC 0,52 Vert(LL) -0 02 10 >999 240 MT20 197/144 TCDL Wo Lumber DOL 1,15 BC 1107 I Vert(TL) w0.05 10 >999 180 BCLL 0,0 Rep Stress Iner NO VV8 0 17 Horz(TL) 0,01 8 We Tire BCDL 7,0 Code IR02012ITP12007 (Matrix M} Weight761b FT - 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins, except BOT CHORD 2x6 SPF 21 OOF 1.6E end verticals, and 2-0-0 Do puffins (5-4-1 Insist.): 3-5, WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing, MiTek recommends that Stabilizess and required cross bracing be installed during truss erection, in accordance with Stabilizer Iq REACTIONS. (lb/size) 12-102410-5-8, 8-1024/0-5-8 Max Harz 12=143(LC 7) Max Uplift 12-411 (LO 8), 8=41 1(LC 8) Max Grais 12=1 132(LC 36), 8-1132(LC 37) FORCES. (lb) -Max, Comp.lMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--8111359, 3-13-1107/414,13-14--14071414,14-16-11071413, 4-15--1108/413, 4-16-1108/413,16-17-11071413,17-18-11071414, 5-18-110714114, 5-6--8121369, 2-12-11331426,6-8-1133/426 BOT CHORD 11-19--2441687,19-20--244/687,10-20-244/687,10-21--2161658,21-22-216/658, 9-22--216/658 VVESS 3-11=-306146,3-10=-149/606,4-10-5861102,5-10--150/606, 5-9-306/46, 2-11-274/802, 6-9-2741802 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10,6psf; 8CDL-4,2psf, h=15ft; B-45ft; L-24ft; eave=4ft; Cat, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL= 1 A0 NDO Ll 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about its center, H #0 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. 6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except {jt -1b) 12-411, 6 71: 1 8-411, 8) "Serol -rigid pitchbreake with fixed heels" Member end fixity model was used in the analysis and design of this truss. the the top and/or bottom chord. 9) Graphical purfirs representation does not depict the size or the orientation of purfin along load(s) 91 to down and 50 lb up at 4-0-12, 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 9-11-4 top and yeea. 87 lb down and 50 lb up at 6-0-12, and 87 to down and .50 to up at 7-11-4, and 91 to down and 50 In up at on chord, lb down 215 lb 2.6-0, 32 lb down and 40 lb up at 4-0-12, 32 lb down and 40 to up at 6-0-12, 32 to down and 40 IIs up at ONA 212 and up at 7-11-4, and 32 to down and 40 Ib up at 9-11-4, and 212 Itt down and 215 lb up at 11-6-0 on bottom chord. The designIselection of such connection device(s) is the responsibility of others, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). May 6,2016 A WARNING. Vadry, desilim parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE W-7413 rev. 10/034015 BEFORE USE Design valid for use only with toilette connectors, This design is based only upon poroffieters shovm, and is for an Mad advot building component, not inn sate this design into the overcift PTO o truss system. Belpre use. the butisfing designer must verify the orstoicabrity of design parameters and property building design. Bracing indicated is to prevent buckling of individual truss web and/ox chord merribers only. Additiond temporary and pernionent bracing k' is always arciveed for stability and to prevent collapse with passable personor inji" and property teenage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/hIll Quail Criteria, 0$9.89 and SCM timildbre Component sake 109 Solely Information ovailobite from Trvss Plate institute, 218 N, Lee Vreet, Suite 312, Alexandria, VA 22314, Citnuftrysts, CA 06610 ss Type Qty jPly I C ead m dm r Cdua91 Hollow P4M is m Gutter 7.—SS Ili: RKHiVGbHfZVG)nQ352oGi LOAD CASE(S) Standard 1) Dead + Root Live (balanced). Lumber Increase=1.15, Plata increase -11 5 Undorm, Loads (ptf) Vert: 1-2-96,2-3=-96, 3-5-96,5-6-96,6-7-96,8-12-14 Concentrated Loads (lb) Vert. 11-17(F) 9-17(F) 13--20(F) 15--28(F) 96-28(F) I8=-26fl 19--13(F) 0-13(F) 21-93(F) 22-13(6) iftARWNO - Varfly dmat0n Paan »stem and READ NOTES ON 9ri9S AND INCLUDED INTEff REFERENCE PAGE WWI rev, 94,011015 BEFORE USE. A. Design valid for use onry voth NaiekS connectors, The design is based only upon parameters shown, and 4 for on individuot building component, not a truss system. Betore use, the building designer must verify the apApcabShtY of design parameters and property kncaapon ste this design into the overotl p burid ng design, Bracing hdicated 1s to prevent buckling of lnd'aviduat truss web and/or chord members only. Additional temporary and pe+rraneni bracing �q� is otways required for stability and to prevent co#apse v rcth possible personal'srgW and property damage, For general guidance regarding the 0771 Gramrtback Lane fabrication, storage, detsvery, erection and brocing of trusses and tens systems, see ANSI 7VI Quality Crile1'in. 456•$4 and SCSI 6ultding Component Suite 108 Suite Safety intorinoNon available Boum Two; Plate institute. 218 t3. Lae Street. Suite 312, Abaxanckia. VA 2?3 S 4, 1 2.0.0 4.0.0 tp-U"0 a -vu I- 2.4"11 . - SX6 = 4x8 =` 2x4"11 3x4 = 300 m;:. LOADING # (!i DEPL, in # TCLL ## Plate Grip DOL SC 0,24 TCDL 18,0 Lumber DOL 1,15 SCLL 1 Rep Stress Incr YES SCOL 7,0 Code # # REACTIONS. + 10-960)0-5-8,7-96010-" Max ! i Max Uplift # 4 Cal, DEPL, in (too) Wall Ud PLATS GRIP $I TC 0.76 Vert(LL) -0.03 8-9 >999 2409 t MT20 1971344 SC 0,24 Vert(TL) -0,08 6-9 >999 1601 WE 0.15 Horx(TL) 001 7 nta Fila (Matrix -M) Weight 67 Pb FT 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 ac puffins, except end verticals, and 2-0M0 oc puffins (5-2-11 max,): 3.4, SOT CHORD Rigid catling directly applied or 6.0.0 oe bracing. INiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer FORCES, (lb) � Max, Comp./Max, Ten, - Ali tortes 250 (to) or less except when shown. TOPCHORO 2 -11 -712/126,3 -11-531/167,3-12--6171181,12-13--5171181,4-13-5171181, BOTCHORD WEBS 2-9-43/598, 5-8-421597 NOTES - 1) . r r «'«.. i. y «.M ♦ < # # • X« ♦ M !.i Y ! .: :. is '. f.i ARMise . V.1hydexignissweirriters ,and READ NOTES ON THIS AND INCLUDED UrEff REFERENCE PAGE bi7:-7473 rev. fa0212018 BEFORE USE. Design valid for use only vAth Mileks#t connectors. This design is based onty upon pararrieten shown, and is for on individual oviuing component, not a truss system. fie#are: use, the Ovisding designer must ve+ify the applicability of design parameters and property incorporate this design into the overall bulttffng design. f each)g trsdicoted is to prevent bucWtil of individual truss web ondfor chord members only. Additional temporary and permonent bracing is oWays requ#'ed for dob#[ty and to prevent cohopse with pos0ble personal infarry and properly donerge. For general gu'idonce regarding the fabrication, storage, detivery, erection orad bracing of trusses dyed truss systerns,. see ANSpTf`n Quality Crifsrto. M-81 and BCSI J ubdtng Component Safety information avogribte ham Truss Plate Institute, 218 N. lee Street Suete 312, Aioxanddo, 4'A 22334, M a 2.0.0 SO -0 3.0-0 9A -0 . . �-�o 5r6 = 4x8 = I LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (fop) Vdeft Lid PLATES GRIP TOLL 30:0 Plate Grip DOL 1,15 TC 0.54 Vert(LL) -0,02 8.9 >999 240 MT20 1971144 TCDL 18 0 Lumber DOL 1,15 BC 0,17 Vert(TL) 0 05 8-9 >999 180 BCLL 0,0 Rep Stress Incr YES Vim 0.11 Horz(TL) 0.01 6 We n/a BCDL 70 Code IRC2012ITPI2007 (Matrix M) Weight 69 to FT 0% LUMBER- BRACING - TOP CHORD 20 SPF No.2 TAP CHORD Structural wood sheathing directly applied or 5-10-15 Dc purlins, BOT CHORD 2x4 SPF No,2 except eno verticals, and 2-0-0 oc purlins (6-0-0 max.,): 3-4. BS 2x4 SPF No.2 BOT CHORD Rigid petting directly applied or 10-0-0 oc bracln MITak recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (Iblsize) 9=976/0-5-8,6-73810-5-8 Max Horz 9.191(LC 11) Max Upli#t9--125(LC 92), 6--47(LC 12) FORCES= (to) - Max. Comp./Max, Ten. - All farces 250 (to) or less except when shown. TOP CHORD 2-10--7461121, 3-10-5851177, 3-11-508/193,4-11-508/193,4-12-5891171, 12-13-6041138, 5-13--7471121, 2-9=8939/248, =-7001148 BOT CHORD 7-8=-831493 BS 2-8-01447, 5-7=-97/407 NOTES - 1) :.a ,..« r w ^ � » •. a -. 8. ,.. .. .: .. ,. fit a een the .. r a a . a .... ♦ .:, • ...a. # ♦ ! R ., ♦ R � � .. � a r #..: �. ».. s a.. a � ,,. ,...... .. + a .. xa »• r _.. t •. - a.• -a ♦: „. ♦s s a ......; _.• a e: .w a..: »w:. a _ a.... r. a.. .:.w w . .. a,.w a # ew r x wa r a ♦ :.. ,, .m ,: µ :. a . 1 w ! � bottom chord ad any other members. Provide . connection s of r beating plate capable of a.ng 100 lb uplift , w except.jt-lb) 9-125. k lla pdchbreaks with fixedDeals"a.. r fixity modelused in the analysis andd of this truss. Graphical'4 i' does notdepict the size or the orientationof the purlin along the top bottom .• a May 6,2016 4YARNING . Verrydesamparamrstes and READ NOTES ON Thrt AND INCLUDED WTEK REFERENCE PAGE 11,11*7473 rev: 1403=15 BEFORE USE. �. Design valid for use only v0h ruirektO connectors. This design is based only upon parameters, shown, and 9s for an indiddua9 building component,, not a truss system. Before use the buitoing designer must verify the opplicobifity of design posnmeters end properly incorporate this densin into the overatt PTe building design, Bracing indicated is tri prevent bucklingof irrdNrdual truss araband/orchard members onry Additional tempor ary and Pemiserent bracing a is otvaoys required for debility and to prevent collapse. Win possible personal Injury and property damage. for general guidance regarding the fobr'scatton, storage,delivery, erection and bracing of trusses and truss systems, see ANSI/TPft Quality CrBeda, 01441 and SCSI sending Component 7777 Greenback Cane Safety Information ovallobie from Truss Plate trosfdlvfe, 218 N. lee Street. Suite 312. Atexondrfa, VA 22314. Suit rH.e109 srSi Z_rru I-LIU IfOrt 0 or 2X4 If 4 7x6 9 4 fixe S`e'_5, 2 Z 7 3A 1 4x$ X- 3X8 LOADING (psf) SPACING- 2-0-0 CSL [TEFL in (toe) Wall Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,79 Vert(LL) -0,06 7.8 >999 240 MT20 197/144 TCDL 18,0 Lumber DOL IAS BC 0,33 Vert(TL) -0,12 7-8 >999 180 BCLL 0.0 Rep Stress tncr YES VVB 013 Horz(TL) 0,01 6 rata n/a BCDL TO Code IRC2012ITP12007 (Matrix M) Wiihght64 to FT - 0% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc pudins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 SPF No.2 BOT CHORD Rigid coiling directly applied of 10-0-0 oc bracing,­ Nk recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS, (fitssize) 6-738/0-5-8,8-97610-5-8 Max Harz 8=229(LC 11) Max Upfift6--47(LC 12), 8-125(LC 12) FORCES, (lb) - Max. Comp.fMax. Ten, - All forces 250 (16) or less except when shown. TOP CHORD 2-9-747175,9-10=-548/113,3-10--5421149, 3-11--W/145,4-11--7101108, 2-8-9301232 BOT CHORD 7-8=-2211311, 6-7-1021383 WEBS 4-6-9221214, 2-7-81364 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) wind: ASCE 7-10; Vuft=133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10,8psf; BCDL=4.2psf; h-15ft; B=45ft; L -241t; eave-4ft; Cat. 11; Exit C; enclosed; MVVFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, htterioni) 1-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0, Interior(l) 13-0-0 to 13-10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown'. Lumber DOL -1,60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live toads,N00 by 2-0-0 will Lit wide 6) * This truss has been designed for a five load of 20Cpsf on the bottom chord in all areas where a rectangle 3 -6-0 tall fit between the bottom Chord and any other members, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 6 except (It -lb) H 8) "Semi-rigid pdchbreaks with fixed heete Member end fixity model was used in the analysis and design of this truss, 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 66 Z4,) ONAt, May 6,2016 AwARNING • verify detrain parameters and PxAv Notes ON Thai AND INCL WEDANTEK REFERENCE PAGE W7471 mv. 1aW,701 6 BEFORE USC for MsRels& This design is based only upon parameters shown, and Is for on individual building component, not Nil' Design solid use only with connectors. a truss system. Before use. the building designer must verey the applicability of design parameters and property incorporate this design into fire oweraft Additional temporary and brocing MITek' bvilding design. Bracing indicated Is to prevent bucking of individual truss web and/or chord mourners onry. permanent is oNooys required for doubly and to prevent colopse with notable personal infrory and properly darriage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, deRvery, erection and bracing of trusses and truss systems, see ANSI/11111 Quality Cuferks. DWIrs and SCSI Bultring Component Suite 109 Safety Information avdiabse from Truss Plate trofirvre, 218 N, Lee Street, Suite 312, Atexoncirio, VA 22314, Closer 2,0,0"."....«.._..m_._.,»..__._.._....�..,.«...,., 7.4-4.....................4-& ....«..._.»...»..,__a......___ 2.6-0 --f 2x4 Cl 4x9 "=: 3x4 elate fffsets (X Y2 (2 0 3*8 Q F 124 0-? 8 Edgej «� W *TC _ ., _ d.. .-«.» LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) Wellv� Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 9.15 0.80 Vert(LL) -0.05 7-8 >999 240 MT20 1570144 TODL 16.0 Lumber DOL 1.15 Be 0,34 Vert(TL) -010 7-8 >999 180 BOLL 0.0 Rep Stress In4r YES WB 0.20 Horx(TL) 0.01 6 nue nfa B DL 7.0 Code IRC20121TP12007 (Matrix -M) lght. 66 Its FT 0°do« * * LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oC purt ns, except BOT CHORD 2x4 SPF No.2 and verficals, and 2.0-0 oc purlins (6-0-0 max.): 4-5. VVEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing._ « Was recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer ry REACTIONS. (Ib/size) 6-73810.6-8,8-976/0-5-8 Max Horz 8247(LC 11) Max Uplift 6=648(LC 12), 8=w124(LC 12) FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 (Its) or less except when shown, TOP CHORD 2-9=-744176, 9-10-5411114, 3-10=-5391150, 3-11=-5471147, 4.11= 656/111, 2-89311232 BOT CHORD 7.82910388, 6-7=-1420498 WEBS 4-6=-777/173, 2-7--21348 NOTES- 1) Unbalanced roof live loads been considered. design, shown;CatIt; ExpC; enclolred� MWFRS (directional) and C -C Extedor(2)-2-0-0to 1-0-0, Intedor(l) 1 -0 -Oto 7-0-0. Exterior(2) 7 -0 -Oto 10-0-0, Interion(l) 11 -6 -Oto tilever left and right exposed; vertical left and right exposed;C-C for members and forces & MWFRS for reactions . u. Lumber seplate grip 60 r 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, a 6-0 tall bv 2-0-0 wide will ♦ #. » # # « o- .: k !#' x'#. «. # .. x #. # .. •. •# #x i ♦# i it May 6,2016 tKARNgaa * verity design peremstors end REAv Moes oN tntS AND JNCi.WEA WTEX REFERENCE PAGE MN•7472 pwv 7010912016 BEFORE USE, Design valid for use only with Wrck4} connectors, Thal design is based sank' upon parameters shown, and is for on individual building component, nor a truss system. Isefons use, the building designer most verity the oppOcabitity of design parameters and property incorporate this design into the overcast buttding de6gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing !Me n is oNvoys required for stab&rty and to prevent co#opse with passible personal injury and property damage. For general guidance regord'+ng the (g 7-777 Greentrads Lane folericotlon* storage, doWery, erection and bracing of Brasses and truss systems, see AMStlff n Quality 0"isda, ass49 and SCSI guiding Component Suite 149 Safety Information ovoiloper train Truss Plate tnsallule. 218 a&. Cee Street. Suite 332, Alexandria. VA 22'344. Cur_ Nag Ms,, CA 8„,Tae pE 4X8 wzugc� ID:RKHiVGbHIZVGjnQ3S2oGTJyKH$c-Wxc3lZBX(3, .. . ........1 . ..... . _____jpj3 1 4.1-8 2-10-8 3.3-6 3.8-10 4X13 it 5'E = $x$ = toxic = 8x$ = LOADING (psi SPACING -2-0-0 MT20 CS11 L. in (too) Vsdeft Lid TOLL 30,0 Plate Grip DOI _ 1,15 TC 033 Vert(LL) -0,06 7-8 >999 240 TCOL 18,0 Lumber DOL 1.15 BC 0�28 Vert(TI.) -0,13 7-8 >999 180 BOLL 0,0 Rep Stress Inor NO WB 0,82 Horz(TL) 0,01 6 Na n/a BCL 7,0 Code IRC2012fTP12007 (Matrix -M) LUMBER- BRACING- TOPCHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x8 OF 1950F 1.78 WEBS 2xi1 SPF No,2 *Except* BOT CHORD 1-10: 2x6 SPF 2100F 1.8E REACTIONS. (lb/size) 6-874810-5-8,10-8471/0-" Max Herz 10-226(LC 7) Max Uplift 6--840(LC 8), 10-1171(LC 8) FORCES. (1b) -Max, Comp./Max, Ten, -All forces 250 (to) or less except when shown. TOPCHORD 1-2-9262/1370,2.3-.74321961,3.4--7517/963,4-5-.7072f759,5-6-7547f767, 1-10--7813/1068 BOTCHORD 10-11-279/697,9.11--279/697,9-12=-114817598, 8.12-114817598,8-13-72917201, 13-14=-729/7201,7-14=-729!7201 WEBS 2-9-829/2785, 2-8-2484/706, 3-8-1004[7945, 4-8-1583/63, 4-7=-3251/523, 547-1007110069,1-9=-995/7325 3.10MT20HS it PLATE$ GRIP MT20 197/144 MT20HS 148/108 Weight: 289 to FT - 0% Structural wood sheathing directly applied or 6-0-0 Oc purlins, except fir and 2-0-0 Go purfins (6-0-0 d ceiling directly applied or 10-0-0 oc bracing, NOTES - 1) 3 -ply truss to be Connected together wfth 10d (0.131"xr) nails as follows: Top chords connected as follows: 2xit - I row at 0-7-0 oc, 2x6 - 2 tows staggered at 0-9-0 do, Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-5-0 Oc, Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 8-2 2x4 - I row at 0-9-0 Go, member 8-3 2x4 - I row at 0-9-0 Do, member 8-4 2x4 - I row at 0-9-0 oc, member 7-4 2x4 - 2 rows staggered at 0-5-0 Go, member 7-5 2x4 - I row at 0-9-0 00, member 9-1 2x4 - I row at 0-9-0 M WW connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design. 45ft,L-24 eave-4ft; �&WARWNG. Vwify &Vgn pentmetisrs end READ ROM ON Tits AAO INCI.VVED WIEN REFERENCE PAGE W7471 me, 10MV2015 BEFORE USE. Design voild for use a* with M'Toi,,O connectors, This desOn is based nary upon Frotornaters, shrove, and is for on tndlidury buitsiho component. not a twss system. Before vse, the buirding designer must verily the applicability of design porometers and properly incorlsorom this design into the overall buicling de6gn. Bracing irisifnoted is to prevent bucking of Individual tioss web and/ox chord mermbefs, ants. Additionof temporary and pionyanehl bracing Is always required for stability and to prevent cotiorne, with possible yessonol Infurs, and property domoge. For general guidance regarding the fabrication. storage, defivery. erection end bracing of Krues and truss systems, see ANSI qPh Quality Cntwfq. DSB-81 end 8C$j Insilifing Component Solely triteresellon avoikoste from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondio, VA 22324, PEgg-4- rW*0_' iqown.'_00 NOTE$ - 13) Hanger(ts) or other connection desfice($) shall be provided sufficient to support concentrated load(s) 294 lb down and 61 to up at 2-0-12, 5410 to down and 1239 to up 2472 lb down and 173 to up at 6-0-12, 2472 to down and 172 to up at 8-0-12, and 2472 to dor.. at 10-0-12, and 2472 lb down and 170 lb up at 12-0-12 On bottomchord, The design/selection of such connection devioets) is the responsibility of others LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15 Uniform Loads (ply Vert: 1-3-96,34-96,4-5-96,6-10-14 Concentrated Loads (to) Vert: 1--1279--5410(8) 11-294(B) 12-2472(B) 13-2472(8) 14=-2472(B) 15--2472(8) ,&wARNfRa.v.*desj#rR.aa#ayssad READ NoresoR rMS AND INCLWEOMIE9 REFERENCE PAGE AW-7473rev. 101MV5 BEFORE USE, Design valid for use only Win MTek* Connectors, This design is based onity upon Porarealers shown, and is for an individual building component, not a s system. Before vie. the building designer must veriff the applicability of design ponsmeters and property incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of indivolud truss weer and/or chard members only. Addifionot fen suvory and permanent brocing MiTek is ohyays reclused for stability and to prevent Collapse with possible personal infuly and property damage. For general guidance regarding the Ing Component 7777 Greenback Lane lobricrifiser, storage, didivery, erection and bracing of trusses and truss systems, see ANSI/Tpll QuaWyCifteft, 0SO-89 and ICSI luilld Suite 109 Safety Information oratiobte from Truss Plate institute. 210 N, Lee Street, Suite 312, Alexandria, VA 22314, �._.....�,�..:...�.�..._ 2-0-0 3-2-12 5 4 2x+1 Ii 3x4 ,. __.._ LOADING (psf SPACING- 2-0-0 CSL DEFL in (loo) Vdef€ Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.40 Ved(LL) -0.01 4.5 >999 240 MT20 1971144 TCDL 13.0 Lumber DOL 1,15 Be 0.08 Vert(TL) -3.01 4-5 >999 180 BGLL 0-0 " Rep Stress tater YES WE 0,04 HOrz(TL) -0.00 3 n/a arta BCDL 7.0 Cade €RC2012iTP12007 (Matrix M) Weigh! 15 to FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied of 3-2-12 oc puTdins, except BOT CHORD 2x4 SPF No,2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing ,a MBTek recommends that Stabilizers and required cross bracing__ be hTlytaffeld during truss erection, in accordance with Stabilizer REACTIONS. (Ibtsize) 5=448/0-5-8, 3-721Mechanlcal, 4-22IMechan"acad Max Harz 5-150(LC 1) Max Uplift 5=-62(LC 12), 3--1£(LG 9), 4a.35(LG 12) Max Grav 5-446(LC 1), 3-74(LC 17), 4-52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or Bess except when shown.. TOP CHORD 2-5-4241188 NOTES - 7 -1 t ..• ++. :a i x. s •. rill ,.. Cat, 11; Exp C; enclosefd� MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0� interfor(l) 1-0-0 to 3-2-0 zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=IA0 2) Plates checked for a plus or minus 5 degree rotation about if$ center, 3) This truss has been designed for a 10D psf bottom chord live load nonconeurrent with any other live loads. 4) * This truss has been designed for u live, load of 20.0psf on the bottom chordin all areas where w rectangle3-6-0 tall by 2-0-0 wide will fit between the bottom h x and any other members. 5) Refer to girderts) for truss to truss connections, Provide + others)of + bearing plate capablewithstanding 100 IS uplift at joinfis) 5, 3, 4, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. May 6,2016 ._WARNING - Vesely design Parameters and READ NOTES ON THIS AND INCLWE0WTEX REFERENCE PAGE 4111#4473 ker. 1"34015 SEFORE USE, Design, Vaud for use only with AAaTOM& connectors. This design is based antf upon parameters shown, and is for on individual buRding component, not a truss system, Before use, the banrdlng designee must verify, the applicability of design porearuetism and property incorporate this design into the overran building design. Brarang indicated is to prevent buckW,g of individual truss wets and/or chord mea ers only. Additional temporary c and pennorent brolrtg is always inquired for sioblity and to prevent collapse with possible personal Infury and aaroperty domagts. For generad guidance regarding the fabrication, storage, de $$very. erection and bracing of trusses and mass sYsieffm, see ANSVIPh dealer Wend,. 088-89 and BCS/ gir"In8 component 7777 Grnan via diene Safety taftsmufflon ovoibbte from Truss Plate Institute, 218 N. Lee Streel. Suite 312., Alexandria. VA :22314. r sCitruslllHeiaMs. CA 954 2.0.0 0,1111 NOTES - n icaiconn7cuw.I .... y. •#-. wa::m .• "# ".w...#. if a..i. .. ♦ ... y. # ! 7) "Semi-rigid pdchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss. 4 WARNING - Verde design parameters and READ NOTES ON INS AMA INCLUDED WrENREFERENCE PAGE M4.7471 rev. 140312011 SEFORE USE, Design votid for use only with MTektis connectors This design is based onty, upon pororrieties shown, and is for on individusar building component, not � a truss system. Before use, the butkrting designer must verby fhe appircabilty of design parameters and property incorporate this design into the overotk Nil' #g building design. bracing indic:oted is to prevent buck8ing of 'rrd€viducit truss web and/or chord members only. Add Bond temvb temporary and perons ent scing 9L.' is always reciuked for stability and to prevent cotopse voth possible personal injury and property domge. For genefot guidance regarding the 7771 Greenback Lane fabrication, storage, delivery,. erection and bracing of trusses and truss systems, see AN 11 Quality Criteria. bS&•$9 and SCSI Suffdtng Component Suite re Safety information avoilabie from truss Plate institute. 218 Ai, teas Street. Suite 312, Are.. SO Via 22304. Sartre tiaeinntx_ CA 96109 2x4 11 3x4 ----------- _..._._...,.,..._...................____.....�.,_..._.,........m.._...___w_a.._.._..._....,_...,..._.._.,....,.......�..�..._,.._. .. -W._,..,. __..._.�.......,._.._..__._.. :....,,_.__,......._..,.......a_..F,_:.0._r„....,....�.....,....._,.,...a.._.._�._..,.._._.....__. m..a.__._ .dam � �._..,....�....._,..:,...._.._�........, _„...�..._....., ..:--.-��., .� _.,�_-_._....a.�..............n LOADING (ps)i SPACING- 2-0-0 CS1. DEFL, in (loc) Vdefi Ltd PLATES GRIP TCLL 30.0 Prate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 5 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 115 BC 0,02 Vert(TL) -0.00 5 >999 480 SCLL 0,0 Rep Stress Incr YES WB 0 04 7' Code IRC2012/TPI2007 M) Horz(TL) -0.00 3 nia hire Weight 8 to FT Oak SCDL 0 (Matrix LUMBER- BRACING - TDP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 0.11.1 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals. YEAS 2x4 SPF NG2 SOT CHORD Rigid ceiling directly applied or 90-0-0 oc bracing, iii ak reeir mends that Stabiaizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS, (tbtsize) 5-53810-5-8,3-253/Mechanical, 4-5/Mechanical Max Horz 5-84(LC 11) Max Uptitt5--108(LC 12), 3=-253(LC 1), 4=-142(LC 12) Max Grav 5-538(LC 1), 3=169(LC 12), 4-56(LC 10) FORGES. (lb) - Max. Comp./Max. Ten. m All forces 250 (lb) or less except when shown. TOP CHORD -5--5321209 NOTES - n icaiconn7cuw.I .... y. •#-. wa::m .• "# ".w...#. if a..i. .. ♦ ... y. # ! 7) "Semi-rigid pdchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss. 4 WARNING - Verde design parameters and READ NOTES ON INS AMA INCLUDED WrENREFERENCE PAGE M4.7471 rev. 140312011 SEFORE USE, Design votid for use only with MTektis connectors This design is based onty, upon pororrieties shown, and is for on individusar building component, not � a truss system. Before use, the butkrting designer must verby fhe appircabilty of design parameters and property incorporate this design into the overotk Nil' #g building design. bracing indic:oted is to prevent buck8ing of 'rrd€viducit truss web and/or chord members only. Add Bond temvb temporary and perons ent scing 9L.' is always reciuked for stability and to prevent cotopse voth possible personal injury and property domge. For genefot guidance regarding the 7771 Greenback Lane fabrication, storage, delivery,. erection and bracing of trusses and truss systems, see AN 11 Quality Criteria. bS&•$9 and SCSI Suffdtng Component Suite re Safety information avoilabie from truss Plate institute. 218 Ai, teas Street. Suite 312, Are.. SO Via 22304. Sartre tiaeinntx_ CA 96109 ME ._.._.._.. r a-ei 4�0.0 5 4 20 i t 3x4 LOADING {psi} SPACING- 20-0 CSI, DEFL to (top) Wall Ltd PLATES GRIP TCLL 30.0 Plato Grip DOL 1.15 TO 0.40 Vert(LL) -0.01 4-5 >999 240 MT20 1971144 TCDL 18.0 Cumber DOL 1.15 BC 0.13 Vert(TL) -0.03 4-5 >999 180 BOLL 0.0 Rep Stressincr YES 004 Horz(TL) 000 3 nia n1a BODL TO Code IRC2012fTP12007 (Matrix_M),Weight: 18 to FT - 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORE? Structural wood sheathing directly applied or 4-0-0 oc purfins, except BOT CHORD 2x4 SPF No.2 end verticals.. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing Mti ak recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 5-47310-5-8, 3-124/Mechanical, 4-27/Mechanical Max Herz 5=164(LC 12) Max Uplift 5--59(LC 12), 3-21(LC 9), 4=-26(LC 12) Max Grass 5=473(€.0 1), 3-124(LC 1), 4=661LC 3) FORCES. (to) - Max. Comp,/Max. Ten. - Ali forces 250 (to) or less except when shown. TOP CHORD 2-5=-4461185 NOTES - 1) Wind: ASCE 7.10; Vuft=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.Spsf; BCDL=42psf; h-15ft, B=45ft; L=24ft; eave=4 ; Cat. II; Exp 0, enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Intereshl) 1-0-0 to 3-11-4 zone; cantilever left and right exposed : end vertical left and right exposed,C•C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 list bottom chord live toad nonconcurrent with any other live toads. 4) * This truss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 5, 3,4, 7) "Semi-rigid pitchbreaks with fixed heets"Member end fixity model was used in the analysis and design of this truss.DNN,00 Or CYGro.`7A a. q0Wt1u----24 WARNING • waffilrdoistenprivensetar, end MAD NOTES ON 7705 AND INCLUDED MTEK REFERENCE PAGE 11#0.7473 rev: IMM015DEFORE USE. Design valid for use only Win WeaD connectors. This design e based outs upon parameters shown, and is for an individual building component, not p at russ system. Before use the building designer roust verify the aropficob&lrhy of design maters and prop incorporate this design into fare overact bvik9ing design, Bracing indicated is to prevent bucking of i ndivnduat truss web and/or chord members only. Additamat temporary and petirnaneril bracing Me" Is envoys reunited for stablify and to prevent colcipse ulth possible personot injury and property damage. For general guidance regarding the 7771 GreenbackLane steerage, delivery, erection and bracing of tiusses and truss culerm, see ANfSM11 Quality Calorie, OSS -99 and SCSI SUSdfng Component Safety Information ovaKoick s from Tames Plate Institute. 218 N. Lee Street. Suite 312. Atexandrio, VA 22314. Surto 109 3-4.0 4.0.7 b 3x4 w 2x4 i 6 LOADING (psf) SPACING � 2-0-0 ^ W CSI. a.. DEFL. in (Ioc) UdelfUd PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0,33 VerdLL) 0,04 4-5 >999 240 = MT20 9971144 TCM 18,0 Lumber DOL 1.15 BC 023 Vert(TL) -0.03 4-5 >999 180 1 BCLL 0,0 Rep Stress InCr NO WB 0,02 Horz(TL) -0.00 4 me old SCOL 7,0 Code IRC2012JTPI2007 (Matrix M) Weight 27 Ib FT - 0% LUMBER. BRACING - TOP CHORD 2x5 SPF 21OOF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except BOT CHORD 20 SPF No,2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 900.0 oc bracing. �Mire# recommends that Stabilizers and required cross bracing be installed during truss erection In accordance with Stabilizer REACTIONS. (lb/size) 581110-8-3, 4-1/Mechanical Max Horn 5-155(LC 5) Max Uplift 5--339(LC 8), 4--997(LC ) Max Grav 6=651 (LC 28), 4.204(LC 20) FORCES. (Ib) -Max. Comp.fMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5--5991256 NOTES - 1) Wind: ASCE 7-10, Vult-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10.8psf; BCDL=4.2psf, h-151 B -45d, L-24ft; gave -4€t; Cat. ti; Exp C; enclosed; MWFR (directional), cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=9.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 psf bottom chord live load non current with any other live loads, 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5-339, 4-197. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss� fr 8) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 184 lb down and 373 lb up at 1-7-6 , and 74 lb down and 41 to up at 3-3-4 on top chard, and 51 lb down and 981 to up at 1-7-6, and 27 to down and 47 lb up at 3-34 on bottom Chord, The designfselection of such connection devices) is the responsibility of others. y •* f eae e 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). »} LOAD CASE(S) Standard " 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15 dv Me Uniform Loads (pit) Vert; 1-2--96, 2-3--98.4-5--14 « ; { Concentrated Loads (ib)0. '". Vert. 6-140(F) WA NiNtr . Verify dealers paramative and READ NOTES ON TA#S A AOINCLUDED ANTEK REFERENCE PA as AUL 7471 rev. 14011 016 BEFORE USE, Design votes for use arty with Mledis connecton, This design is based one, upon parameters shown and is for an Individual beidding component, not a truss system. Before use. the building designer most verify the oppCrcobility of design parameters and prape(N incorporate this design into the overall building design. Brociag indicated 4 to prevent bvetring of rndividure truss vein and/or chord members only. Additional temporary and permanent bracing Is arrays reguved for stabaaty and to prevent coAapse with passible persornai injury and property damage. For genearre guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bsocing of trusses and truss systems, see ANSURII Gv**y Cd edsL 058.8? and ACSi5vilifingCOtelearkilint 109 SI. Safety Information ovoitabte from Tuns Plate Institute, 21S ri. Cee Sheet, Suite 312, Atexanddo, VA 22314. uite n ra ax. 2-0-0 2-6"0 {.. a,___...._.a..�,_..... 5`7,7 .._, ,....��...._._._._h{.,._._w..,. ,,..,.a....w.-.. 5-9-3 5-7-7 , 2-6-9W _....y._.....,2.0,0 ��....1 EMM aan lxn M 9x4 = = 3x4 '"-. 4x6 mW i& r.. iR 6 m 7 16 Ia ro r< 7u 24 i( 8x6 :; 4x9 W 4x10 == 3x10 = 6x8 =4 2x8 B€ LOADING SPACING -a (loc) 1/def! Lid PLATES GRIP TCLL 30.0 Plate DOL 1.15 TCOL K Lumber HOrz(TL) 0.04 BCLL a Rep Stress Incr NO BCDL 7,0 Code0• LUMBER- { BOT CHORD 2x6 SPF 210OF I $EWESS 2x4 SPF NO,2 UpliftREACTIONS. (itilsize) 16-2144/0-", 10-214410-5-8 Max Herz 16=143(LC 7) Max a Max Glatt 16=2173(LC 36), 10=2174(LC 37) CSI. DSI=L. In (loc) 1/def! Lid PLATES GRIP TC 0.71 Vert(LL) -0.1512-13 >999 240 MT20 1971144 Be 0,43 Vert(TL) -0,34 12-13 >774 180 WS 0.58 HOrz(TL) 0.04 10 nta File (IWlatrix-M Weight: 111 to FT = 0% BR Cbl` G- Tt7P CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals, and 2-0-0 csc purlins (3-1-3 max.): 3-7, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. r . l Mitek recommends that Stabitlzers and required cross bracing be installed during truss erection in accordance with Stabilizer FORCES.d # ♦ d TOPCHORD a 4-18=-3561/1024,5-18--3561/1024, 5-19--356111024,6-19-3561/1024,6-20-358311031, 7-20--3581/1031, 7-8--1850/653, 2-16-2228036, 8-10-2221/734 BOTCHORD 15-21--44611580,14-21--44611580, 14-22=-44611580,13-22--446/1 580, 13-23-89013681, ♦024-25-89013581, 25-26--89013581, '! 4 WEBS 3-15-523/129, 3-13--532/2342,4-13=-589/97,6-12-586/95,7-12-54112371, 7-11--5341126, 2-15--540/1825,8-11-536/1817 •;, Unbalanced oof live loadsbeen considered design, Yw wx d. M •. Cat11; Exp C� enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber, DOL -1, plate 4 R Provide wR`t drainage to # ponding, r ^ Plates checked for a plus or degree f♦about bottom5) This truss has been designed for a 10O Dsf bottom chord live toad nonconcurrent with any other live loads. 6) ' This truss has been designed for a live toad 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 o # and any other members, a r "Sernkrigid pitchbreaks with fixedMember end fixity model was used In theanalysis ! design 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, 10) Hanger(s) or other • ♦ R do connection# • # u # » • Rd 4 a # down an, 67 # 10-6-12,136 down 4 ^ ♦w ♦ u R . t down aa ♦67 lb -# f lb down d 67 to and 389 lb down • 326 tb up ... •. on bottom Yrd Thedesign/selectioni. such connection device(s) is the responsibility of others, May 612016 lk"ARNING w Vikoytheitomparansiseirs and READ NOTES ON TMS AND iNCLUDEOWTEK REFERENCE PAGE W7473niv 1WOV2016 BEFORE USE. Design valid far use vntY with M100 connectom chis design is based only upon porometerw shover, and is for can individual building component not a truss system. Before use, the buikiinrg designer must verily, the opplesibifity of design patprnoters and property incorporate ft design into the overall building des"sgn. Bracing indtcoted is to prevent buckling of individual truss web and/or chord members only. Additional iern"ory and permanent bracing Nrlek' `^ is oNvays required for stobtlih, and to prevent colopse Win possible personot iniOary and property damage. For generd guidance regarding the fabrication, storage, delivery, erection and bracing of trusses cand truss systems, see Atidi`TPit t`du W Waste, 0$5-8V and BCS! BuSding Component VtV} 7777 Greenback Lane Safely Information avaloble from Truss Plate institute. 218 K tee Street. Suite 312. A09 Mzarsckia, VA 2:7314, i Citrus Suite lHisights, CARP NOTES - 11) 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 -1,15, Plate Increase -1,15 Uniform Loads (ptf) Vert: 1-2-96, 2-3--96, 3-7--96, 7-8--96.8-9--96, 10-16--14 Concentrated Loads (to) Vert: 15-223(F) 11-223(F) 21--130(F) 22-130(F) 23-131)(F) 24--130(F) 25=-130(F) 26=-130(F) 27-130(F) 28=-130(F) j& WARNING - Vwfly design parserrist"s and MAD NOTES ON TMS AND INCLUDED ARTEX REFERENCE PAGE W1473 Me. 1"379015 BEFORE USE. Design valid for use only with Wake connectors, This design is based onty upon paromefen sNa,n, and is for an inmyrduat builront; component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Chis design into the overall building design. Bracing indicated is to prevent birckting of indMoval truss web and/sx chord members only. Additional temporary and pernetnent bracing pp is oNmys required for slatrAity and to prevent collapse with pose` eks personal injury ond property damage. For general guidance regarding the fabrication, storage, del(very, erection and bracing of trusses and truss systems, see ANSI/Illsill Quality Collates, OSS -89 and liCsfavading Component 7777 Greenback Lon Lil lexandda, VA 22314� Suite 109 Safety information available from Truss Plate lnsfit0e, 218 N. Lee Street, Suite 312, A Cows Patients, CA 954 22 tk4 A P6 o ._ 2-0'0 40.0 7 -Ira 7.0,0 2x4 t SAS = 2x4 11 3x4 = 3x4 = 3x10 = 3x4 = 2x4 £i LOADING (pso ' SPACING- 2-0-0 CSI. # DEFL, in (roc) Vdeft Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 € TC 0.96 1 Vert(LL) -4.06 19 >999 240 MT20 197/144 TCDL 18,0 Lumber DOL 1.15BC 0.38 Vert(TL) -0,1610-12 >999 180 BOLL 0.0 " Rep Stress Incr YES 4.26 Horz(TL) 0.03 8 n/a nta BCDL 7.0 Code IRC2012ITP12007 (Metrix M) Weight:99 to FT 0% Safety Information ovoitable from Trow Plate institute. 216 N. Lee Street, Strife 312, Alexandria, VA 22314, gkslP. LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc pvrtins, except BOT CHORD 20 SPF No.2 end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-5. MBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 80.0 oc bracing. .a I Iv1t1k recommends that tabiltxers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS, (Iblsize) 13-140010-6-8, 8=140010- .8 Max Horz 13--175(LC 10) Max Uplift 13--152(LC 12), 8-_152(LC 1 ) FORCES. (to) m Max. Comp./Max. Ten. - Alt forces 250 (to) or less except when shown, TOP CHORD 2-14--1221/165, 3-14--1040/206, 3-15-1745/304,15-16-17461304,16-17-17461304, 4-17-17481304, 4-18--17481304,18-19--1746/304,19-20-17461304,5-20--1745/304, 5-21-10401206,6-21-12211166,2-13-13851275,6-8-13851275 BOT CHORD 11-12--431948,10-11--43i948,9-10-231W BS 3-12--295/76, 3-10-131/948,4-10-7991183,5-10--1311948,5-9=-295t76, 2-12--7511050, 6-9--7611050 UnbalancedNOTES- #oloads considered for this design. ## « , # A - # fit between the bottom Chord and any other members, m May 6,2016 WARNING - Vardy dessign Parameters and READ NOTES ON'ri#S AND INCLUDED WFEK REFERENCE PAGE AW1479 rev. rams/ 015 BEFORE USE. Design valid for use only Win MRek connector-, the design 4 based only upon Parameters shown, and is for an individual building component, not Incorporate this design into the ove:rat3 a truss system. Before use, the b0iding designer must verity the oppkabrbh, of design parameters and property bracing bvi ling design. Broclrg indicated is to prevent buckling of individual truss web and/or chord members ants. Additional temporary and permanent M!Tek* is oNv ays requited for stability and to prevent collapse wAth Possible personal infury and property dorrage. for general guidance regarding the 9717 Graen#ack Lana Eabricotion, reroge, delivery, erection and taroctng of trusses and puss syms, stesee ANSI/TPfl Glvo*y Critmia, DSS -S9 and SCSI Evildtng Component 777ite 108 Safety Information ovoitable from Trow Plate institute. 216 N. Lee Street, Strife 312, Alexandria, VA 22314, gkslP. 2-0-€1 5.6.0 5^45�0 5.5.0 a -OV s -u -u 2x4 1 r 3x4 = 3x4 — 3x10 = 3x4 = 2x4 11 l•tr...(psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 Vert(TL) -0.1010-12 18,0 LumberTCDL Horz(TL) 0.02 BCLL 00 -t Stress Iner YES BCOL 7,0 Code IRC20121TP12007 i St. CFL. in (top) Udell Ltd PLATES GRIP TC 0.57 I Vert(LL) -0.03 10 >999 gait MT20 1971144 SC 0.28 E Vert(TL) -0.1010-12 >999 180 VVS 0.27 Horz(TL) 0.02 8 We Fila (Mat (Matftx M) _._ M) Weight 105 to FT =0% SRACiNG- TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins, except end verticals, and 2-0-0 oc puffins (4-6-1 max). 3-5.. SOT CHORE? Rigid ceiling directly applied or 10-9-0 oc bracing. AA#TSR r cram ands that Stabilizers and required cross bracing W mm Z be installed during truss erection in accordance with Stabilizer ♦ • # w All _. 250 (lb) or less except when shown. *♦ wD 2-14-12961166,3-14--1140/223,3-15-1342/278,15-16-13431278, 4-16-13441276, 4-17-13441278,17-18-1343/278 5-16-1342/278, 5-19-1140/222, 6-19-12961165, 2-13--1365/279,6-8-13651282BOTCHORD �t i 1959, 9-10--10/959 VVEBS a +... NOTES- 1) Mons ....w ! li :# •.# i#♦!11111112immill lilt _...• d : # til # .: ..: .. # r ! i # ,:. a # t. - #.. rt #.. w.. #. #. ....:.. 3) Provide adequate do prevent water f#.. 4) Plates checked for » plus w.degree rotationabout 5) This truss has been designed O t t «##..# chord live load nonconcurrent with any other live 'loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 Wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. yyARMtNe ^ Vwify dissifir, pareraaters and READ NOTES AN 7t#S RMA INCLUDED NTEK REFERENCE PAGE AW -7473 rev: 1"3401$ BEFORE USE.. Design valid for use ont; Win M7eptr connectors, This design is based only upon parameters shown, and is for on lnd9vtduoS buifdhg component, not a mass systs rr before use, the trusiding designer must verity the applicability of design poroffirrhas and property incorporate this design into the overall buieling design, bracing indicated 4 to prevent buckling of Individual truss web andlor chord members only, Addittonat temporary and prehronent bracing ek' is oNvoys required for stablity and to prevent colopse Win possible personal injury and property dorsragsr; For general guidance regarding the 7717 67n#eek Lana tabricotrun. storage. dsiivery, erection and brocing est trusses and trust systems, see ANSI/till C3va8ty Grit , DSO -89 and BCSt S ing Component re 7717 re Safety information ovogots a from'ttvss Plate institute. 2 is N, lee Street, Suite 312, Aiexondrla, VA 2.^.314. Cit.. Haisel a. CA 96 2-0.0 7-t8D 5`0t 0 1_u.0 w. v -v .4x4 i 1 04 -:.a sxn -- Us •..m 3x4 t s LOADING# DEFL. in {t TCLL 30.0 Plate Grip DOL 1,15 TCDL 18,0 Lumber Hofz(TL) 0,02 BCLL it Rep Stress $nor YES BCDL 7,0 Code 00 ER- r#CO# D 2,x4 SPF No,2 'Except* 3-4: 2x4 SPF 240OF 2,OE SOT CHORD 2x4 SPF # WEBS 2x4 SPF No,2 REACTIONS,b11-140010-5-8,7-1400/0-6- Max { { { CS1. DEFL. in (ioc) Wall Lid PLATES GRIP TC 0.83 Vert(LL) -0,09 -10 >999 240 MT20 1971144 BC OA4 Vert(TL) -0,19 8.10 >999 180 MT20HS 1481108 13.21 Hofz(TL) 0,02 7 nta Ola (Matrix -M) Weight 101 to FT - 0% BRACING- TCP CHORD Structural wood sheathing directly applied or 4.1-0 act purlins, except end verticals, and 2*0-0 oC purlins (4-8.2 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 3-8 MlTek that Stabilizers and required crass bracing recommends be installed during truss erection, in accordance with Stabilizer .14f:ilCe _.. FORCESforces { i or TOPCHORD 2 -12= -1337/156,12 -13--1199/178,3-13-1147/228,3-14--962/254,14-15--962J254, 15-16=-9#0 /155, 2-11-13581279, 5-7-13571279 BOTCHORD • { WEBS 2-10-0/874,5-8-0/844 NOTES- 1) betweenThis t as has been deal ned for a live ad 20,Op on the norn Chord in art areas wrivre a VOCUIA910 3--b-#7fWf7 fit te May 6,2016 .v._.�WAPMN43 v_. _y dastgn P _....- eters acrd READ NOTES ON THIS AMA INCLUDEi314 TEK REFERENCE Page 01.7473 rev, i"312015 BEFORE' USE 1( Design valid for use only with rdi ski connectors. This design is basad only upon parameters shown, and is for on indlvkiuoi building component. not 4 o truss system. Before use, the building designer must verity the applicability of design porometers and properly incorporate this design into the overart (j building deugn. Bracing lridicoted h to prevent buckling of inctAdvot truss vmb ondtor chord men rcen only. Additional ten ory and permanent bracing ! "�" is oNra�ys required for stabiftty and to prevent cofopse vAth passible personal injury and property convoy, For general guidance regarding the p fobrtco4ion, storage, delivery, erection and brochis of trusses and truss systems, see ANSI/lPlt Ovaaty CMOOO. DSB•$4 and SCSI Bv# ding COMPQAanf k 7877 Greenback Lane safety Information avoitobie from Truss Plate institute, 2!8 N, lea Street. Suite 3U, Alexandra, VA 22314. dt Caucus f4siahtc CA 95 2-00 4-4-12 4-1-4 5-0-0 4-1-4 4-4•IZ 2 -try 4X8 M 4x10 = 3x3 3xiP 3x4'" 0x4 ;w 34 nm. "late Offsets _ V -_ _ �:_a__..._...m.._..._. LOAt1tNG(psf} SPACING -2 -0-0 a;.i.p t3EFL. 1n (IDc) UdetiL/d PLATES CaFt#P TCLL 315,0 Plate Grip DOL. 1.15 TC 0.51 Vert(LL) -0.13 9-10 >999 240w MT20 1971144 TCDL 19.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.28 9.101 >937 160 BCLL 0.0 ` Rep Stress Incr YES \NB 0Y7 Horz(TL) 0,04 9 n1a did BCDL 7,0 Code IRC20121TPI2007 (Matrix M) Weight: 113 Iia FT - 0% LUMBER. RACING-- TOP CHORD 2X4 SPF II TOP CHORD Structural wood sheathing directly applied or 5-1-14 OC purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 op purlins (6.3-2 max.): 4-5. BS 2x4 SPF II BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing. WEBS 1 Row at midpt 5-12 lWax recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer w_ Y REACTIONS. {Ibtsize) 13=140010-5-8. 9=140060-5-6 Max Harz 13=264(LC 11) Max Uplift 13--152(LC 12), 9=-152(LC 12) FORCES. (Ib) -Max, Comp./Max. Ten, -All forces 250 (Ib) or less except when shown. TOP CHORD 3-41160f260, 4-1 5=-8 7612 58, 15-16=-876/258, 5-1667&/256„ 5-6--1160!260„ 2-13-431/198, 7-9--4311198 BOT CHORD 12-13--641984,11-12-0/883, 11-18=01883,10-18-01883, 9-10-19/912 VVEBS 3-13--12811120, 6---1281/120 NOTES- 1) Unbalanced roof live loads have been considered fordesign, 3) Provide adequate drainage to prevent water ponding. 4) Plates Checked for a plus or minus 5 degree rotation about Its Center. 5) This truss has been designed for a 10,0 psf bottom chord live load norconourrent wfth any other live loadfII Ift between the bottom Chord f any other members, with SCOL 7,Opsf, 9) "Semi-rigid pitchbreakatiefth fixed heels" Member end fixity model was used in the analysis and design of this truss, S) Graphical purfin representation does not depict the size or " orientation of the purfin along the top and/or bottom chord. WARMNO - fietfy design parsannie re and READ NOTES ON TINS AND INCLUDED a TEK REFERENCE PAGE W-7413 are, 10±01101'5 BEFORE USE. Design valid for use a* Win Wepil, connesctors. The design is based only upon parameters shown, ant; is for can Ind viduse buAding component, not a h uss system. Before use, the building designer nwst verity the oppfcoldI fy of design paronleters and property incorporate this design into the overall building design, bracing indicated is to prevent buckling of individual truss web and/or chord members onp. Additional temporary and permanent bracing M! Pek* is atwsays required for stability and to prevent collapse with possible personal injury and property damage. Fo, general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, see ANSUTP11 Quality Criteria, DSS -S4 and SCSI building Component 7777 Greenback Lane Safety Information avoidable from Truss Plate rnsi9rufe. 218 N tee Street, Suite 3t2, Atex 1'a. VA 21314. suite 109 I—. ­­ ria ox 08 == SX6 = RITTIMEUM 12 11 7u 34 ='- 6x70 wn 3x4:.= 3,6 LOADING (psi } SPACING- 2-0-0 CS1. DEFL, to (fact Well Ltd PLATES GRIP TCLL 30.0 1 Plate Grip DOL 1.95 TC 0.46 Vert(LL) -0,24 11-12 >999 240 � MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.63 Vert(TQ -0.5011-12 >518 180 BCLL 0 0 * Rep Street $nor YES we 1,00 Horz(TL) 0,04 9 n/a Fila BC DL i.0 Code tRC20121TP12007 (Matrix M) Weight 119 lb FT 0% LUMBER- m BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood Sheathing directly applied or 5-3.12 oC purlins, except BOT CHORD 2X4 SPF No.2 end verticals, and -0-0 oc purtlns (6-0.0 max.): 4-5. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 5-11 Tek recommends that Stabilizers and required cross bracing installed during truss erection in accorddance with Stabilizer(latigrtga�id� b REACTIONS. (lb/size) 12-1400/0.5-8, 9.140010.5.8 Max Herz 12-289(LC 11) Max Uplift 12--152(LC 12), 9-1 2(LC 12) FORCES, (to) -Max, Comp./Max. Ten. -All forces 250 (lb) or Cess except when shown. TOP CHORD 2-13--2641104, 3-14--1105/195, 4-14--9&11248, 4-5=-8051249, 5-15-e 1249, 6.15--1108/197, 7-16--263/105, 2-12--475/202, 7-9--474/202 BOT CHORD 11-12--46/989, 10-11=0/803,9-10-101940 BS 3-11--2571162,4-11--59/262,5-10-61/259,6-10=-257/162, 3-12=-12451109, 6-9--12471107 NOTES- 1) wo fit etween the bottom chord and any other members. if 9-151 8) "Sernkigid pitchbreaks with fixed heels" Member end fixfty model was used in the analysis and design of this truss, 9) Graphic -at purfin representation does not depict the size or the orientation of the purtin along the top andlor bottom chord, May 6,2616 --- ------- -------- I in. WAReARG - vamy n parameters and REAR? NOTES ON nes AND rNCI.UAEA WTEK REFERENCE PAGE AW -7413 rev: 1" 34015 BEFORE USE. Design ,afid for use onN with Wee& connectors, This design is teased only upon parameters mov^ and is for on in i ' veal bu§kung component, not o truss system. Before use, the building designer rvuuu verily the opokol aifty of design parameters and property incorpexale this design into fine overall buttding design. &racing indicated is to prevent buckling of individuot truss vvirb and/or chord members only, Addit€anal temporary and permanent broeing WOW 1s always required for stabitiiy and to prevent cogapse With passible personal infury and property domos e, For generar guidance regarding the 777T Greenback fab cation, storage, deihtery, erection and bracing of trusses sand truss systemB s, see ANSI/Ml Quality Criitaato, OSS -@4 and Creenback Lane 109 St buSdtng Component suite Safety tnloamation ovosable from Truss Mate fnstihute. 218 td. Lee Street. $tire 312 Ateaandria, VA 22314. C4rus yw ants, c'k $5+ 1 -2.0.0 _ 5`?M 12.".._..tl... ? " __..„_.....__ t - 5-4 4 _. a 4 __....5 7 12� .2^0-0 . 3x4 ,A ., 3x4 '": 3x4 --.: 3X4 ^ ^" 3x4 @nf,OffS1.1e,(.:X_Y i " r}"7 %.:-Jap M. R: mX "' .........._m.» ......................, -..."..,.._....»-.w..._.... _....,..d .....«,...., -.......,.._._.,,."..... ..-..-_.,.. .,._.,..._......._p �:: w.» LOADING lost) SPACING- 2-0-0 CSI. DEF to (100) Udell Lid PLATES GRIP � TCLL 30.0 Plate Grip DOL 1.15 TC 0,49 Vert(LL) -0.13 9-11 >999 244 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 BC 4.45 Vert(TL) •4,19 9-11 >999 180 BOLL 0,0 " Rep Stress Incr YES W8 4.34 Horz(TL) 4.04 8 n/a he BCDL TO Code IRC2012fTPI2007 (Matrix -M) Weight112 Ib FT -0% LUMBER- BRA ING- TiOP CHORD 2x4 SPF Ne .2 TOP CHORD Structural woad sheathing directly applied or 4-3-4 oc purlins, except BLOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12,5-8 Tek recommends that Stabilizers and required cross bracing be installed daring truss erection to accordance with Stabilizer _ REACTIONS. (lb/size) 12-1400/0-5-8,8-1400/0-5-8 Max Harz 12-310(LC 10) Max Uplift 12=-152(LC 12), 8--152(LC 12) FORCES. (to) -Max, CompJMax, Ten.. All forces 250 (lb) or less except when shown. TOPCHORD 2-13-27311 3„ 3-14--1206/252,4-14-10481288,4-15-1048/288,5-15-12061252, 6.16x-2731133, 2-12-4911219, -8-491/220 BOTCHORD 11-12-6/1087,11-17=01803,10-17-0/803, 10-18=0/803,9.18=01803,8-9=41963 WEBS 4-9--1141474, 5-9--3061181, 4-11--1141474, 3-11--3061181, 3-12-1260/47, 6-8-1260147 NOTES - been considered for this design, Y Y Y a i A, ! a« e t shown;Cat, ll� Exp C� enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(l) 1-0-0 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0 zone� cantilever left and right exposed ', end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions - D to plate gripD 3) Plates checked for a plus or minus 5 degree rotation about Its center, 4) This truss has been designed for a 10,0 pelf bottom chord live load nonconcurrent with any other live loads, 5) * This truss has been designed for•.i of 20.Opsfbottom # R 3-6-0 t a{ wide fit tween the bottom chord and any = ia..#" t_Vkoiderc.♦ # other R t #R # # #:: as # # # i62, 7) "Semi-rigid pitchbreaks with fixed heele, Member end fixfty model was used in the analysis and design of this truss, May 6,2016 WARNING - Vastly des1fies parameters and READ NOTES ON rWS AND iNCLUDED A#rEX REFERENCE PAGE X7473 rev.. I"W207S BEFORE LIM ; Design varid far use only with MGie6.'& connectors. This design is based only upon parameters shomi, and is for an ind'avidvot building con'rponent. not S a huss system. Before use, the bui dding designer must verity" the appilcotolty of design parameters and property inc .ate this design into the overran 1l ^ bui9dktg design. Bracing indicated is to prevent buckling of kobviduat truss Ymb and/or chord me t=er= only. Additional temporary" and permanent bracing � i - 4 amoyrs required for stabllty, and to prevent cotdapse with possibre personal injury and property damage. For generai guidance regarding the forbricattcrn. storage. detiuery., erecWn and bracing of trusses and mass sysrems, see ANSI(TPtr Qualfty Wean, DS8.84 and SCSI Sueding Component 7777 Greenback Lane So"Information avoirmne from Truss Plate tnstitute, 2€8 N, Lee Street, Bartle 3Q, Alexancdna. VA 22344, 600109 arktcpt cos 0,1A M tr'-7-T2 5.4-4 5.4-4 u-1- 14 MM 6x12MT20HS it toxic = 7x8 = toxic toxic =. 6x92 MT20HS LOADING (psp SPACING- 2.0-0 CSE, ( DEFL, in (loot 1ldeff Ud PLATES GRIP TOLL 303.0 Plate Grip DOL 1"16 i TC 0.66 Vert(LL) -0«09 7-8 >999 240 ; MT20 1971144 TCDL 18.0 Lumber OOL 9.15 BC 0.41 Vert(TL) -0,20 7-8 >999 180 i MT20HS 1481108 BCLL 0.0 * Rep Stress mor NO WB 0.63 Horz(TL) 0.02 6 n/a eta BCDL 7.0 Code IRC2012ITP12007 (Matrix -M) Weight: 286 to FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc puffins, except BOT CHORD 2x8 DF 1950E 1.7E end verticals^ WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-11,5-& 2x6 SPF 210OF 1:8E REACTIONS. (lb/size) 11-407'7/0-5-8,6-6144/0-5-8 Max Harz 11--263(LC 6) Max Uplift 11--321(LC 8), 6--546(LC 8) FORCES. (to) - Max. Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TORCHORD 1-2-46781430, 2-3-46381517, 3-4--4636/517, 4-5--6945/756, 1-11-3592/306, ,O10-14-217/544, 10-15-244/3780 9-15-244/3780,9-16—«i ±a t !• 4w« #. WEBS 3-8 ♦ 1 1R 108 NOTES - 1) 2 -ply truss to x,, connected og ie ( tilt BottomTop chords connected as follows� 2x4 - I row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do, • ws connected as folfoows.t a ♦ Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, ' •.!' are ♦ '.f" 't 'f ..n. .. t z4t* all f. .. ey=pt if ♦ "t : t f' R .. w fgce + t connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. Unbalanced ♦o t.e. « ! considered for design, t w k i i ItM t! •. Exp enclosed; ...:t«i MWFRS(directional); cantilever _ and right !! f vertical left and right exposed-, Lumber DOLsrI Y« plate grip DOL -1,60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center, 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 " load of 20,Opsf on the bottom ♦ t in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. ' t ♦^ ,. .: t f i ♦ t ♦t"e '! i Sf. ♦: is t Y'� i ♦ ..♦ 10) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model.: "! in the analysis t design of May 6,2016 WARNINli - vbrfty .qa paramotar5 and READ NOTES ON TWS AND INCLUDEOWTEK REFERENCE PAGE AW --74)'7 tau. fEf Wri f 61OEFORE USC Design valid for use a* win ARr'Telsis connectors. This design is based only upon paronxeters shown, and is for on individual building component not « a truss system, Before use, the rotating designer mast verify the oppicobi6ty of design parameters and properly incorporate this design into the overall of building design. Brocing indicated is to prevent buckling of individuai truss web and/or chord menewn only. Additional fernporery and permanent bracing iTek' is oNvoys required for stoblity and to prevent colopse vAth passible personal hJury and property dornoge.For genem4 guidance regoxding the tobrtcatcon, storage, detv", erection and bracing of trusses and tors systema, see ANSt(1Pft Quay Crtierkaa DSO -89 and $CSB OuOding Component 7777 Ctree stracl fano Safety information ovaliob€o from Truss Plate institute, 21B N, Lee Street. Suite 312, Afexondria, VA 22314, Suitt, 10Citrus 9 CA 96 NOTES - 11) Hangeria) or other connection devicefs) shall be provided sufficient to support concentrated loadis) 188 lb down and 137 to up at 0-6-12, 207 to down and 112 to up at 2-6-12, 229 lb down and, 82 lb, up at 4-6-12, 2 18 Its down and 96 to up at 6-6-12, 2 18 to down and 96 lb up at 8-6-12, 572 to down and 40 lb up at 10-7-4, 1262 to down and 83 lb up at 11-11-4,1262 Its down and 86 to up at 13-11-4,1262 lb down and 89 lbupat 15-11-4,andl9341bdownandSO81bupat 17.10-8, and 335 Its of at 19-11-4*nbottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15 Uniform Loads (frtf) Vert: 1-3-96, 3-6-96, 6-11-14 Concentrated Loads (to) Vert: 5--163 12--188(8)13--207(B)14=-229(8)15=-218(8)16=-218(8)17-w57 (S) 18=1262(121) 19-1262(8) 20= -1262(B)21 -«1934(9}22 -335(B) WARNING - Verify 40SIOM psirsortsuars, and READ NOTE'S ON THIS AND INCL WEO Wes REFERENCE PAGE W7471 rev, 10M3,7016 BEFORE USE, Design valid for use onN with "I" connectors, This design is based oMy upon parameters shown, and is for an individual buiWing co"Wonent, not a truss system, Before use. $he building designer must verity the applicability of design parameters and propeily incssrdousle this design into ffus overall indiwdual iTua members only. Addifiono€ temporary and permanent bracing Welton design, Brocsog indicated is to prevent buckling at web and/or chord is always required tot staluMb and to prevent cogapse with Possible Personal injury and Property darnoost. For general guidance regarding the 7777 Greenback Lane sobricofinn, storage, delivery, erection and bracing of trusses and buss systems, See ANSI/TPII QuaMy Criteria, D$$-$9 and SCSI gu#dkvg Component SU40 Safety Information avo0srbse hom Truss note fnifiMe. 378 K Lee Street, Suite 3@2, Afexondrio, VA I 22314, I CA -109 Heirsisrs CA 95 2-0.0 1,2.12 5 4 2x4 li 314 ��yyYY building design. Bracing b prevent of web is always requited for dribkity anti to prevent cokapse with possibie personal injury and Property damage, for general guidance regarding the 7777 Greenback Lane rabrication. storage, delivery, erection and bracing of #vsses and truss systerns, see ANSIdePit Quality CrFterkt. OSB -91 and SCSI Building citinvonent Suite 109 Offsets jX Y� j4 I�dg-e C3 1 8j_ CH-H.I.M. CA 95610 ,Plate _ _ _ _ _ µ - ry 040 LOADING (psf) SPACING -GSL p AEFL in (toe)„ tided Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.45 ( Vert(LL) 0.00 5 >999 249 MT20 1971144 TCDL 1&0 Lumber DOL 1.15 SC 0.01 vert(TL) 0.00 5 >999 180 BOLL 0.0 ° Rep Stress Incr YES WB 0,03 Horz(TL) -0.00 3 rda n1a BCDL 7,0 Code IRC2012ITP12007 (Matrix - M) Weight 8 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood Sheathing directly applied or 1-2-12 cc, purlins, except BOT CHORD 2x4 SPF No.2 end verticats. SS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing MiTek recommands that Stabilizers and required cross bracing be installed during truss erection In accordance with Stabilizer m q~ REACTIONS. (tbtsize) 5=471/0.5-8, 3-155/Mechanical, 4=8PMechanical Max Holz 5=65(LC 11) Max Uplift 5=•115(LC 12), 3=-155(L 1), 4=60(LC 12) Max Gram 5=471 (LC 1), 3=93(LC 12), 4=26(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -5=-4641236 NOTES - 1) d: ASCE 7-10; Vulf=133mph (3 -second gust) v(IRC 012)=105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; 8=45ft; L=24ft; eave=41di Cat. Il; Exp O; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about Its center. 3) This truss has been designed for a 10:0 pet bottom chord live load nonconcurrent with any other live loads.. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3- tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 4 except ((t=lb) 5=115 , 3=155.( 7) "Sema -rigid pitchbreaks with fixed heels” Member end fixity model was used In the analysis and design of this truss. 'x r (� " a 6766 amffi :� fOJi r WARNlse . istedy defulinissinenones and READ NOTES ON 7'tdS AND INCLUDED ANIEK REFERENCE PAGE W7473 rix. 14017015 BEFORE USE. Design voiid for use only with Mitek+D connectors This design is based only upon parameters shovm, eared is for aro indi Aduot buffoling component. not a truss system Befogs use, lite building designer must verily the appkcabkty of design Parameters and properly incorporate this design into the overcall ind€coted to buckling individual truss ond(or chord members only. Add4ionat fornporotor and permanent bracing ��yyYY building design. Bracing b prevent of web is always requited for dribkity anti to prevent cokapse with possibie personal injury and Property damage, for general guidance regarding the 7777 Greenback Lane rabrication. storage, delivery, erection and bracing of #vsses and truss systerns, see ANSIdePit Quality CrFterkt. OSB -91 and SCSI Building citinvonent Suite 109 Satety litio nvatian ovoefabte from Truss Plate institute. 218 Iva Lee Street, Suite 313, Ak aord . VA 22314, CH-H.I.M. CA 95610 2.0.0 041-1 LOADING (psf) SPACING- 2-0-0 CSI, TCLL 30,0 Plate Grip DOL 1,15 TC 0,46 i ♦ 0,02 t # #0 BCDL TO Code IRC2012ITP12007 6 4 2X4 Ii 3X4 = -0,00 5 >999 180 s -0,00 i n1a his CUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF NO1 BS 2.x4 SPF No.2 BOT CHORD ♦ # Max Harz 5-84(LC 11) # FORCESw . .)r except when shown, •.. D. #9 Scat& - 1:14.7 Weight: 8 to FT = 0% +.: i i sw 'w ♦ �.. t is no verticals, Rigid ceiling directly applied or # t Do bracing. [M If i..mends thatf ..w ..i be Instatted during truss erection, in accordance with Stabilizer jfL—qt0jWiQn- f s NOTES- �)TWC Cat11; Exp i w MWFRS w 1 u if t.'...w cantileverand right exposed;d vertical left and right checkedexposed;C-C for members and forces & MWFRS for reactions shown� Lumber DOL -1 60 Plate grip DOL -1 60 2) plates for plus o..W about its center, 3) This truss has been designed for a 10.0 fist bottom chord five load nonconcurrent with any other live toads, t' `"i i Z Y * #♦ ♦ iii • # tall w: 2.0.0 wide will fit between the bofforn chord and any other members, Refer ! girder(s)•connections. ♦ w i w.. » { • f +F i i u. # i » i i. _ i .' rt y. # # a f m i. - t 'S. 7) "Semi-rigid pitchbroaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, N+AWNG - verify design parem#t#rs #nd READ NOTES ON THIS AND INCLUDED #OTEP£ REFERENCE RAGE AM -7473 nwv IAOS12016 BEFORE ME. Design voted for use onty with Mtieisf) connectors, This design is noved onty upon parameters shown. and is for an fncftviduat building component, rKA a truss system. Before use. the buikding designer must verity the apptcabitify of design parameters and property incorporate this design into the overa4 building design,. Bracing tratcated is to prevent buckling of hdMduat truss web and/or chard me ben only. Additional tempests' and permanent brocingT is always required for stob4ity and to prevent colopse vsith possipte personal injury and property damage, for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/11`11 Qualify Ce#eda„ OSS -89 and SCSI EvgCing Camgan+#nt Safety Information ovoitatste from Truss Ftate institute. 218 N. lee Street, Suite 3Q, Alexandria, VA 2::314. us M{t` iF dr1M EM 5 3x4 -: 2x4 t LOADING (psf) SPACING - 2-0-0 ..... __� CSL DBFL In (toe).. itdefi Ud PL.A;TE$ GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.40 Vert(LL) -0.01 4-5 }999 240 MT20 1971144 TCDL 13.0 Lumber DOL 1.15 ED, Vert(TL) -0.92 4-5 >999 190 BCLL 0,0 * Rep Stress Incr YES 0 05 i-iorz(TL) 000 4 n1a nta BCDL 7.0 Code IRC2012ITP12007 (Matrix M)Weight: 20111 FT 0% LUMBER- TOPCHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wand sheathing directly applied or 4.0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, WEBS 2x4 SPF Na.2 BOT CHORD Rigid retling d applied or 10-0-0_oc bracing n . �ectty M6Tek recommends that stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer w _. REACTIONS. (totsize) 5-47010-5-9, 4.1441Mechanical Max Hare 5-156(LC 11) Max Uptttt5-94(LC 12), 4=,-53(LC 9) Max Grav 5=470(LC 1), 4-164(LC 17) FORCES. (lb) - Max. Comp,/Max. Ten, - All forces 250 (1b) or Less except when shown. TOP CHORD 2-5-4441244 BOT CHORD 4-5305/202 BS 2-4=-1 551269 NOTES - P x x ►� .i xs• x� „s atwx P. a. Pia x.♦xwM. P• x. w w x •♦ i t w x • w, x x .. +- « e .. M fit between ,, bottom o., M any other 5) Refer to w forconnections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 fir upfift at joint($) 5, 4 7) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, WARNING - Yarlry dgn parameters and READ NoFes on trys Amo etctuoEA AStEK REFERENCE PAGE MN -7673 rev: 140"015 BEFORE USE. Design vaAd tar use onry with MUM connectors, This deson is based only upon parameters shown, and is for on individual b0dingg component, not W1, a truss system. Before use, the building designer must verify the applicability of design porometeas and property rncorrovere this design into the overall brading design. Bracing indkatrsd is to prevent buckling of esdivtdval truss web and/or chord nvernbers sandy. Addltfonal to icy' and permanent bracing E is always required for stobloty and to prevent collapse witty passible personcsl injury and property damage. For general guidance regcuding the 7777 Or aCeck. Lanefabrication, srouss"ge, delivery. erection and bracOrg of ttusses and truss systerns. seer ANSVIPrI QteNty CaSerla, 056-84 and SCSI laBdNtg Camgsarre`xrt Suite 199 Safety mlonnotism avoit abta tram Truss Plate €nstitvte. 218 N tee Street. Saute 3t 2. Alexandria. VA 22314. Citrus mitalstsf, CA %s, ...............�,....._........_._�.M3#i........a.._....m...._..___.w�.....�....�..,.."._...,",.. 4^0-7 5 3x4 =: 2x4 s{ NOTES- Catfi; Exp 0; endosedl MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -I 60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has be designed for a 10,0 psf bottomchord live % % sad 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet"en the bottom chord and any other members. 5) Refer to % for iconnections, connection6) Provide mechanical % bearing plate capable of withstanding*i lb uplift at joint(s) except (#=Ib) 5=454, 4=240 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, I t 0-9-4 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15 Uniform Loads (pit) Vert: 1-2-96,2-3-96,4-5--14 Concentrated Loads (lb) Vert' 4=-134(F) 6-118(F) 7-140(6) May 6,2016 WARNtN{3 - Vaitiy design parar+re and READ NOTES ON MS AND INCLUDED WTEK REFERENCE NAGE Nff-7473 rov, 1"'V2014 BEFORE USE, Garton valid for use army wish Weiss, connectors This design is fussed only upon porometers shown and is for an tnd€Aduat bvikAug conasorrent, no' a truss system. Before use the bolding designer must verity ttser applicability of design parameters and property inc ante the design into the averzat7 budding deskin. Bracing indicated is to prevent nuckling of irx1rviduat truss wets and/or chard members orsty. Addifionai temporary and permanent b sciog 4 oivmys required for stabitfty, and to prevent cotWpse with possitue personal uyury and property damage. For general gWdonce regarding the � T777 Greenback inane fabrication, storage, delivery, eraection and brachg of trusses and truss sYnerns. see ANSVITU Quality Criteria, DSO -81 and SCSI 8ulidtng Cumparlent 50tety tntormakon avogotrie horn huss Pirste tnstriluie. 238 N. tree Street. Suite 312, ASexondrla, VA'.:2314. Suite tNeknits. CA 961 " ��. .w..n� - LOADtNG(pst) SPACING- 2.0-0 CSL. a3EFL (loc)� UdellLtd 1 PLATES GRtp_.��___.��_.__a.._ TOLL 30.0 Plate Grip DOL 1,15 TC 0,40 Vert(LL) 0.04 4.5 >999 240 # MT20 1971144 TCDL 18.0 Lumber DOL 1,15 SC 0.25 Vert(TL) 0.04 4-5 >999 180 8CLL 0.0 Rep Stress Inor NO we 0,02 Horz(TL) 000 4 rate nta 8CDL 7.0 Code iRC2012/TP12007 (Matrix M)Weight: 27 Its FT - 0% LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 9.8E TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals. EBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. MlTe9 re _..amends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer � 6Cta ` .flsaid�.- REACTIONS. (lb/size) 5=51210.5-8, 4010tMechanicat Max Herz 5-155(LC 5) Max Uplift 5-=454(LC 8), 4 240(LC 5) Max Grass 5-652(LC 28), 4.268(LC 20) FORCES. (tb) -Max, Cornp,lMax, Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-6-45911324 NOTES- Catfi; Exp 0; endosedl MVVFRS (directional); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -I 60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has be designed for a 10,0 psf bottomchord live % % sad 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet"en the bottom chord and any other members. 5) Refer to % for iconnections, connection6) Provide mechanical % bearing plate capable of withstanding*i lb uplift at joint(s) except (#=Ib) 5=454, 4=240 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, I t 0-9-4 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1.15 Uniform Loads (pit) Vert: 1-2-96,2-3-96,4-5--14 Concentrated Loads (lb) Vert' 4=-134(F) 6-118(F) 7-140(6) May 6,2016 WARNtN{3 - Vaitiy design parar+re and READ NOTES ON MS AND INCLUDED WTEK REFERENCE NAGE Nff-7473 rov, 1"'V2014 BEFORE USE, Garton valid for use army wish Weiss, connectors This design is fussed only upon porometers shown and is for an tnd€Aduat bvikAug conasorrent, no' a truss system. Before use the bolding designer must verity ttser applicability of design parameters and property inc ante the design into the averzat7 budding deskin. Bracing indicated is to prevent nuckling of irx1rviduat truss wets and/or chard members orsty. Addifionai temporary and permanent b sciog 4 oivmys required for stabitfty, and to prevent cotWpse with possitue personal uyury and property damage. For general gWdonce regarding the � T777 Greenback inane fabrication, storage, delivery, eraection and brachg of trusses and truss sYnerns. see ANSVITU Quality Criteria, DSO -81 and SCSI 8ulidtng Cumparlent 50tety tntormakon avogotrie horn huss Pirste tnstriluie. 238 N. tree Street. Suite 312, ASexondrla, VA'.:2314. Suite tNeknits. CA 961 4.9..12 4.6.4 6.0.4 a- a I- ' t082x6 6: 4x8 =' 3x4 06 300 _.. NOTES - 1) «p chordsd as foow Bottom"♦s connected a«o « e90 # ♦ # ��, to e # « « WARNING • Verify design Parameters and READ NOTES ON TIES AND INCLUDED IWTEK REFERENCE PAGE •7473 nre t""001BEFORE USE. Design valid /caruse ants Win MiTeulit conneclon. The design d bated only upon prisometerrs shown and is for on tmiividual bonding component, not a truss system. Before vase, the building designer must verify the appkcobifity of design parcanteten and property incorporate this design into the overati boding design. Bracing kollcafed is to prevent buckkng of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stabOy and to prevent cokapse Wth posdisle personal injwy and property damage. For general guidance regarding the tobefcolion. storage, delivery, erecron and erichag of trusses and mars systems, see ANSt1Tl'il Quatsy Cdletta,. DSR -S9 and #CSI striding Component Safety Information ovaikabte from Truss Plate insulate. 21B fir . tee Street, Suite 312, Alexandria, VA 2:316. _ _. � LOADING (psf) SPACING -d 2-0-0 CSL.. FL. In (loc) Ude/ Ud PLATE$ GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0 35 Vert(LL) 0,05 7-9 >999 240 MT20 197/144 TCDL 18,0 Lumber DOL 1.15 BC 017 Vert(TL) 0.10 7-9 >999 180 BCLL 0,0 Rep Stress Incr NO M 0,35 BCD/ 7 0 Code IRC2012frP12007 (Matrix M) Horz(TL) 0,02 6 n1a WE f Weight 222 Ib FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6^0-0 oC purlins, except BOT CHORD 2x6 SPF 2100E 9.8E end verticals, and 2-0-0 oc purilns (6-0-0 max.): -5, BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly appr4ed or 10-0-0 oc bracing. REACTIONS. (tblslxe) 6-2106/0-5-8,10-1948/Mechanical Max Horz 10=254(LC 24) Max Uplift 6=-951(LC 5), 10=-494(LC 8) Max Gray 6-2261(LC 2 ),10=1948(LC1) FORCES. (lb) -Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD i -2= -333/106,2 -3= -2823/942,3 -ii -1972/879,4-1 1-1974/878,41-5-1972/878, 5.620531800, 1.10314/70 BOT CHORD 9-10=-79612462, 8-9=-849/2474, 8-12=-849/2474, 7-12=-849/2474 BS 2-9=-323/362, 3-9--316/1278, 3-7=-748/0, 4-7=-654!123, 5-7=-109812694, 2-10=-2681/789 NOTES - 1) «p chordsd as foow Bottom"♦s connected a«o « e90 # ♦ # ��, to e # « « WARNING • Verify design Parameters and READ NOTES ON TIES AND INCLUDED IWTEK REFERENCE PAGE •7473 nre t""001BEFORE USE. Design valid /caruse ants Win MiTeulit conneclon. The design d bated only upon prisometerrs shown and is for on tmiividual bonding component, not a truss system. Before vase, the building designer must verify the appkcobifity of design parcanteten and property incorporate this design into the overati boding design. Bracing kollcafed is to prevent buckkng of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stabOy and to prevent cokapse Wth posdisle personal injwy and property damage. For general guidance regarding the tobefcolion. storage, delivery, erecron and erichag of trusses and mars systems, see ANSt1Tl'il Quatsy Cdletta,. DSR -S9 and #CSI striding Component Safety Information ovaikabte from Truss Plate insulate. 21B fir . tee Street, Suite 312, Alexandria, VA 2:316. LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1 .15, Note increase -1,15 Uniform Loads (pff) Vert: 1-3-96, 3-5-96, 6-10.14 Concentrated Loads (ib) Vert: 8-241(F) 9--1013(F) 7-130(F) 12-130(F) 13=-130(F) 14--130(F) A WARNING • Vadrydesign invantefersand READ NOTES ON TWS AND HVCLUDEDWTEI<REFERENCE PAOEW7473row: 1"372015 BEFORE USV Design valid lot use only with Wei* connectors, The design is bored only upon parameters, shown, and is for an individual bussing comportent, not a Inrrs system, before use, the building designer must verity the opisficatrAts, of design povorneten and property incorponahr the design into the overall putrong design. Bracing indicated'is to prevent buckling at inskvidud truss web and/or chord members only. Additional temporary and permanent bracing e oWoys required for stability and to prevent collapse with possibie personal intury and property damage, Rx Werat Guidance regarding the 7777 Greenback Lane ksbdcofion, storage, delivery, ereefion and bracing of trusses and that noteM see ANS11MI Quality Criferits, 6S849 and SCSI Inflicting Component 109 Safety Information available from Truss Psole LrofilWe. 218 NL Lee Street, Sulle 312, Atexandia, VA 21314, Citrfilsiralts, CA 96, Gin M 6.1.12 5-1€-4 5-7-4 0- W-;1 6X6 = Beate - 145.0 2x4 it 3X& ='= 3e4 11 4X4 = 3x4 `== 3x4 v. -w. 48 = 3X4 H ry LOADING (psfi SPACING- 2.0.0 CSI. DEFL in (toe) I/dell Lid I PLATES GRIP TCLL 30 0 Plate Grip Dpi. 1.15 TC O 63 Vert(LL) I) 405 7-8 >999 241Y htT2l? 1571144 TCOL 18.0 Lumber DOL 1.15 BC 0.40 ' Vert(TL) -0,13 6-10 >999 180 SCLL O 0 Rep Stress Iner YES WB 0 54 Horz(TL) 0.03 6 nia n1a SCDL 7.0 Code IRC2012/TP12007 (Matrix -M) Weight117to FTw - 0% _ _ m „ m LUMBER- BRACING - TOP CHORD 2X4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purflns (6.5-5 max.): 3-5. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-6.7 Do bracing, WEBS 1 Row at midpt 5-6,3-7 (MITek recommends that¢Stabtltzers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Iblsize) 6-1276/0-5-8,11-1276/Mechanical Max Harz 11-319(LC 11) Max Uplift 6--116(LC 9), 11--75(LC 12) FORCES. (to) - Max. Comp)Max. Tern, - All farces 250 (to) or less except when shown. TOP CHORD 1-12--1763/209, 2-12--16351243, 2-13--1358/223, 3-13--1219/273, 3-14--854/249, 14-15--8551248,15-16--855/248, 4-16--857/248, 4-17-•654/247, 5-17=-854/247, 5-6-12381263,1-11--12321190 BEST CHORD 10.11--447/420, 9-10--480/1494, 8-9-48011494, 8-18--351/1111, 7-18=-35111111 B 2-8--4671157, 3-8--501413, 3-7=-408/155, 4-7-646/150,5-7-266/1312, 1-10--8911332 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Weird: ASCE. 7-10; Vuii-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10,8psf; BCDL-4.2psf; h-15ft; B -45f; L-24ft, eave-411: Cat. fl; Exp C; enclosed, MWFRS (directional) and C -C Exterior(2) 0.1-12 to 3-1-12, interior(1) 3-1-12 to 12.0-0, Exterior(2) 12-0-0 to 16.2-15 zone; cantilever left and right exposed; end vertical left and right exposed,C-C for members and forces & MVWRS for reactions shown; Lumber DOL -1,60 plate grip DOL -1.60 3) Provide adequate drainage to prevent water ponding. N00 Ll 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any Bather live loads. " *'• c'{+ 6) " This truss has been designed for a live load of 20 Opsf on the bottom chord in sit areas where a rectangle 3-6.0 tall by 2-0-0 wide will *•+* • * , ,; fit between the bottom chord and any other members, with SCDL - 7.0psf. * (1 7) Refer to girders) for truss to truss connections, a 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 11 except at -lb) 7660* 6-116. 9) 'Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graph' 1 purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. WARNING - Verify design parameters and READ N4re$ ON TMS AND INCLUDED MJTEK REFERENCE PAGE A10.7473 rav, IAWJ2015 BEFORE use, Design valid Por use onty + nih Mii'ek* connectors, This design is based ani-` upon poiarneiers shown, and is for on individual butiding component not a truss system. Before use, the toAkfing designer must verify the oppkcabity of design parameters and property incorporate this design onto the overcth Ii �^: building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members ortty Additional to ary and permanent bracing � i € k' is oh rays required for stabiiaty and to prevent c.oXapse vAth prsstble personal intury and property damage, For general guidance regarding the € fabrication, stwoge, detkvery,. erections and bracing of trusses and truss sYsterris, see ANM/tpu Qu Cdfertri, DSB-89 and SCM Bu8d9ng component � Suits GruarSark Gane Safety tnffennotian roosPotafe, from Truss Plate Insiitvte, 218 N tee Street, Suite 312, Atexandrta. VA "lilt 4, Suits jt�rnms CA 95810 7.5.12 7-2-4 4-3-4 4-6.12 # am RM 3x4 = She . 1.50.6 11 10 a a .. - 7 3x4 H 4x4 == 3x4 300 == 34 -' Plata Offsets (X Y` ji 2 12 �2 � �dga tt-1 6(n � -+-._ A ,.+� ._... _ DEFLin _ t.ldtye � PLATES Udef LATES GRIP LOADING (pet} SPACING -f} CSE.. LOADING (icic) TOLL 30.0 Plan Grip DOL 1.15 $ TC 0 Vert(LL)0.30 7-8 >932 240 MT20 1971144 TCDL 18,0 Lumber DOL 115 BC 0.68 Vert(TL) 050 BCLL 0 0 4 Rep Stress Incr YES WB 0,49 Horx(TL) 0.03 7-8 >558 180 7 his nig SCOL 70 Code IRC201 PI2007 (Matrix M) f Weight 118 lb FT -0% LUMBER- GRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural mood sheathing directly applied, except end verticat , and BOT CHORD 2x4 SPF No.2 2-0-0 oc puffins (5-11.13 max ): 4-6. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-0.6 oc bracing. WEBS 1 Row at midpt 6-7,2-8, 4-8,5-7 M#Tek recommends that Stabilizers and required crass bracing be Installed during truss erection to accordance with Stabilizerx Instpltgi�n 99i�e�.W ...e,M. REACTIONS. (lb/size) 7-127610-5-8,11-1276/Mechanical Max Herz 11=381(LC 11) Max Uptiit 7 =-124(LC 9), 11--72(LC 12) Max Grav 7=1284(LC 17), 11.1276(LC 1) FORCES. (lb) -Max. Comp,/Max. 'Ten. -All forces 250 (Ib) or fess except when shown. TOP CHORD 1-12-17731195, 2>12=-16361238, 2-=-11521201, 3-13--10251221 , 4-13--974/261, 4-14--8741264, 14-15--8741264, 5-15=-879/264,1-11--12231189 BOT CHORD 10-11=-534/525. 9-10=-48911482, 8-9=-489/1482, 8-17=-2401588,17-18-240/588, 7-18=-240/588 BS 2.8--7101207, 5-8-«1701702, 5-7=-1181t310, 1-10-„53/1243 ,-40TES- 1) Unbalanced## oa ,.. considered for enclosed; # # :+ e to # 18-11-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate # • .r C) Provide adequate drainage to prevent water pending, A,) Plates checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads, i) * 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 #.# and any other members,6 #.. 7) Refer to girderle) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 11 except Ot-lb) 7-124 "Semi-rigid pitchbreaks with fixed # fixity model was used in the analysisand design # f this truss, 10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. ARMW • Y*Wy diffillin panwneters and READ NOTES ON TINS AND INCLUDED WTEX REFERENCE PAGE AW -7473 rev. I 2015 OF -FORE U34. Design valid for use only with MlTeklli connectors, Ih4 design is based onty upon parameters shown, and is for an individual buRding component, not a truss system. Before use, the building designer most verity the oppGcobikty of deslgn parameters end property incorporate this design into the overall buk9ing design. Bracing indicated is to prevent buckling of individual truss weir and/or chord members only. Additional temporan, and peorronernt bracing is oNvoys required for stability and to prevent collopse with possible perronot inpury and property damage, For general guidance regarding the fabrication, storage, detiveay, erection and brochg of busses and hues systems, see ANSiltPit Quality Criteria. 456.69 and SCSI Building Component Safety Information ow eloble, from Truss Plate tnsidtute, 218 ti. lee Sheet. Suite 3L2, Alexandria, VA 223 d 4. May 6,2016 M .._.....,......_.�-....._S-2a-21 ...,.-......._..,....._.._..5-&3,.,...._..,....__...--x._..,.._................ 5»8,3 _.........r..�.. 6.2-0 06 is no Via- 5 14 15 46 �" = State - 1.57.55 11 lu ab V Is e 1. 7 axe 3x4 ;... 34 = 08 = 3x4 - :: LOADING (psf)I SPACING- 2-0.0 � CSI. � DEFL. in (too) Udefl Lid f PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 E TC 0.91 Ver(LL) -0.16 8-10 >999 240 M i 20 1978144 TCDL 18.0 Lumber DOL 1.15 BC 0.59 Ver(TL) -0.29 10-11 >973 180 BCLL 0.0 * Rap Stress Incr YES1170 Horz(TL) 0 04 7 nta n/a BCDL 7.0 Code tRC2012/TPI2007 888 (Matnx M) Weight. 122 to FT=0% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 0o partite, except BOT CHORD 2x4 SPF No.2 end verticais, and 2-0.0 oc purlins (4-3-4 max.): 5-6. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-0-10 no bracing. BS 1 Row at mill 6.7, 4-8, 5-8, 2-11 [WiTek recommends that Stabilizers and required cross bracing be installed during truss ereoiton in accordance with Stabilizer (rIs)atlattgn guids REACTIONS. (Ibtsize) 7-127610-5-8,11-1276/Mechanical Max Herz 11=443(LC 11) Max Upfi t7- 127(LC 9), 11--69(LC 12) Max Grav7=1355(LC 17), 11=1276(LC 1) FORCES,. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or toss except when shown. TOP CHORD 1-12-318191, 2-3--15431221, 3-4-13391271,4-13--8331215,5-13--7271263, 5-14--6421262,14-15=-6421261,6-15--6451261,6-7-1250/320, 1-11=-343/119 BOT CHORD 10-11--52611555, 10-16--41311205, 9-16=41311 05, 9-17=-41311205, 8-17--413/1205 BS 2-10--3031155, 4-10--541460, 4-8--8061212, 6-8--311/1210, 2-11--1540/119 NOTES - 1) Unbalanced roof five loads have been considered for this design. 2) Wind ASCE 7-10; Vuif=133mph (3 -second gust) V(IRC2012)=105mph; TCDL-10.8psf, BCDL-4.2psf; h=15ft; 8=4511; L-24It; eave-4ft; Cat. it; Exp C; enclosed; MWFRS (directional) and C -C Exteror(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-0, Exterior(2) 17-4-0 to 21-6-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C•C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water ponding. � L 1 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live toads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCD/_ = 7,0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 11 except (jt -lb) # 766 Mo M 7=127. 9) "Semi-rigid patchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ; M- UM wARmNG usury desta. gaae a twa and REAR NorES ON THIS AND INCLUDED WT'EH REFERENCE PAGE 01,1104473 rev, 1"J/205 BEFORE USE. Design valid for use only with saiTePrly connectors. This design is based only upon parameters shcursi, and is for an individual bkristing component, not � a truss system. Before use, the buitding designer most vastly the oppficabitty of design parameters and property incorporate this design into the overall building design. Brocing indicated is to prevent bucking of asdiaiduoi truss web and/or chord members only. Additional feasporary and permanent bracing IF is always €equi ed for stability and to prevent colaose with possible- personal iniwy and property da e. For general guidance regard�af the fabrication, storage. delivery, erection and bracing of trusses and truss systems. sees ANSUTPf 1 tgva6ly Gtlfet#a, AS6•St and 615# $u6dfnq Crarnyao"ont 7777 Greenback lane 109 Safety Information available From Truss Plant Institute, 218 N. lee Street, Suite 342, Atexond ire, VA 22314. GNrus HisleNa, CA its a -o -o �-a•Ta 24 11 3x4 M LOADING(paf) SPACING- -00 _ c91. � OEFL. mmin (too) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Ven(LL) 0,01 1 nor 120 MTT20 1971144 TCDL 18.0 Lumber DOL i 15 8C OW VerbTL) -0,05 1 nor 120 BCLL ()LO Rep Stress Incr YES VVTI 0,04 Horz(TL) 0.00 4 Trial nta BCDL 7 O Cade IRC2012fTP12007 (Matrix) Wfught 9Ib FT 0% --------------- ­.._._ -- Lt1MBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-12 etc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. VVEBS 2x4 SPP No, 2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oC bracing _. _ Wf recommends that Stabilizers and required crass bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (!Maize) 5-49311-2-12, 4-18411-2-12 Max Horz 5=117(LC 11) Max Uplitt5=-163(LC 12), 4=-188(LC 18) Max Grav 5=493(LC 1), 4=81(LC 12) FORCES. (!b) -Max, Comp./Max, Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-5=-487/564, 34=-3631191 NOTES - 1) Wind: ASCE 7-10; Vint=133 ph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf; BCDL=4.2psf; h-15ft; B=45ft; L=24ft; eave=2ft; Cat, 11; Exp C; enclosed; MV RS (directional) and C -C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1,60 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). 6) Cable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcureent with any other live toads NDO L/ 8) " This truss has been designed for a live load of 20.Opsf on the bottom chard 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 to uplift at joint(s) except (jt -lb) 5=163, G ** 4=188. * 10) "Semi-rigid pitchbreaks with fixed heels"' Member end fixity model was used in the analysis and design of this truss. 6766 * * * to `It?d4 WARNING • V fily gn p efors and READ NOTES ON THIS AND tNCt uoEd7 Ae rL-K REFERENCE PAGE AN -7.477 a*v.. 1rt OW01B BEFORE USE. : Design vat6d for use only lith NtTek8 connectors, This design is based only upon parameters shown, and is for can individual bonding cornponent, not a truss system, Before use, the bvikirng designer rmin verify The opplicobility of design parameters and pro incorporate tits design Into the overali cuildhi; design, Bracing indicated is to prevent buckling of hdoidvaf truss web and/or chord members only. Additional temporary and pernnanenl bracing yyy ! r. is ai ssys required for stability and to prevent colapse with possible personal injury and property damage, for general guidance regarding the 7777 SabricoWn, storage, delivery', erection sand txocatgg of Trusses and truss systems, see AN$I/TPTt Quality Crileda„ OSB -89 and SCSi BaBding CampSuite oneel Suita 109 i;raanback tone Safety Information avo£labte from Truss Platte tnstitute. 2}B N. Lee Street, SuRe 312, Alexandiba, VA 22:314. CfrruR i,c*rontR CA 95610 4 3 2X4 8t 3x4 '= •: i ., s. 1 } :} r. enclosed: i . to It zone; cantilever left and rightexposed; end vertical left and right exposed;C-C formembers andforces & MWFRS for reactions shown� LumberDOL-1.60 plate grip • +f 2) Plates checked for a plus or minus 5 degree rotation about Its center, 3) This truss has been designed e psf bottom ch} i live load nonconcorrentany other live loads. 4) * This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between _ bottom chordand any other members, 5) Refer to ! for to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 7) 'Serrilmrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARRING » Vardy design trevansetont and READ NOTES ON THS AND INCLUDED WTEK REFERENCE PAGE W7473 rev. 10XV2015 BEFORE USE Design valid for use onty Win Miiei* connec#ars. The design B based only upon parameters shown, and is frit an indivi dua8 building colviponent, not a truss system. Before use, the building designer rrntst verify the oping,=tuRty, of design parameters and property incaarputate this design into the overact { but ding design, Bracing indicated 6s to prevent duckling of individuat truss "Is and/or chord members only. Additional tenporory and permanent bracing �W. . h orw ays required for stability and to prevent collapse Wth possible personot ingury and property dorraage. For general guidance regarding the fabrication, storage, delivery, ereeflon and bracing of trusses and truss aYsterns. seee ANSVTPIt half, Criteria, DSb-b4 and SCSI bolding Component 7777 Greenback Lane Safety Information available from Truss Plate insf tvfe. 218 N. tee Street. Suite 312, Afexondda, VA 22314. Duda MSuits MFaraxMa f`.A 41 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loo) Udefl L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0.34 Vert(LL) -0.01 3-4 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1,15 SC 0,12 VerhTL) -0,02 3-4 >999 190 BCLL 0.0 Rep Stress lncr YES 003 7,0 tRC2012/TP12007 Horz(TL) -0.00 2 bra nfa Weight 15 tb FT = 0% BCDL Cade (Matrix ) LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TDP CHORD Structural wood sheathing directly applied or 3-10-12 OC purtins, SOT CHORD 2x4 SPF No.2 except end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceding directly applied or 10-0-0 ac bracing _ w MiTek recommends that Stabilizers and required crossPbracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (ib/size) 4=203/0-5-5, 2=177iMechan ral, 3=26IMechanicat Max Herz 4 =102(LC 12) Max Uplift 2--46(LC 12), 3--9(LC 12) Max Gray 4-203(LC 1),-177(LC 1), 3.64(LC 3) FORCES, (lb) -Max. Comp,/Max, Ten. -All forces 250 (to) or less except when shown. •: i ., s. 1 } :} r. enclosed: i . to It zone; cantilever left and rightexposed; end vertical left and right exposed;C-C formembers andforces & MWFRS for reactions shown� LumberDOL-1.60 plate grip • +f 2) Plates checked for a plus or minus 5 degree rotation about Its center, 3) This truss has been designed e psf bottom ch} i live load nonconcorrentany other live loads. 4) * This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between _ bottom chordand any other members, 5) Refer to ! for to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 7) 'Serrilmrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARRING » Vardy design trevansetont and READ NOTES ON THS AND INCLUDED WTEK REFERENCE PAGE W7473 rev. 10XV2015 BEFORE USE Design valid for use onty Win Miiei* connec#ars. The design B based only upon parameters shown, and is frit an indivi dua8 building colviponent, not a truss system. Before use, the building designer rrntst verify the oping,=tuRty, of design parameters and property incaarputate this design into the overact { but ding design, Bracing indicated 6s to prevent duckling of individuat truss "Is and/or chord members only. Additional tenporory and permanent bracing �W. . h orw ays required for stability and to prevent collapse Wth possible personot ingury and property dorraage. For general guidance regarding the fabrication, storage, delivery, ereeflon and bracing of trusses and truss aYsterns. seee ANSVTPIt half, Criteria, DSb-b4 and SCSI bolding Component 7777 Greenback Lane Safety Information available from Truss Plate insf tvfe. 218 N. tee Street. Suite 312, Afexondda, VA 22314. Duda MSuits MFaraxMa f`.A 41 RE 3-3-6 w.._._._._.__....._....._............._....._3--6 .OARING (psf) SPACING- 2.0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 TCDL 99.0 Lumber DOL 1.15 BC 0.37 BCLL 0,0 * Rep Stress incr YES VVB 0.05 SCOL TO Cotte IRC2012ITP12007 (Matrex M) LUMBER - Structural wood sheathing directly applied or 4-10-14 oc purfins, TOP CHORD 2x4 SPF 1660F 1.5E BOT CHORD Rigid catling directly applied or 10-0-0 oc bracing. SOT CHORD 2x4 SPF No,2 �MiTek recommends that Stabilizers and requ}red cross bracing BS 2x4 SPF No,2 W w x , Max Uplift 3-102(LC 12) +, FORCES.• , .lMax. Ten, -All forces 250 or TOPCHORD 1-5-321/258 WEBS 2-5-330/158 0 May 6,2616 ,&WARWXGt ValfydWorrisammotere, Bad READ N07ES ON ThIlS AND INCLUDED WYEK REFERENCE PAGE 0^7475 rev.. 10MV2015 BEFORE USE. Design vWic for use on9y with WT00 connectors. This design is based only upon poromete€s shovm and is for an individual building component, not a truss system. Before use, the bvikiing designer must verity the apPtcakrifity of design parameters and property incorporate the design into the oveerai4 Witting design, Bracing indicated is to prevent puck" at individuat fruss web and/or chord members only Addibon€rl temporary and Permanent bradng Me! is of mYs regvieed for s9c idtity ond to prevent coNapse vAth passible persona9 iniury and property damage. For general guidance regarding the fobrication storage, delivery, erection and bracing of trusses and truss systems., see ANSIt79It QuaSty Warta, OSS -89 and SCSI SuSding Component 7777 GreenLra Safety Infkormoiion avoidble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 223i4. SU40 d09tr ntr wo DEFL, in (too) Vdefl Lrd PLATES GRIP Vert(LL) -0,10 4-5 >780 240 MT20 197/144 Vert(TL) -0.20 4-5 >380 180 Horz(TL) 0,28 3 fila n/a Weight 20 Its FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purfins, except end verticals. BOT CHORD Rigid catling directly applied or 10-0-0 oc bracing. �MiTek recommends that Stabilizers and requ}red cross bracing be installed during truss erection, in accordance with Stabilizer May 6,2616 ,&WARWXGt ValfydWorrisammotere, Bad READ N07ES ON ThIlS AND INCLUDED WYEK REFERENCE PAGE 0^7475 rev.. 10MV2015 BEFORE USE. Design vWic for use on9y with WT00 connectors. This design is based only upon poromete€s shovm and is for an individual building component, not a truss system. Before use, the bvikiing designer must verity the apPtcakrifity of design parameters and property incorporate the design into the oveerai4 Witting design, Bracing indicated is to prevent puck" at individuat fruss web and/or chord members only Addibon€rl temporary and Permanent bradng Me! is of mYs regvieed for s9c idtity ond to prevent coNapse vAth passible persona9 iniury and property damage. For general guidance regarding the fobrication storage, delivery, erection and bracing of trusses and truss systems., see ANSIt79It QuaSty Warta, OSS -89 and SCSI SuSding Component 7777 GreenLra Safety Infkormoiion avoidble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 223i4. SU40 d09tr ntr wo 2-6-0 6- 2x4 it 3x4 = .,.�.._........ ......_.......... ......_.«,...ems _.. LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (tor) lidefl Ud PLATES GRIP ----- ---------- ------ TOLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0,04 5 >999 240 MT20 197/144 TCDL 18.4 Lumber DOL 1.15 BC 4.42 Vert(TL) -0.00 5 >999 180 BCLL 0.0 " Rep Stress Incr YES 0,04 Horz(TL) 0.00 3 n/a he SCOL 7,0 Code IRC2012rrP12007 (Matrix ) Weight. 11 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly appy or 1-5.1 oc purlins, except BOT CHORD 20 SPF No.2 end verticals, BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiT ek reosmmends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer REACTIONS, (ibtsize) 6-590/0-5-8,3-205/Mechanical, 4-9tMechanicat Max Harz 5-106(LC 11) Max Uplift5=-109(LC 12), 3=-205(LC 1), 4=-140(LC 12) Max Grav 5-590(LC 1), 3=147(L 12), 4.60(LC 10) FORCES. (Ib) -Max, CompJMax. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-5-581/222 NOTES - 1) Wind: ASCE 7-10, Vult-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10,8psf; BCDL-4.2psf; h=15ft, B-4511; L=24fit; eave=dit; Cat. 11, Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-6-0 to 0.6-0, triterior(1) 0.6-0 to 1-4.15 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 pst bottom chord live load nonconeurrent with any other live loads. 4) ' This truss has been designed for a live toad 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt -lb) 5=109, Lit 3=205,4-140, �• 2aa 7) "Semi-rigid pitohbreaks with faxed heels" Member end fixity model was used 1n the analysis and design of this truss. �,• Boa P, Vhr fk aM aww '.: .. • f s i wARNNt3 - Ya^t#y dasfgst parsmatsrs ;iodREAD NOTES ON TIES AND INCLUDED Aa7"EX REFERENCE PADS At&•7d73 rsv. IVV31ZOIS BEFORE USE, rehigrt valid for use only wyh MiTekfs conrtcsciora. This design is based only upon porarrieten show^ curd is for an individrid building component, not a truss system. Before use The buifding designer must verify the oppiicobikty of de vgir parameters and propesTly incorporate this design Tnia the overcrid MR' "P buildingdesign. Bracing indicated is to prevent buckling of ind'¢vidool truss web and/or chord orersbeis or*. Additional temporary and permanent bracing WOW W. is siNvoys "tered tar stability and to prevent col apa s with pass!ble personat injury and property damage, For genera€ guidances regarding The fabrdcation, storage, delivery, erection and bracing of trusses and truss systems. sore ANS€/TPtf Qar W CrNstto, Ds8.94 and BGS! BuBding Compone rst 7777 greenback Lane So" information avreiabie from mass Note Tnstdfute, 216 N. Lee Street, Suite 312, aTexarrckta, vA 22314. Suits 1Q8 Citrus tialerMs CA 95610 Im 7.644 It sop 29 naia m i etr asausi ms, , IDiRKHiVCibl41 V jnQ3$2+GTJyKHSc-2QZ601fti'ZVISF, 5 9x4 = 4 2x4 l i Plate Offsets {-XYZ �4Edget9-181. _._a �.--mm �.,- -.�m-�:mry .-�:_ w-��� �:�a-- ..-�:.w_ µms•:. LOADING (psfl � SPACING-� mm2 -0-,, CSt. � DEFL, in (loo) Wait _ Ltd � PLATES GRIP TCLL 30,0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.00 4- a 240 MT20 197/144 TCDL 18.0 Lumber DOL 1,15 Sc 0.06 Vert(TL) -0.09 4-5 >999 180 BCLL 0.0 ° Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 Fite nla BCOL TO Code IRC2012frPI2007 (Matrix M) Weight 16 to FT 0% LUMBER-_ _ BRACING. TOP CHORD 2x4 SPF No,2 TOPCHORD Structural wood sheathing directly applied or 2-11-1 oc puffins, except BOT CHORD 2x4 SPF No,2 end verlicels, BS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied of 10.0-0 oc bracing 7u1i i`ek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (lb/size) 5=52810-5-i), 3=5P echanical, 4.191 anicai Max Harz 5=221ILC 12) Max Uplift 5=-3 (LC 12), 3=-14(LC 9), 4=-112(LC 12) Max Gray 5=528(LC 1), 3=37(LC 8), 4=66(LC 10) FORCES. (Ib) Max. ComP/Max. Ten. - Ali forces 250 (lb) or less except when shown, TOP CHORD 2-5-5051152 BS 2-4=-2941262 NOTES - 1) Wind: ASCE 7«10; VuH=133Pmph (3 -second gust) V(IR02012)=105mph; TCOL=10.8psf; BCt3L=4 2psf; h=15ft; 8 =45ft; L=2411; eave=411, Cat, 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2.5-0 to 0-5.0, Interior(1) 0 to 2-20-5 zone; cantilever left and right exposed ; end vertical left and right exposedaC-C for members and forces & MWFRS for reactions she Lumber DOL=1,60 plate grip OOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 20.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections, N9 0L 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint($) 5, 3 except 4=112. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • * r Lr r WARNING - Varry d.Wg. paramatara and READ NOTES ON rMS AND INCLUDED WTEK REFERENCE PAGE W7473 fay. 10012011 BEFORE USC Design for Ms7ek mrs design is based onfy upon parameters shown, and is for can individual building component, not Nil' valid use only viath connectors o truss system. Before use, the building designer must verify the oppticabitity of design porearneters and prop" incorporate the design into the overall building deesim Bracing indicated is to prevent boosting of individual truss "b and/or chard memben only. Additional temproory and permanent baadng WOW is oNosys required for stability and to prevent coraps , with possible personal injury and property donnoge. For general guidance regarding the fabrication, storage, delivery, erection and broc ng of trusses and truss systems, see ANSPItf`i1 Quality Culteia. 6$8-89 and BCSi Russians Component 7777 Greentrack Cane Safety Information ovoit able from Truss Plate Institute, 218 ts, Lee Street. Suite Sit, Alexandria, VA 22314 surto 109 Citrus timighR9,.�C.A 9?Ep1r{.._. 2.6-0 4-5.1 5 "3x4 =4 2X4 it - ry p u � W . . m m. W LOADING (psf) SPACING- 2-0-0 GSI DEFL, in (too) Udeft 1.td PLATES GRIP TCLL 30.0 i Pate Grip DOL 1,15 TC 0,71 Ven(LL) -0,02 4-5 >999 240 � MT20 197/144 TCDL 18»0 Lumber DOL 1,15 BC 0.16 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0 09 Horz(TL) -000 3 n/a rue Weight: 22 Rb FT 0°% BCDL 7.0 Code IRC201211TPI2007 (Matrix M) M^ LUMBER- TOP CHORD 2x4 SPF No,2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.5-1 or purlins, except SOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 BOT CHORD end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. _ » MlTek reeommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS, (itt/size) 566610-5-8„ 3.123/Mechanical, 4.30/Mechanical Max Horz 5-258(LC 12) Max Uplft5-27(LC 12), 3--31(LC 9), 4w-78(LC 12) Max Grav 556 (LC 1), 3-131 (LC 17), 4-73(L0 3) FORCES. (lb) -Max, Comp./Max, Ten. -All forces 250 (lb) or Gess except when shown. TOP CHORD 2-55361137 BOT CHORD 4-5-2661222 WEBS 2-4-2411268 NOTES- 1) Cat, exposed end verticaland right .. X[,w .w membersand forcesi MWFRSDO 60 plate grip Df 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed ^•. 0 psf bottom chord live load nonconeurrent with any other Weloa 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at Joint(s) 5, 3, 4. r♦.. model was used in the analysis anddein of this truss, II a WARNfNG. VestyaisiVejuneeeters and READ NOTES ON' THIS AND tNCLUDEDOOiEA' REFERENCE PAGE W7473rev: 1"312415 BEFORE USE, S Design valid for use on#f Wth k0epilf connectors This design is based onty upon paramsiers shown. and o for an indiuidud burdfug component, not a irvss system. Before use, the building designer must vents, the opiskaabiity of design parameters and property incorfrouste this design into the overynt buitding design. Bracing indicated b to prevent bucking of individual truss web and/or chard members only. Addifiona7 temporary and permanent bracing is ohNoys required for striblity olid to prevent colopse with posetee persona4 injury and properly damage. For general guidance regarding the � 7777 Greenback Lane iobrication, slnrage, delivery, erection and brocing of frusses and truss systems, see ANSVIPlt Quality Crtesea 058-d4 and BCSt 504109 Component Suite 109 Solely information available from buss Ptate Institute, 218 N. Lee Street. ;vide 312, Alexandurf, VA 22314. ..._ _._W ._._._..w_ ..._._.....__ _w_..6N0-a 2.4 ti 3 S 3x4 "= 2x4 '•$ mm TM 2-0-0 � LOADING (psf) � SPACING CSI � DEFl in (loc) tidefi Lid PLATS CRI TCLL 30.0 II Plate Grip DOL 1.15 TC ti 71 Vert(LL) -0 06 4-5 >999 240 TCDL 16.0 Lumber DOL 1.15 SC 9.30 Vert(TL) -0,13 4-5 >525 180 MT20 197/144 BCLL 0,0 Rep Stress Incr YES M 0,23 Horz(rL) -0,00 4 rtta n1a BOOL TO Code IRC2012ITP12007 (Matrix M)Weight: 33 lb FT 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD structural wood sheathing directly applied or 6-0-0 on purlins, except BOT CHORD 20 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-8 do bracing _... aTek recommends that Stabilizers and required cross bracing be instaited during truss erection, to accordance with Stabilizer REACTIONS. (Ib/size) 5-62710-5-8,4-255/Mechanical Max Herz 5=290(LC 11) Max Vpltft5=-102(LC 12), 4=-125(LC 9) Max Gran 5=627(LC 1)„ 4=308(LC 17) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-5=-587/265, 2-6=-2551129, 34-289/195 BOT CHORD 4-5484/461 BS 2-4379/415 NOTES - 1) Wind: ASCD 7-10; Vufi=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8ps€; BCDL=4.2psf; h=15ff; B=45ff; L=2411; cave=4ft; Cat. Il; Exp C; enclosed; M RS (directional) and C -C Exterior(2) -2-6-0 to 0-6-0. Interior(1) 0-6-0 to 5-10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL- 1,60 plate grip D0L=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provi 2=G 0 4 -PQ 2x4 11 s 2x4 ii exit = LOADING (psi} SPACING- -0-0 3 CSL TOLL 30.0 Plate Grip DOL 1.15 � TC 0.41 TC JL 1&0 i Lumber DOL 1.15 BC 0.92 BOLL O.0 ' Rep Stress Inor YES WB 0.17 BCDL 7.0 Code iRC20121TP12007 (Matrix -M) LUMBER- TOPCHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 REACTIONS. (lb/size) 5-47010-5-8,4-144/Mechanical Max Hoaa 5-279(L 9) Max Upldt5--57(LC 8), 4--205(LC 9) Max Greg 5-498(LC 18), 4-245(LC 17) FORCES. (to) - Max. Comp,/Max, Ten. - All forces 250 (to) or less except when shown, TOP CHORD -5--4721251 BOT CHORD 4-5--450/428 BS 2-4--4281470 • VerpTL) -002 4-6 >999 180 w Weight: 28 lb FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 no purtins, except end verficals, SOTCHORD Rigid g directly applied of bracing. recommendsMiTek Siitiiiii;ii i installedbe during erection, in accordance with Stabilizer NOTES - Cat, ll; Exts C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interlor(l) 1-0-0 to 3-10-4 zone; cantilever left and right exposed; i. verticali right exposed;C-Cfor members t forces & MMRS reactions ho M^ D •M tat grip f 2) Plates cherked « plus degree rotationafi. 3) This truss has been designed forpsf bottomchord live toad nonconcurrentanyother live loads, 4) * This truss has been designed or a live load of M! on ' bottom chord in allrectangle tali by 0 t^ ivill fit between the bottom chord and any# 5) Refer to ifirder(s) for truss to truss connections, Provide mechanical connection4 others)of truss to bearing plate ♦:: 4. of withstanding 100 lb uplift at • ° Ik 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss WARNING • V t "tin panforoters and READ NOTES ON110 AND JNCLUOEO 1df±Eh REFERENCE PAGE W74T3 rev. 1 9!$016 BEFORE USE. Design valid for use only Win MTekO connectors. This design 4 based onry upon parameters shown, and is for on lndivlduai Wilding component, not a truss systens. Before use, the bvilding desegner must veiny the oppScabiSty of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buck" of individual truss web and/or Chord members onty, Additional temporary and permanent bracing is always requaed for stability and to prevent coi@apse witty passable personas injury and property damage. For general guidance regordinpg the latrricolion, siontise, delivery. erection and bracing of Trusses and truss systems.. see ANSIOPlt Quality Criteria, DSO -84 and SCSI SuShcng Component Safety lnlomfollon avratobe, from truss Pirate institute.. 218 K Lee Street, Suite 312, Alexandria. VA 22314, May 6,2016 �km 4-2-0 4-11-0 4=11-V 2X4 1i 4X4 = caro - FORCES(lb) -Max, Comp./Max, Ton. -All forces 250 (to) or less except when shown, TOPCHORD 2-7-957/170,2-3--48510,4-5--4MI04 BOT CHORD 6-7-298/88,5-6-142/418 WEBS 2-6-0/543, 3-5-482/113 DEFL, in --- ------- (too) Udell Lid PLATES GRIP LOADING (psf) SPACING- 2-0-0 CS1. TOLL 30,0 Plate Grip DOL 1,15 TC 0,53 TCOL 18.0 Lumber DOL 1.15 BC 0.24 SCLL OLO Rep Stress Incr NO WB 028 BCDL 7.0 Code IRC2012/TP12007 (Matrix M) LUMBER - Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x6 SPF 210OF 1,8E end verticals. BOT CHORD 2x4 SPF No.2 Rigid ceiling directly applied or 6-0-0 go bracing, WEBS 2x4 SPF NcL2 REACTIONS. (ltilsize) 7-961/0-5-8, 6-795/Mechanical be installed during truss erection, in accordance with Stabilizer Max Herz 7-331(LC 5) Max Uplift 7-163(_C 8),5--138(LC 5) Max Grav 7-961(LC 1), 5=820(LC 13) FORCES(lb) -Max, Comp./Max, Ton. -All forces 250 (to) or less except when shown, TOPCHORD 2-7-957/170,2-3--48510,4-5--4MI04 BOT CHORD 6-7-298/88,5-6-142/418 WEBS 2-6-0/543, 3-5-482/113 DEFL, in --- ------- (too) Udell Lid PLATES GRIP Vert(LL) 401 5-6 >999 240 MT20 1971144 Vert(TL) -0,05 5-6 >999 180 Horz(TL) -0,00 5 We n/a Weight61 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 go bracing, be installed during truss erection, in accordance with Stabilizer 0�1 Cat. if, Exp C; enclosed; MWFRS hfirecflonal)� cantilever left and right exposed; end vertical left and right exposedber 00L=I .60 plate grip DOL- 1 60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10O psf bottom chord live load rionconcurrent with any other live loads, 4) * This tress has 4.6an4aslinat I#r a live "t i1r-21[4rs4-Eh the *effirsrf 4 tall !1ky 244 atit* will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, q') itritfifa (thy,ifth6cs) if Vvsa-tw bearinj IiW6 oaprwiif It+ pr except (jW!t) 7-1w� 5-138, 7) "Semi-rigid pitchloreale with fixed heels' Member end fixity model was used in the analysis and design of this truss, 8) In the LOAD CASE($) section, foods applied to the face of the truss are noted as front (F) or back (B), LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1, 15, Plate Increase- 1. 15 Uniform Loads (pit) Vert: 1-2-96 Trapezoidal Loads (pff) Vert: 2-4(F-46, B=46) -to -4-242(F-73, B-73), 7=0(F-7, B -7) -to -5-35(F-1 1, B=.11) May 6,2016 A WARNING- trivillrdlilliffspararedwsand READ NOTES ON MS AND INCLUDED OTEK REFERENCE PAGE 01-7472aMr, 1"W2015DEFORE USE. Design volld for use only with MTel* connectors. This design is based onts, upon parameters shoym, and is for on individual building component, not 0 truss system, Before use, the building designer must verify the oforiticoinfity of design parameters and property incorporors, this design into the overoff building design. Bracing indicated is to prevent buckling of indoidurst truss "b and/or chord members only. Additional temporary and permanent bracing is orvoys requited for stability and to prevent collapse with sussrobils personal injury and property domage. For general gridonce rLgcffdhg the fabrication. octane, delivery, erecWn and bracing of frusses and truss systems, see ANU/ifil celerity Offeriss, DSO.89 and SCSI Suldifto Component 7 777 Greenback Lane Safety Ififorperflos available train Truss Picite institute, 2t8 N. Lee Sfreel, Stifle 312, Alexandria. VA 12314, suills, 109 enn— Wi.M. r.A Ar, MW SX6 = 2X4 i,1 SSX6 = 23 2x4 11 7X8 -= 8.00 [-12- LOADING t s.. TCLL 300 Plate Grip DOL IA5 TCDL i Lumber DOL BCLL 00 Rep Stress Inor NO •t i LUMBER t BOT CHORD 2x6 SPF OF 1.8E WEBS 2x4 SPF M0 REACTIONS. t Max Harz Max Graft a 7x8 = 4x4 = Scale --1:70.1 8 27 9 29 29 10 4X6 1�1 EX"" `° 'F . 16 15 35 14 35 37 13 12 EC 4xqxg 4 �� eXa = 4X4 2x4 =- i t ! -005 13-14 >999 240 -0,10 .i M 0,03 Weight: 374 to FT - 0% SRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 do Puffins, except M r(6-0-0 a BOTCHORD Rigid calling directly applied or 6-0-0 oc bracing, FORCM Qb) - Max, Comp,[Max, Ton, - All forces 250 Qb) or less except when shown, ..fitCHORD3-24-14051377, 24-25-14051377,4-25--1407/377,4-5-113/698, i« , 7-8-13561212,11-27-27531469, 9-27--27561469,9-28-2756/468, 28-29--2754/469,10-29--2754/469,10-11--2365/3 2-23=-1061/353,11-12-19851283 BOTCHORD 22-30-162/795, 21-30-272/885,21-31--21011487,20-31-210/1487,20-32-210/148 t. a R 16-17-3641164, 15-16--13511158, 15-35-135/1158, 14-35-135/1158, 14-36-234/18 ±# 36-37-234fl880, 13-37-234/1880 WEBS 3-22--765151, 3-21-204/1070,4-20-40/405,,i2. i ii :a.. -14--33712094, 9-14-6621102,10-14-182/1100 i t. NOTES- 1) connected together with I i• ♦ w l.•.:. Top tt follows: t t 0-9-0 oc. Bottom chords connectedfollows: M =tge -.t at 0-9-0 i.. Webs connected w tt. w a'!! 21 .! connections have been provided w iX...tribute only tt.f or M '! Unbalanced roof live toadsbeen • design. y ♦ .list . t k t^♦ .. l:. i Mt _. .. w... *...a t_.. l..,-! ,,.: t.!♦: at t "M t ttz:.. ,, ,... ". t -r.. t. t^. f9ARNfN# - Votty design invesawfors and READ NOTES ON TMS AND INCLUDED l TEK REFERENCE PAGE W7471 revs. 1"V2015 S BEFORE USE. Design valid for use only with MffeM connectors, this design is bossed only, span parameters shown. and is for can individual building component not a truss system, Before use, the building designer must sadly the opplicobitity of design parameters and property incorporate this design Into the overdil building design. Bracing indicated is to prevent bucsIng of individual truss web and/or chord members only. Additional temparaY and Permanent bf0rong is olways required for stobi ify and to prevent collapse with passable pesonat infrey and property damage.. For general guidance regarding the fabrication, storage, delivery.. erection and bract -ng of trusses and truss systems, see ANSI/TPI) QuoBkY Ciflor ea. DSD -64 and BGS/ Svild#ng Comearresnt Safety Information ovoiiabte from Truss Plate institute, 218 N. lee Street. Suite 312,. Atexoncirtm VA 22314.. May 6, 016 NOTES - 10) "Semi-rigid pftchbreaks with fixed heels' Member end fiffifty model was used in the analysis and design of this truss. 11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 12) Harger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 196 lb down and 2 10 111 up at 2-6-0, 141 1b down and 40 to up at 3-11 -8, 141 lb down and 40 1b up at 5-8-12, 141 lb down and 40 1b up at 7-8-12,141 to down and 40 lb up at 9-8-12, 141111 down and 40 to up at 11-8-12, 136 1b down and 67 lb up at 13-8-1Z 322 ib down and 75 lb up at 20-4-4, 322 to down and 75 Its up at 22-6-4, 322 Ib down and 75 lb up at 24-6-4, 322 lb down and 75 lb up at 26-0-0, 322 lb down and 75 lb up at 27-5-12, and 322 111 down and 75 to up at 29-5-12, and 322 to down and 75 Its up at 31-7-12 on bottom chord. The design/selection of such connection deviceia) is the responsibility of others, LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber increase -1.15, Plate Increase -1.15 Uniform Loads (plf) Vert: 1-2-96, 2-3-96, 3-7-96, 7-8--96, 8-10--96, 10-11-96, 22-23— 14, 21-22--14, 19-21-14, 18-19-14, 12-18-14 Concentrated Loads (1b) Vert: 21-137(5) 15--322(5) 20-137(B) 16-322(B) 14--322(8) 13-322(5) 30-37(8) 31--137(B) 32-137(B) 33--137(8) 34--130(B) 36--322(8) 36-322(8) 37-322(B) ,& WARNING - Verfir design Parameters and READ NOTES ON TMS AND INCLUDED OTEX REFERENCE PAGE N&7473 nrv, 1"VZOIS BEFORE USE. Design vald for use only with Mlek,* connackris. This des,'gn is based only upon poroffrefers shown, and Is for an indiwduar building component, not iP a truss wsbea, Before use. the policing designer must verify the opp4cabigh, of design parameters and property incorporate this design into the overact bvIding design. Bracing indicated is to prevent buckling of individual truss "b ondlor chord members ants. Addition atten porcry and pennoneat bracing is ouvoys re Lured for shasaily and to prevent col rapse with possible pemorai injury and property dornage. FV general gkAdance regarding the tabrt-olion, storage, delivery, erection and bloc4%g of trusses and truss sYsterry, see ANSI/TillQualtCriteria, D$11 -$9 and SCSI suffifing Component 7777 Greersba y Safety triformahon ovoikslule from Truss Plate hyfitiste, 218 N. Lee Street, Sure 312, Alexandria, VA 22314. Suite Y. State . i�,xs. 14.0 s ,s s -a, z s e as t 2.0.0 1-11-8 2-0,8 „ 4t0t 0 6-0.8 5-6-0 2.3-0 4.2-8 _ 4-2-8 6.3..0 5xe 3,4 8 ^�. 8 28 9 2930 31 10 1 p 5x8 3x4 == 3x10 a.on ! i a 5 8 3a ✓� �,f Vi m:.^.......::.- `„^, 3 ,� _ _ �' of 34 25 ze ` See # 1 23 .n 2xp 20 19 16 ""'L._ ...�...»....._._.„.-.._._-_w.. 1--:!i& ...................__ '.". �' *" 22 21 Sx10 = 314 ' 5x6 m 17 96 75 14 33 34 53 12 2x4 it 5x8 b.3xA 2x4 f8,00�12 5x6 == 3X6m 4xa �: WO ='"= LOADING (p3f)..,._. _....sPACINc-V-_ .2v0-0.--__ CSI.. - __--t7EFL In {ltac}. Wait Lid PLACES^»»__. GRIP TOLL 30C Plate Grip DOL 1.95 TC 4.80 vert(LL) -0.1313-14 >999 240 MT20 3971144 . Lumber DOL 1.15 BC 4.50 Vert(TL) -0.26 13-14 >937 384 TCDL 18 4 Lum O SCLL 0,0 Rep Stress finer YES WB 0,83 Horz(TL) 0,04 12 nta nta B DL 74 Code IRC20121TP12447 ( atTtx ) Weight 973 Ib FT «0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied oT 2-2-0 oc purlins, except SOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0.0 max.); 4-7, 8-14, \AESS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing, w ITek recrrmrnends #hal Stabtiizt s end iequ+red cross bracing _ ____ be installed during truss erection, in accordance with Stabilizer -J REACTIONS. {tbtsize) 22-85510-5-8,16-2370/0-5-8,12-959/"-8 Max Herz 22.205(LC 11) Max UpIM22--119(1-C 12), 16--148(LC 12), 12--63(LC 1 ) Max Grav 22=862(LC 21), 16-2370(LC 1), 12-973{LC 22) FORCES, ($b) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOPCHORD 2-23--449183, i3-4-730/156, 4-24--6951133, 24-25-6951133, 8-28--4751172, 9-28--4771171, 9-29--7571209,29-30=-7551209, 7-8-617/186, 30-31-7551209,10-31-754/209 -20 i 10-32-902/182, 11-32-10661146, 2-22-851/207, 11-12--9381137 BOTCHORD 20-21-1041410, 19-20-83/627, 18-19--641695, 17-18--490M 38, 16-17-4171113, 15-16-131260,14-15-13126 i WEBS 3-21-433/69, i 6-16-12631198,7-16-1545/213, 7-14--12/557,9-14=-523/103,2-21-01447, 11-13--0/629 loadsNOTES- w. for :.. „,. # ^ # •s. .. Itis #♦. #.. s .a #.... # ,.. # .. s.t fit between the bottom chord and any other members, with BCOL - 7,opsf, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 22-119,16-148, "Semi-rigid s w fixity modelo f this truss, #) Graphical purtin «representationas-s not depict the size or the orientation of pudins along the top andlor bottom chord. May 6,2116 WARNING ^ Uw9yosslimparareaters and HEAD NOTES ON TM$ AND INCLUDED HTEK REFERENCE PAGE W7479: rev, 14031016BEFORE LIM Design votid for use only with MiTekt connectors, This desegn is based only upon pa€orneters shorns and is for can individuoi Weling component, not � w o truss system. Before use, the building designer must verity the tappdieobihty of design parameters and property incorporate ibis design into the overall *� j., building design. tracing Indicated is to prevent buckdng of InclMduot truss web and/or chord members only. Additional temporary and permanent tracing MI Tek' is odways reputed for stobfify oend to prevent collapse with possible personot iniury and property domoge. For gemoot guidance regording the fob3cafion. storage, defhveay, erectron and brocing of tcussss and mass systems, see ANSIJTPif Quality Criteria, DS649 and 6CSf uitill"o Component 7777 Greenta4dk Lana safety Information axailsibte from Truss Plate institute, 218 N, Lee Street Shite 312. AtexorrWo, VAX 223t4, EE suite 709 I CAnas FfatgtKi, CR �.� ;t-V'u 1.11.0 4-0«0 CxM'Ya 1-11 ,raw * . -- 5a6„ 5x6 rcmm 5x8 >......--,. S'D "= $ 2930__.,___11_9 23 22 2x4 £ 9 5x6 = 3.00 [12 LOADING tbfr y SPACING- 2-0-0 TCLL30.t1 Plate Grip DOL 1.95 TCOL 18.0 Lumber DOL 1.15 BOLL 0.0 " Rep Stress titer YES BCDL 7.0 Cade IRC20121TP12007 LUMBER— TOP CHORD 2x4 SPF Na.2 BOT CHORD 2x4 SPF No.2 SS 2x4 SPF No,2 18 17 2x8 E I Fx6 16 33 15 34 300 = 3x6 m 0,03 rt Ole n1a 14 3x10 ,= Scale = 1:71,S 4x6 5x6 a°^ 10 it 13 12 294 3x6 Weight: 186 lb FT - 0% BRACING- TOPCHORD Structural wood sheathing diredly applied or 3-6-3 oc purfins, except end verticals, and # Up w # BOTCHORD Rigid calling directly applied or 6-0-0 Do bracing,. a that Stabilizers and required cross bracing - ["be installed during truss erection, in accordance with Stabilizer . s REACTIONS., # Max Herz 23-2WLC 11) FORCES. (to) - Max, Comp./Max. Ten, - All forces 250 (to) or less except when shown, TOPCHORD2-24--468177,# # 5-27-8-6571260, 8-29-718/232, 7-399/104,5-28-301362,6-28-301362,6-7--5351175, 0' .# 9 -32-8321206,10 -32-984/170 10-11--5901127,11-12-9531115,2-23-8681207 BOTCHORD .. WEBS 3-22--4781103,3-21=-51313,4-20--279/113,6-20=-801441, i :#, # 6-18--1371876, 6-17-22391350,6-16-18811443 7-16-6101197,8-16-292151, 8-14--34/283,10-13=-919/170,11-13=-156/1116,2-22=01494 NOTES - 1) 271 eave=5j Cat ll� Exp C� enclosed; MVVFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, tntefroffl) 1-0-0 to 5-6-0, Exterior(2) 5-6-o to 8-6-0, interior(l) 21-0-8 R to M. t. R r left and right exposed:C-C for members and forces & MWFRS for reactions shown� Lumber DOL -1,60 plate grip D0L=I 60 Provide adequate:ge to prevent water pending, 4) Plates checked for a plus or minus 6 degree rotation about its center, 5) This truss has been designed for a 10,0 get bottom chord live toad nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 20,Opst on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide willi fit between the bottom chord and any other members, with BCDL = 7,Opsf, Provide mecw others)of ! bearing w : capable is withstanding 100 Illw uplift at s' p r' 8) "Semi-rigid pitchbreaks with fixed beets" Member and fixity model was used in the analysis and design of this truss, R Graphical purlin representationdoes not .w depict or the orientation k purlin along the top and/or bottom to or ame WARNING . verity design paramessrs and READ NOTES ON TMS AND INCLUDED WTEAK REFERENCE PAGE W7473rev. I&M24115 BEFORE USE. Design valid for use onry Win Weirls connectors, this design is based only upon parameters shovrct, and is for an Indivt`duest buipling component. not tit` n truss system, Before use. the bulkitng despiner mast verify the opplicob4 ty of design parameters and properly Incorporate this desrgn into the Overdo buil Ting design. Bracing indicated is to prevent buckling of individual truss web ondfor chord members o*, Additional temporary and peer voisent or, ing is oNvays required for stobtlbty and to prevent coilopse Win possible personal injury and property dornoge, For general guidance regarding the 7777 Greenback Lana fabrication, sfon spa delivery, erection and bracing of trusses and mass systems, see ANSUTI'll Quay Criteria. 454.89 and SCSI Building Component Suite 109 Safety tntaresa8an ovairoble from Truss Plate tristituto 218 N. lee Street. Svite 312.Afaxondria, VA :2214. Crtna3 t CA 95 CreeksidefOusig Hol Pirsis IB Lot 9 847264570 serene uprinfirs,urr 1,040 litiflip ZV WU10 W1 OK In0kasnes, Inc."I --Y - -1 — I ID:RKHiVGbHIZVqnO3S2oGTJyKHSe-pY274mTacCS7xK41IhEH769V5zK9i6Ud' -2- 12-0-8 2-0-0 3-11-8 3�0,8 3-8-12 6-9-4 2 -so 2-51-0 6-0-0 3-3-0 sxe = fire fixe M 5X8 9, U4 3XIO 4 5 6 - — ------ - -- 28 -=z- 8,00 3XI0 25 26 27 fidf,�� 06 3 10 11 us 06 24 2 CS 2 Z= 21 0 23 22 5's 3x4 28 17 29 16 15 14 13 12 2.4 8X6 froo, 112 axe 2x6 3el WO 300 3sx, - 2X4 Avu , Z -ILQ LOADING (pstj SPACING- - - DEFL, in (loc) Ill Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0,74 Vert(LL) 405 15-17 >999 240 MT20 1971144 TCDL 18 0 Lumber DOL 1,15 BC 017 Vert(TL) -0AI 15-17 >999 180 SCLL 0,0 Rep Stress Inter YES WB 0 56 Horz(TL) O 05 12 We We BCDL 7.0 Code tRC2012/TP12007 (Matrix -ill Will 205 lb FT - 0% LUMBER. BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pull except BOTCHORD 2x4 SPF Ill end verticals, and 2-0-0 Go purlins (5-7-6 max.}: 4-7, 8-9, 10-11, WEBS 20 SPF ll BOT CHORD Rigid ceiling directly applied or 6-0-0 Go bracing, WEBS I Row at still 6-17 rerIii FMbe installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibisize) 12-96310-5-8, 23=860/0-5-8,17-2361/0-5-8 Max Harz 23=297(LC 11) Max Uplift 12-63(LC 12) , 23-117(LC 12), 17-1 50(LC 12) Max Grav 12-963(LC 1), 23-880(LC 21),17=2361(LC 1) ,& WARRING. Vill deagn paremotel and READ NOTES ON Ties AND INCLUDED WTEX REFERENCE PAGE AM -7473 rev. ti0t9"015 BEFORE USE. Design valid for use only Win Will connectors, This design is based only upon parameters shoe and is for an irravidl buricing component not M11, a truss system. Before use, the burial designer must verify the cippical of design parameters and prop" incorporate this design into the overall indicated to bulokfing individual truss web and/or chord inerressrs, Only. Additional tempotory and pea neat bracing M!Tek' building design. Bracing 4 prevent of Is ahasurs recoil for stability and to prevent corlosne Wlh possible personal injury and property darrerge. For general guidance regarding the 7777 Gaturbask Lane fabrication, storage, delivery. erection and bracing of trusses aced truss systems. see Aff$1/1111 QrspittyClooda, D$949 and SCSI Sovdiflat Component stift 109 Safety Information available from Truss Triple Institute,,.218 N. Lee Short, Suite 3Q, Alexandria, VA 22314, ril Hil CIA strill Mr ,& WARRING. Vill deagn paremotel and READ NOTES ON Ties AND INCLUDED WTEX REFERENCE PAGE AM -7473 rev. ti0t9"015 BEFORE USE. Design valid for use only Win Will connectors, This design is based only upon parameters shoe and is for an irravidl buricing component not M11, a truss system. Before use, the burial designer must verify the cippical of design parameters and prop" incorporate this design into the overall indicated to bulokfing individual truss web and/or chord inerressrs, Only. Additional tempotory and pea neat bracing M!Tek' building design. Bracing 4 prevent of Is ahasurs recoil for stability and to prevent corlosne Wlh possible personal injury and property darrerge. For general guidance regarding the 7777 Gaturbask Lane fabrication, storage, delivery. erection and bracing of trusses aced truss systems. see Aff$1/1111 QrspittyClooda, D$949 and SCSI Sovdiflat Component stift 109 Safety Information available from Truss Triple Institute,,.218 N. Lee Short, Suite 3Q, Alexandria, VA 22314, ril Hil CIA strill S-411-0 1.11-8 2.0.0 4-3-2 3.9-14 2.0-V I-11-Ij 8x8 = 40$ -.m:: 6x8 -= 8X8 = Scale - I A21 6x12MTa�H� !� 8x6 ;-- 6:1x3 f 12 8x12 :-m-. 6X12MT20H5 Ii ------------- ._.._......... -3 Plate Offsets {X Yj j5 0 3 Edged j7 0 2 12 0 2 4j jdge 01 [90 0 0 0 4 $ (120.5 0 0 &- dj 3 0 7 C3 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (toe) Well Lid PLATES GRIP TCLL 30 0 Plate Grip DOL 1,15 TC 0,64 Vert(LL) -0.10 12-13 >9N 240 MT20 1971144 TCDL 15.0 Lumber DOL 1.15 BC 0,50 Vert(TL) 423 12-13 >814 180 MT20HS 1481108 BCLL 0.0 Rep Stress Incr NO WB 017 Horz(TL) 0,15 9 n/a Tile BCDL 7,0 Code IRC201 12007 Matrix - Weight: 410 ib FT - LUMBER- BRACING- TOPCHORD 2x4 SPF No2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except BOT CHORD 2x8 OF 1950E 1.7E end verticals, and 2-0-0 oc purlins (6-0-0 max,): 5-8. WEBS 2x4 SPF No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 8-9,2-15:2x6 SPF 210OF 1.8E IGC APPROVED FAGS MOUNT HANGER (BY OTHERS) REQUIRED FOR REACTIONS, (Iblsize) 9=9707/0-5-8, 15-9575%0-5-8 LOADS SHOWN IN NOTES. ALL NAIL BOLES MUST BE FILLED AS Max Herz 15.32(LC 7) PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d {.148" X 3-) NAILS OR AS REQUIRED BY THE HANGER Max erIit9--945{LC 5), 15--1399{LC 8) MANUFACTURER, FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES, FORCES. (Ib) - Max. Comp.tMax Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3-7759/1139,3-4--1 MI/2295, 4-5--10433/1168, 5-6--85381991, 6-16-6824/631, 7-166--5824!631, 7-8--24291321, 8-9--91981891, 2-15--928171382 BOT CHORD 14-15-394/578,13-14=-1 19216656,13-17-2053/12903,12-17-2063112903, 12-16-68715938,11-18--687/5938,10-11--329f2648 BS 3-1 4--806811 1 80, 3-1 3--1 207183.22, 4.13=-1282(5566, 4-12--503911163, 5-1 2--57 1 1533 8, 6-12--63914400, 6-11--40751596, 7-11--1016/9419, 7-10--82511929, 8.10--868/8925, 2-14-100017260 connectedNOTES- 1) Special connection required to distribute web loads equally between all plies, 2) 3 -ply truss to be #g 0} (0,131"x3") nails as follosys� UnbalancedTop chords connected as follows� 20 - I row at 0-4-0 Do, 2x6 - 2 rows staggered at 0-9-0 oc, Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 Do, Webs connected as follows: 2x4 - I row at 0-9-0 oc, Except member 13-4 2x4 - 2 rows staggered at 0-4-0 oc, member 12-5 2x4 - 2 rows staggered at 0-7-0 oc, member 1 " 2x4 - 2 rows staggered at 0-6-0 Go, connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated, roof live loads have been considered Cat, It Exp C� enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate # .:a 6) Provide adequate drainage to prevent water pending, 7) All plates are MT20 plates unless otherwise indicated 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) This truss has been designed for a %0 Pat bottom chord live load nonoDncurrent with any other live loads, It kii « 15-1399, 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 124 does not depict the size or the orientation of the puffin along the top and/or bottom chord, May 6,2016 WARNING . Verity design parar«raters and READ NOTES ON TIES ANO INCLUDED WTEK REFERENCE PAGE MO -7473 are 111,11312015 BEFORE USE. Design valid for use oust with MT" connectors. The design is based oniv upon parameters shovers, and 4 for an ind Advol buikturg component, not a truss system. Before use, the buikfing designer must verify, the appilcabiNty of design parameters and properly incorporate this design into the overall f Wilding design. Bracing indicated is to prevent bvckttrrg of hdMdvoi truss web and/or chord members only. Additional temporary and pearronent bracing # i °. is of ways rectuaed for stobildy and to prevent coespse Win passibfe personot injury and property damage. for gerivot guidance regarding !tee fabrication, storage, delivery. erection and bracing of toaster and truss systema. see A hitffPft charity Criletr, OSB -SF and BCSt Wding Component 7777 Greenback Cane safety information oaogookt from Truss Note fnxto-tute, 2i6 at, lee Sheet, Suite 312, Alexoncirks VA 22314. Suite 109 do and 174 lb up at 6-0-12, 2472 to down and 175 lb up at 8-0-12, 2472 lb down and 177 lb up at 10-0-12, and 2472 lb down and 177 to up at 12-0-8, and 2245 to down and 159 lb up at 14-0-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1,15, Plate Increase -1,15 Uniform Loads (off) Vert: 1-2-96,2-5-96, 5-8-96,14-15--14,13-14--14,11-13--14,40-11--14,9-10-14 Concentrated Loads (to) Vert: 13-5224(F) 11--2472(F) 10-2245(F) 12-2472(F) 17-2472(F) 18-2472(F) NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toadia) 5224 to down and 1271 lb up at 3-11-8, 2472 ,&wAntwas. Vwify B» garematmrs and REsioNores ON TMAND INCLUDEDWFEK REFERENCE PAGE W7473r*v. 140-VOIS BEFORE USE, Design voild for vus only with k4ilekS connecksm. This design is hosed only upon parameters shownand is for an indrAdual bulging component, not o truss system. Before use, The building designer ffwsl vivify the applicaleffty of deugn parornoters and property incorprisofe the design Wo the overall ing _ building design. Bracing indicated is to prevent burning or kodkodussi truss web ondlor chord members awry. Additional temporary and perroonerit tracing Tek is otwoys required for slangily and to prevent collapse Win ponible personal ir*^ and progeny donvage For general gvidonce regarding the Mi 777 Grembsl* Larre fob6collion, enrage, delivery. erection and procing of trusses and form systems, see ANSVII'll tonality Criferim 0$041 end SCSI Sultsfing Component 109 Safety Information avoitsiblis from Truss Plate institute, 2W N. Lee Street, Suite 312, Alexandrics, VA 2,1314, Smile r -A svc t2 Scam - 1:13.8 5 2x4 it 4 3x4 w: µFiats Offse#s jx Y (4 Edge Ct 1j LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (toc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 9.15 TC 0.45 Vert(LL) -0-00 5 >999 240 MT20 1971144 TCDL 18,0 Lumber DOL 1.15 BC 0.01 Vert(TL) 400 5 >999 180 BCLL 0,0 Rep Stress Incr YES WB 0,02 [ Horz(TL) -0,00 3 nfa We BCDL 70 Code IRC2012irPI2007 (Ma#nx M) fight. 9 l FT 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-12 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M Tek recommends that Stabilizers and required cross bracing mm# be installed during mass erection, in accordance with Stabilizer REACTIONS. (lb/size) 5-44110-3-8„ 3 901Mechanical, 4=90JMechanicat Max Harz 5-68(LC 11) Max Uptltt5=•100(LC 12), 3--90(LC 1), 4--48(LC 12) Max Garav 5-441 ILC 1), 3.63(LC 12), 4=25(LC 10) FORCES. (lb) -Max, Comp.IMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-5.431/220 NOTES - 1) Wnd. ASCE 7-10; Vint=133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.6psf; BCDL=4,2psf; h-15ft; B-4511, L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C«C Exterior(2) -2-0.0 to 1-0-0, Interior(9) 1-0-0 to 1-6-10 zone; cantilever lett and right exposed; end vertical left and right exposed;C-C for members and forces & M1RS for reactions shown„ Lumber DOL -1.60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 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 toad of 20,0psf on the bottom chord in all areas where a rectangle 3-6.0 tali by 2-0-0 wide will Pit between the bottom chord and any other members. ) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection `by others) of truss to bearing plate capable of withstanding 900 to uplift at joint(s) 3, 4 except Ot-lb) 0 � U 5 =100. ,.++e«a 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. * H 00 6766/' A WARNING - Varify disitiffin parameters and READ NOTES ON h*S AND INCLUMFO WTEK REFERENCE PAGE 1110-7473 rar, ia10=015 BE'FOR'E' USE Design voile for use only vitt, WTeL Connectors, this design is based onp, upon parameters shown. and is fcxr on individual building component, not a tntss system, Before use. the Wiring designer must verily the oppicobi6ty of design parorrseters and properly incorporate arts design info file overall building design. Bracing indicated to buckling individual truss web ondtor chord members only, Additionot temporary and penaneni bracing is prevent of is oiways, required for stability and to prevent coiopse eith possible personal Inrruy and propedty domoge. For general guidance regarding the 7777 Greenback Lane fobricafSon, storage, deivery, erection and bracing of trusses and truss systerio, sere ANSI/Ttft Qvatity CrBedo, D$R.84 arc! BCS[ $v#dtng Component 3S3S3S Safety inhumation rava3tobte horn Truss Nixie inst4ufe. 228 N. Lee Street, Suite 312, Alexandria, VA 22'314, l suite 1099 . ra o:;mcn LUMBER- BRACING - TOP CHORD 20 SPP No.F TOP CHORD BOT CHORD 20 SPF No.2 WEBS 20 SPF No.2 BOT CHORD REACTIONS.4 Max Horz 5=169(LC 12) FORCE& (lb) -Max, Comp./Max, Ten. -Ail forces 250 (to) or less except when shown, OP CHORD Weight: 19 Ib FT = 0% Structural woad sheathing directly applied or 4-2-12 0o purlins, except end vertica$s Rigid ceiling directly applied or 10-0-0 oc braoEftg 31AtTdk recommends that Stabfluzers and required cross bracing .r.w be installed during truss erection in accordance with Stabitlzer NOTES - 1) , #(3 -second 05 • i Cat, 11; Exp C; enclosed� MW`FRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Intenor(l) 1-0-0 to 4-2-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL -160 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live load$, 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to geder(s) for truss to truss connections, a Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4, "Semi-rigid p.#.e^ .#....Member end fixity ...art^ was use# in the analysis and# of WA NG - Varity daatgn paramatara and READ MOTES ON THIS AND INCLUDED NFEK INSFERENCE PAGE Mt4479 rev, fAMk"016 BEFORE USE. € Design valid for use ony v 0h suffeale connectors. This design is based ornty upon parameters shown and is for an Poif iduo! building component, not a truss sy slem. Before Use, the bvil ing designer "wst vefify the applicability of design parorneters and propedy incorporate This design t ld the overall build€ng design. Bracing indicated 4 to bvck#ng ind vidual truss web and/or chard mernbers only. Additional ferniswory acrd p nent broc'sng s prevent of is islossys required for stabRity and to prevent collapse with passible personal injury and property damage, For general guidance regord€ng the 7777 Greenback Lane fabrication, storage, delivery, erection and facing of trusses and truss systems, see ANSt(TPiI OrIt y Colette, OSBwg4 and BCSt Building Component svto 109 4 ria ao 2x4. !t 3x4 LOADING (psi) SPACING- 2-0-0 CSI, DEFL in (too) Well Ud TOLL 30.0 Plate Grip DOL 1.955 TC OA5 Ved(LL) -0.02 4-5 >999 240 TCDL 16.0 Lumber DOL 9.15 BC 0.14 Vert(TL) -0,03 4-5 >999 180 BCLL 0.0 " Rep Stress Inor YES VVB 0,04 Horz(TL) -0.00 3 File nla BCDL 7.0 Code IRC2012rTPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD 20 SPP No.F TOP CHORD BOT CHORD 20 SPF No.2 WEBS 20 SPF No.2 BOT CHORD REACTIONS.4 Max Horz 5=169(LC 12) FORCE& (lb) -Max, Comp./Max, Ten. -Ail forces 250 (to) or less except when shown, OP CHORD Weight: 19 Ib FT = 0% Structural woad sheathing directly applied or 4-2-12 0o purlins, except end vertica$s Rigid ceiling directly applied or 10-0-0 oc braoEftg 31AtTdk recommends that Stabfluzers and required cross bracing .r.w be installed during truss erection in accordance with Stabitlzer NOTES - 1) , #(3 -second 05 • i Cat, 11; Exp C; enclosed� MW`FRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Intenor(l) 1-0-0 to 4-2-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL -160 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live load$, 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to geder(s) for truss to truss connections, a Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4, "Semi-rigid p.#.e^ .#....Member end fixity ...art^ was use# in the analysis and# of WA NG - Varity daatgn paramatara and READ MOTES ON THIS AND INCLUDED NFEK INSFERENCE PAGE Mt4479 rev, fAMk"016 BEFORE USE. € Design valid for use ony v 0h suffeale connectors. This design is based ornty upon parameters shown and is for an Poif iduo! building component, not a truss sy slem. Before Use, the bvil ing designer "wst vefify the applicability of design parorneters and propedy incorporate This design t ld the overall build€ng design. Bracing indicated 4 to bvck#ng ind vidual truss web and/or chard mernbers only. Additional ferniswory acrd p nent broc'sng � Welk' prevent of is islossys required for stabRity and to prevent collapse with passible personal injury and property damage, For general guidance regord€ng the 7777 Greenback Lane fabrication, storage, delivery, erection and facing of trusses and truss systems, see ANSt(TPiI OrIt y Colette, OSBwg4 and BCSt Building Component svto 109 Safety Information available from Truss Plate institute, 21ti N. Lee Street, Suite 312, Atexandrit7,1VA 2:314, ria ao 1,..._.....,........,.-..'2-Ch0}....._....,....._,__-, 4-8.4 .�..... ___....._' 5 2x4 11 4 3x4 LOADING lost) W SPACING 2-0-0 CSI. m DEFL. in (too) Well Ud � :PLATES ..w__ GRIP TCLL 30.6 Plate Grip DOL 1.15 TC 0,46 Vert(LL) -0.00 5 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 5 >999 186 BCLL 0.0 " Rep stress tncr YES WB 003 Horz(TL) 0,00 3 me nia BCDL TO Code IRC2012/TP42007 (Matrix M) Weight 11 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing Ml Tek recrarnmenas that Stabilizers and required crass bracing -~ be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 543510-3-8,=-73fMechanical, 4.11lMechanical Max Horn 5-90(LC 11) Max Uptift5-68(LC 12), 3-73(LC 1), 4=-85(LC 12) Max Graft 5435(LC 1), 3-67(LC 12), 4=44(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown, TOP CHORD 2-54251148 NOTES - 1) Wind: ASCE 7-10; Vutt-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10.8psf; BCDL-4.2psf; h=15ft; B=45ff; L-24111; eaveeoft; Cat. tl; Exp C; enclosed; MWFR (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(!) 1-4-0 to 1-7-1 zone; cantilever left and right exposed: end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load noneoncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinf(s) 5, 3, 4. �NDO Ll 7) "Semi-rigid pitchfireaks with fixed heelsW'Member end fixity model was used in the analysis and design of this truss. e,- ;...... * c 3 s ¢ 4own..-ml WARNING - Vivify design piwansiffera and REAR NOTES ON yFrS ANIS INCLUDED WIEK REFERENCE PAGE 01-7479 rev, 46.Ki"OfS BEFORE USE, Design vo4d for use only Wth AAlef Q4 connectors. The design is based only upon poronesters shown, and is torr an individual binding component, not o truss System Before use, the b Ading deegner must verity the oppficob@Giy of design porame6ers card propedy inc ole this design into Phe ovensti �° building design Bracing indicated is to Prevent buckling of individual truss v b ond(or chord tubers only, Additions# temporary tired int bracing WOW is at vo s regvved for stopffity and to prevent colopse with possible personal injury and Properly doncrge. For gene€ot guidance regarding the fabrication, stroge, deBh ssry,. erection crud bracing of trusses and nuss systems, See ANS€ ITUI Qvcatty CrM.eka, OSd-89 cnd BCS€ 8ui9ding Cemponenf sees Gr.@rFb#dt (.ane Safety Information awos"tobte torn Truss £"Sate Institute, 218 N tee Street, Suite 312,. Aiexandrio, VA 22314. . #QS Cdinss HOtghtSWCA_951 2,O•O 3.2.1 5 3x4 '= 4 2x4 G LOADING rt, SPACING- a TCL. 30,0 Plate GripDOL 1.15 TC 041 TCDL 18,0 LumberDOL 1,15 BC 0,07 BCLL 0,0 Rep Stress Incr YES WB •«+: BCDL 7.0 Code IRC2012/TP12007 eEFLin (Iop) filled Lid a 0 HorzfTL) -0,00 3 We We LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No,2 BS 2x4 SPF W2 BOTCHORD Max Horz 5-198(LC 12) FORCES ♦ r • ft when shown. TOPCHORD 2-6-4231116 Structural wood sheathing r r rt r Mr fapplied• 10-0-0 r bracing, StabilizersiW;k recommends that required cross bracing be rt during truss erection, in accordance NOTES- xp, enc WFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, r(l) 1-0-0 to 3-1-5 zone; cantilever left and right , . • w ... an d fo :aye d rtr rra hrLumber!• «w plate rt .. + 2) Plates checked for . plus or r 3) This truss has been designed . M 10,0. bottom oad nonconcurrent all areas other toads, 4) * This truss +. LL .,, designed ♦- toads i Pur s ... rr .rchord rectangle 3--a tall by t wide fit between the bottom ♦. s and any other members 5) Refer to girderls) for truss to truss connecitions. Provide mecr ,.. r.. (by others) of to bearing plate c..r.. - of withstanding 100 Ib uplift at jointis)4 'Semil-rigid pitchbreaks fixed b r fixity model wasused in the analysis and design of WARNING • V idix design ssaramaters and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAdE AFS -7479 rev. fOH#912015 SE'FORE USS'. Design vdid for use any with hdttekO connectors, This design 4 based only upon porameten shown, and is for an Individual building component, not a Truss system. Before use, the building designer most verify the opplicabA y of design parameters and properly incorporate this design into the overall building design. $racing indicated Is to prevent buck@ng of indlvtduat truss web anchor chord members ants. Addiflorrol temisof'ary and perrotanent brocang is always required. for stata84ty and to prevent collapse with possible personal in#usy and property darnoge.. For general guidance regarding the fabrication, storage, delivery, erection and brachia of trusses and truss systems. see ANS19111 Quality Cdleio. 05889 and 8CSl 6u8ding component Safety brionnaters, ovoriabte from mass Plate institute. 218 N, Lee Sheet, Win 342. Alexandria, VA 22344. 4 7777 Greenback Lane .(i_?._... _ .. . i ----- 2-0-0 _ ¢ 29-7 R 2x4 it 3x4 LOADING lost) SPACING- 2-0.0 � CSLtl DEFL. W in doc) Well LJd Np PLATES � RIP TOLL 30.0 Rate Grip DOL 1.15 TC 0.40 Ven(LL) 400 4-5 >999 240 MT20 1971144 TOOL 18,0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0,41 4-5 >999 180 BCLL Oil Rep Stress Incr YES M 0,04 Horz(TL.) -0.00 3 We f ra BCDL TO Code iRC201 PI2007 (Matrix -M) Weight. 13 to FT = 0°% LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9.7 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals BS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0<0 ac bracing hAiTOk recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 5-434/0-5-9, 3-38/Mechanical, 4-18/Mechanical Max Herz 5=142(LC 12) Max tlplift5--64(LC 12), 3--13(LC 9), 4=41 ILC 12) Max Grav 5-434(LC 1), 3=43(LC 17), 4=45(LC 3) FORCES, (Ib) -Max, Comp./Max. Teri. -All forces 250 (to) or less except when shown. TOP CHORD 2-5=-415/191 NOTES - 1) Wind: ASCE 7-10; Vuti=133mph (3 -second gust) V(IRC2012)=i05mph; TCDL-10.8psf; BCDL=4.2psf; h=158; B=45ft; L-24ft, eave=oft; Cat, Il', Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 2-8-11 zona, cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces A MWFRS for reactions shown; Lumber DOL -1,60 plate grip OOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 5, 3, 4. 7) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. I � ««««««««« hn, « « 666 /v s 0. *• N I_ ra WARNING - Vanity design «fers said READ NOTES ON SNS AND INCLUDED WIWK REFERENCE PAGE -7471 risv. IWO.V2013 BEFORE USE. Design valid for use on' with Weiss connectors. This design is based only upon parameters strewn, and is for an individual building component. not i a truss system. Before use, the buiOng designer must verify the applicability of design pcuarnefers and property incorporate this design into the overall §?3 building design. Bracing indicated k to prevent bucking of inelMduat truss web and/or chard members only. Additional temporary and permanent tracing is ouvoys reacted for stability and to prevent cosapse with possible personal injury and property damage, For general guidance regarding the fdbdcation, storage, delivery, erecffon and bracing of trusses and torr Systems.. See ANSfdtpn i2vo�ry Cnterta, OSS -69 and SCSI EWidfng Component 7777 Greenback lane safety Information ovatiobie from Truss Kate institute, 219 N. Lee Street. Shite 312. Ako andrla, VA 22314, Suits 109 Citrus 2x4 !'s 3x4 ",== _Plata setA Y,)- _(2 LOADING lost) SPACING- 2-0-0 CSI, DEFL. in (tare) Udeft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 5 >999 240 MT20 1371144 TCOL 18,0 Lumber DOL 1,15 SC 0,02 Vert(TL) 000 5 >999 180 BCLL 0.0 * Rep Stress Incr YES W8 0,04 Horz(TL) 000 3 nta Fila BCDL 7.0 Cade IRC20121TPI2007 (Matrix M) Weight 8 to FT - 0% LUMBER. BRACING- TOP CHARD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 100-0 oC bracing. MfTek reoocmm�ds that Stabtizers end required cross bracing _._,._ be fnstatled during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 5-638/0-5-8,3-253/Mechanical, 4-5/Mechanical Max Herz 5=84(LC 11) Max Uplifts--108(LC 12), 3-- 3(LC 1), 4--142(LC 12) Max Grav 5-38(LC 1), 3.169(LC 1), 4-56(LC 10) FARCES. (to) - Max, Comp,/Max. Ten, - All forces 250 (lb) or less except when shown, TOP CHARD 2-5--5321209 NATES 1) Wind: ASCE 7-10; Vuft-133 ph (3 -second gust) V(IRC2012)-105mph; TCDL-10.8psf; SCOL=4.2psf; h=15ft; B-45ft; L-2411; eave-oft; Cat. Ii, Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone;: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL -1,60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss Inas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads, 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (Jt -lb) 5.108, 3-253,4=142 { 7) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, �j eee.ee«•*�* +ems H wo—'al �� � WARNING - Vivo dWgn tetrameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AW -7473 rev, 1MV2018 aEEORE USE, Design valid Par use only cath Mlek& connectors. this design is based onty upon parameters shaven, and is for on lnddvidvoE building component, not a truss system. aerate use, the building designer must ve dfy the applicability of design parameters and properly incorporate this design into the averalf # baitdirrg design. Bracing indicated is to prevent buc Ong of individual truss web and/or chord members only, Additional temporary and permanent bracing EES `. k is olvissys required for stablity and to prevent collapse Win passible personal injury and properly damage. For general guidance regarding the g fabrication, storage, delivery, erection orad brockric of trusses and truss systems.. see ANSIAM Quality Caleria, DSS -84 and SCSI 8u8ding Component pIt 7777 Greenback Lane Sane t69 Safety Information available from Truss PPate institute, 218 N. Lee Street, Suite 312, Atexandria, VA 22314, Carus Fiftl0haL CA 95t __......_?-01--0 2-0-0 7-0-0 LOADING (Pat) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1AS TCDL 18,0 Lumber DOL 1,15 BCLL 00 '>a* Incir YES BCDL 7,0 Code IRC2012/TFI2007 WS 0.16 LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF No -2 WEBS 2x4 SPF No,2 REACTIONS. (Ibitsize) 5-60810-3-8,4-336/Mechani Max Harz 5-226(LC 11) Max Uplift 5-97(LC 12), 4--61 (LC 9) Max Gross 5=608(LC 1), 4-347(LC 17) M CSI. DEFL, in (loc) Udell Lid TO 0.80 Vert(LL) -012 4-5 >663 240 BC 042 Vert(TL) -0,25 4-5 >323 180 WS 0.16 Horz(TL) -0.00 4 n/a file (Matfix-M) FORCES(to) - Max, Comp./Max, Ten. - All form 250 (lb) or less except when shown, TOPCHORD 2-6-561/257, 3-4-290/230 BOT CHORD 4-5-3991282 WEBS 2-4-207/335 PLATES GRIP UT20 197/144 Weight: 33 lb FT - 0% E ITek [ recommends that Stabilizers and requirebr d oross acing ' reco TL M.. inst.00 during truss erection, in accordance with Stabilizer Flmn!�TE-2e NOTES- -,&- Cat, 11; Exp C; enclosed� MWFRS (directional) and C -C Extedor(2) -2-0-0 to 1-0-0, Interior(l) 1-0-0 to 6-10-4 zone; cantilever left and right exposed; end vertical left and Tight exposed�C-C for members and forces & MWFRS for reactions shoDOL-I .60 Plate grip OOL=l 60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord five load nonconcurient with any other live loads, * This truss has been designed for a live load of 20,0psf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wWe wIL- fit between the bottom chord and any other members. 5) Refer to girderis) for truss to truss connections. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) 5, 4, 7) "Semi-rigid pitchbreaks with fixed heeis" Member end fixity model was used in the analysis and design of this truss, A WARNING - Varitydirs0finprinneiturvis 0.4 READ NOTES ON OWS AND INCLUDED NITEK REFERENCE PAGE AM -7473 m. 14017016 BEFORE USE Design valid for use only with silirelstls Connectors, This design Is broad only upon parameters shown, and is for an Individual butidinct component, not a truss system. Before use, the bursting designer must verity the app4cabifily of design parameters and property incorposyste this design into the oversit) boildross design. Bracing indicated is to prevent buckling of individual truss wet) ondlor chord members only, Addiflonor homonsinty and per anent huscing is aWays rerivired for stability and to prevent coiripse with possible personal Infixy and property durnage. For esirrenst guidance retrordyig the fabdcation, storage, deiivenr.erect on and bracing of trusses and truss systems, see ANSOPH Quality Ciffedic, OSs-49 and SCSI livildma Component Safety Information avoirobre from Truss Note Institute. M K Lee Street, Suite 3Q. Alexandria, VA 22314. May 6,2016 a A 2.4-0 1.11.8 2-0-8 i t 3X4 vi FORCES,« «except TOPCHORD 2-7-473/219 NOTES- ,, « « « . .: « # _ + -.« •'.. # as fit between the bottom chord and a y other members, 5) Refer # « « o # f ! connections, W 6) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding IGO to uplift at joint($) 7, 5 7) "Semi-rigid plIchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss, IIL i��ls, *�wwiii WARNING • V * design is eters and READ NOTES ON at#S AND INCLUDED 01EK REFERENCE PAGE 9&7473 rev. lea"01S BEFORE USE. Design valid for use arty with h9i300 connectors. this design is based onhr upon paimmefers shown, and is for on individual building component, not a puss system. Before use the butiding designer must verify the crisocabiAty of design pswornelers and property incorporate this design inter the overall iding design, Bracing «sdicoted 4 to prevent buc�kting of vrdMdud truss web and/or chard members only, Additional temporary and permanent brac bing !WOW is ciNvoys requited for stobiflty and to prevent collapse morin possible personal iniury and property damage. For Warroi guidonce regarding the i 7777 Greenback Leine fobrication, storage, delivery, erection and bracing of trusses and truss sysiene, see AN$gM QvaNy Cdledo, DSS -S4 and SCSI l ing Component Safety information« ovailobte from Truss Prate institute, 2.18 Ti. Le:e Street. Suite 312, Aiexandrlx. VA 22374. state t�aiesnrs tea 9& ........................_.___..Jew,yip,��%...�.._...._......._......�.�.......A._._.._.« _.�......._,�.._... :A"YyG.. .,_..»l.,..........�..y_4..F._.,.,...y,.aV}...«.,(....,..»l...wd.....y.......yw._m..<...C.................y....A+.y...,.lt.....y«,...A.._.,.......,.........,._...e..,_............._....._..ea»..,:.t„"......,.....,.m...,..«.....,,...........,......w..,.«...(.„i......,..,..,.,.n..........i•....ti^33.......................w.......a......,.._...__......M......,..«.....___—..__...,.......».....e...e..,..a... ♦�«X m� LOADING (psf) SPACING- 2.0-0 CS! DEFL. in (lot)Y Vdefi 1.rd PLATES GRIP TCLL 30.4 Plate Camp DOL 1.15 TC 0.40 Vert(LL) -0.00 6 >999 240 MT20 1971144 TCDL 18,0 Lumber DOL 1,15 BC 0 1l Vert(TL) 0 01 6 >999 184 SELL 0,0 Rep Stress incr YES WB 0,00 Horz(TL) -0,01 5 hie nfa BCDL 7,0 Code IRC2012ITP12007 (Matrix-M)Weight: 19 ib FT = 0% LUMBER. BRACING* TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6.0-9 oc bracing _ iTels recomrrtendsthat Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibdslze) 7=51210.5-8, 5=151iMechanlcal Max Herz 7-129-C 9) Max Uplift ?=-T4(LC 12), 5--26(L.0 9) Max Grav 7-512(LC 1), 5=167(LC 17) FORCES,« «except TOPCHORD 2-7-473/219 NOTES- ,, « « « . .: « # _ + -.« •'.. # as fit between the bottom chord and a y other members, 5) Refer # « « o # f ! connections, W 6) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding IGO to uplift at joint($) 7, 5 7) "Semi-rigid plIchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss, IIL i��ls, *�wwiii WARNING • V * design is eters and READ NOTES ON at#S AND INCLUDED 01EK REFERENCE PAGE 9&7473 rev. lea"01S BEFORE USE. Design valid for use arty with h9i300 connectors. this design is based onhr upon paimmefers shown, and is for on individual building component, not a puss system. Before use the butiding designer must verify the crisocabiAty of design pswornelers and property incorporate this design inter the overall iding design, Bracing «sdicoted 4 to prevent buc�kting of vrdMdud truss web and/or chard members only, Additional temporary and permanent brac bing !WOW is ciNvoys requited for stobiflty and to prevent collapse morin possible personal iniury and property damage. For Warroi guidonce regarding the i 7777 Greenback Leine fobrication, storage, delivery, erection and bracing of trusses and truss sysiene, see AN$gM QvaNy Cdledo, DSS -S4 and SCSI l ing Component Safety information« ovailobte from Truss Prate institute, 2.18 Ti. Le:e Street. Suite 312, Aiexandrlx. VA 22374. state t�aiesnrs tea 9& -�QaD t-tt-s 2.4.0 ..t??,_._.�.__.. _-_-z ao _ 1-11-8 _. 4 ... iso -4 N RM LOADING (psh 3{ SPACING 2-0-0 GSI. d D FLI in (too) Vdefi Ud PLATS GRIP TCLL 30.0 ! Plate Grip OOL 1.15 TC 0.45 Verf(LL) -0.00 7 >999 240 MT2O 197/144 TCDL 18:0 Lumber DOL 1.15 BC 0,04 Vert(TL) -0.00 7 >9999 180 BCLL 0.0 ` Rep Stress Incr YES VVB 0.03 Norz(TL) 0,00 4 n/a nfa BCDL 7.0 Code IRC20121TP12OO7 (Matrix M)elghf; 21 ib FT -0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 0o puffins, except BOT CHORD 20 SPF No.2 end verticals. BS 2x4 ,PF No.2 BOT CHORD Rigid ceding directly applied or 6-0.0 0o bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection to accordance with Stabilizer REACTIONS. (lb/size) 8-470/0-5-8,4-144/Mechanicai Max Harz 8-151(LC 9) Max Uplift8--94(LC 12), 4--53(LC 9) Max Grav 8=47O(LC 1), 4--164(LC 17) FORCES. (ib) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown, TOP CHORD 2-8--4631231 NOTES. 1) Wind: ASCE 7-10; Vutt-133mph (-second gust) V(iRC2O12)=1O5mph; TCDL-1O.8psf; BCDL-4.2psf; h=15ft; 8=45ft; L-24ft; eave-oft; Cat, 0; Exp C; enclosed; MWFR (directional) and C -C Exterior(2) -2-0.0 to 1-0-0, Interior(1) 1-0-0 to 3-10-4 zone; cantilever left and right exposed : end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord lave load nonconcurrent with any other live loads. 4) * This truss has been designed for s live load of 2O,0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at }oinf(s) 8, 4. L/ 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 766 0111*0400*11*10 L510M. ,_..._..WARNING - Vorltymesamparometws and READ NOTES ON TillS AND BNCLUAED AOTEO( REFERENCE PAGE W7d73 rev. 5a7aS '$ a FORE USE. Design for with Mitetr6 connectors, this design Is based ony upon porometers shown, and isfor on indivk9uol building component, not votid use onty, a truss system. Before use, the booting designer must ve* the opPAcobafrly of design poromelers and Property `incorporate this design into the aver It building design, wading indicated Is to Prevent bucking of individual truss yrob and/or chard members only. Additionol temporary and permanent bracing is ohvoys required for stability and to prevent coliapse with possible penoncif injury and Property damage, For general guidance regarding the 7777 Greenback (_.arae lubrication, storage, delivery, erection and tsocing of trusses and truss systems. see ANS4/TPIt QuaWy CrBeria, DSS -84 and BCS/ Building Component g Suf#e 905 Safety tntormation aaaiiabis, from Truss Plate tnsYtuic 218 N. Cee 5treael, Suite 312, Alexondriss, VA 22316, i i Citrus. Heights, CA.. GW0___ 3.47 7-9.0 --___----___ _... ^ .w = LOADING (psf) SPACING -m^ 2-0-0 CSI,_... DEPL in (toe)W Well Ltd PLATS GRIP,w.. TCLL 30,0 plate Grip DOL 1.15 TC 034 Vert(LL) 0,29 4-5 >306 240 MT20 197/144 TCDL 19.0 � Lumber DOL 1.15 BC 0.35 Vert(TL) -0.30 4 s5 300 180 BCLL 0.0 " Rep Stress Iner NO VVB 0.07 Horz(TL) -0.00 4 n/a nfa SCOL 7,0 Code IRC2012fTPI2007 (Matrix M) Weight. 45 Ib PT = 0% LUMBER. BRACING» TOA CHORD 2x6 SPP 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 sic purlins, except BOT CHORD 2x4 SPP 240OF 2,0E end vertices, VVEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 100.0 oc bracing. MiYBk r com€nends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) 5-70410-4-13, 4=297/Mechanicat Max Herz 5=225(LC 5) Max Uplift 5= 408(LC 8), 4-210(LC 5) Max Grav 5=745(LC 28), 4-38 (LC 28) FORGES. (Ib) -Max. Comp./Max. Ten. -AH forces 250 (Iia) or less except when shown. TOP CHORD 2-5-653/295, 3-4-286191 NOTES - 1) • :k '# (directional); k ! vertical left and rightexposed: i !• to plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about As center, 3) This truss has been designed for a 10,0 list boftom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. it 5) Refer to glidens) for truss to truss connections, k Provide mech.. connection cti Y others){ beating k k Y :... capable of .: ! . k 100 lb uplift.l 08 4-210 "Semi-rigid pitchbreaks i) Hanger(downY kconnection «^ 4 provided ksupportconcentrated oa 92 'k lk k k k 102 Its '» i t !r • and 105 to down and 67 lb 'F x » " r' lb down and 45 to up w ♦. » top chord, and to down and 54 Ill up at 1-2-4, 33 to down and 91 lb up at 2-10-6, and 28 to down and 41 to up at 4-6-4, and 43 to down and 84 to up 5-4-6 on bottom chord, The design/selection of such connection device(ti) is the responsibility of others, 9) in the LOAD CASE(S) section, loads applied to the face of the "as are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase -1,15„ Plate Increase -1.15 Uniform Loads (plf) Vert: 1-2=-96, 2-3-96,4-5-14 Concentrated Loads (tb) Vert: 6-94(F) 7=73(8) WARN014 - Yan7y dasrgn Para sitars and READ NOTES ON n*$ AND INCLUDED ANTEK REFERENCE PA0 W 7475 ple 1Afid2P3015 BEFORE USE. Design voted for use orsiy with Webs connectors. This design Is based only open porometers shown, and is for on individual Widing convorrent. not a truss system, Before use, the building designer rhuo verify, the ardsliicabisty of design parameters and properly incorporate this design into the Overall building des''Qn. 6racing indicated is to prevent bisokling of indsudual truss wets and/or chard members only. AddifGonat rernporary and per arrent bracing 2 " is always re:quFed for Moboty and to prevent copopse with possible persona[ injury and property do e. For general guidance regarding the 7777 Greenback Lane fabrication, storage,. delivery, erection and bracing of trusses and truss sysierns. see ANSI/Prn Quality #orfs, es#•84 and 9CS1 Building component safety information available from Truss Plate insfilute. 218 N. Lee Street, Suite 312, Atexondrra. VA 22314., ! Stott 109,hFYm 11 ory 3-4-0 4.i}: i 4xA 15- 3 3 ■ Sebe - 1.19.7 • % %.f _ .. .a. fitf.' i v..,.p •.:..«#f'. i : t M.,...: # #.: i •. r: i. 7) "Semi-rigid pitchbreaks with fixed heele 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) 184 lb down and 373 lb up at 1-7-6, and 89 th down and 32 lb up 2-8-9 on ! b chord, and 51 lb down % 151 lb up .. ! and 23 lb down #: 52 lb up at 2-8-9 %... bottom chord, The design/selection of such connectionresponsibility 9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (S) '. D char :.# fi f. a •t. Uniform f W Mol . sindlysimillittininnerroeslandREADNOTES ON Tk05 AND INCLUDEOWWK REFERENCE PAGE AW7471rov. 1 . 2015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters sho rn, and is to an individual building component, not a truss system. Before use, the buiiding designer must verity the oppil of Nty of design parameters and property incorporate this design into the overall building design, Bracing int icated is to prevent buokIng at individual truss web and/or chord members only" Add€tio se temporary and permanent bracing is coveys regvyed for stobtify and to prevent coiiopse with curdled d personal tniury end property damage. For general guidance omording tate fabrication, storage, deellvery, erection andbracing of trusses and truss systems, see ANSVTFII Qnssfy Ceiioda, OSS -84 and SCSI shading Component Safety information avoibabie from Truss More Institute. 218 N, Lee Siroet, Suite 312, Atexaandriss, VA 2231* May 6,2016 2X4 Plate Offsets (X Y}-- IS 0 3-0 Q-2 5j :: � .� LOADING (psf) SPACING- 2-0-0 GSL � DEFL, in (tore) Well Ud � PLATES GRIP TCLL 30.0 Plate Grip DOL 9.55 TC 0,33 Vert(LL) 0.02 5.6 >999 240 MT20 1971144 TCDL 48,0 Lumber DOL 1.55 Be 0.99 Vert{TL) 0,02 -6 >999 180 BCLL 0 0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 4 rile nta BCDL 7,0 9 Code IRC2012ITP12007 (Matrix -M) _ Weight 29 9b - FT 0% LUMBER- BRACING- TOPCHORD 2x8 SPF 2400E 1.8E TCP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except BOT CHARD 2x4 SPF No,2 end verticals. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. MiTek recommends that Stabilizers and required cross bracing be instatled during truss erection in accordance with Stabilizer REACTIONS.. (lbisiae) 6-61010-5-8,4-4/Mechanical Max Horz 6-149(LC 5) Max Uplift6--48(LC 8), 4--192(LC 5) Max Greg 6=656(LC 28), 4=196(LC 20) FORCES. (lb) -Max. Comp./Max, Tent. -All forces 250 (lb) or less except when shown. TOP CHORD 2.6-6451278 • % %.f _ .. .a. fitf.' i v..,.p •.:..«#f'. i : t M.,...: # #.: i •. r: i. 7) "Semi-rigid pitchbreaks with fixed heele 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) 184 lb down and 373 lb up at 1-7-6, and 89 th down and 32 lb up 2-8-9 on ! b chord, and 51 lb down % 151 lb up .. ! and 23 lb down #: 52 lb up at 2-8-9 %... bottom chord, The design/selection of such connectionresponsibility 9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (S) '. D char :.# fi f. a •t. Uniform f W Mol . sindlysimillittininnerroeslandREADNOTES ON Tk05 AND INCLUDEOWWK REFERENCE PAGE AW7471rov. 1 . 2015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters sho rn, and is to an individual building component, not a truss system. Before use, the buiiding designer must verity the oppil of Nty of design parameters and property incorporate this design into the overall building design, Bracing int icated is to prevent buokIng at individual truss web and/or chord members only" Add€tio se temporary and permanent bracing is coveys regvyed for stobtify and to prevent coiiopse with curdled d personal tniury end property damage. For general guidance omording tate fabrication, storage, deellvery, erection andbracing of trusses and truss systems, see ANSVTFII Qnssfy Ceiioda, OSS -84 and SCSI shading Component Safety information avoibabie from Truss More Institute. 218 N, Lee Siroet, Suite 312, Atexaandriss, VA 2231* May 6,2016 3-10-13 3-9-5 Em EM 3X4 LOADING (psi) t SPACING- 2-0-0 CSI, DEFL. in (fee) Well kid PLATES GRIP TCLL 300 Plate Grip DOL 1,15 TC 0,27 Vert(LL) -0,02 6-7 >999 240 MT20 1971`144 TCDL 18�0 Lumber DOL 115 80 0,17 Vert(TL) -0.04 6-7 >999 180 BCLL O Rep Stress Incr NO WE 0.22 Horz(TL) O:00 5 n1a File SCDL 7 O Code IRC2012ITP12007(Mal rix -M) Weight, 55 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 4-11.8 OC purlins, except BOT CHORD 2x6 SPF 2 1 OOF 1,8E end verficals, and 2-0-0 oc purlins (5-6-3 max.): 2-3. WEBS 2x4 SPF No,2 BOT CHORD Rigid calling directly applied or 10-0-0 do bracing, F -Marek recofrlmends That Stabilizers and required cions bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 8-113810-3-0, 5-1320/0-3-0 Max Herz 8=91(LC 7) Max Uplift 8--349(LC 8), 5-349(LC 8) Max Grav 8-1201(LC 36),5-1380(LC 37) FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 260 (to) or less except when shown. TOP CHORD 1-2-1319/W9,2-9-1098/470,3-9-1098/470,3-4=-12891507, 1-8-10081355, 4-5-9801350 BOT CHORD 7-12-41711131, 12-13--41711131,13-14--417/1131, 6-14-417/1131 VVEBS 2-7-791380, 3-6-891380, 1-7--398/1043, 4-6=-397/1024 NOTES - 1) Unbalanced roof live loads have been considered for this design, Catfl, Exit C; enclosed: MWFRS (dlrecfionaf)� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL- 1, plate grip DOL-1,60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about Us center. 5) This truss has been designed for a 10LO Pat bottom chord live load nonconturrent with any other live loads, 6) * This truss has been designed for a live toad 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 chordand any other members, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upfift at Joint(s) except 0-1b) 8-349 6 5=349, 8)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) Graphical Puffin representation does not depict the size or the orientation of the puffin along the top andfor bottom chord. 10) Hanger(s) or other connection deviceist shall be provided sufficient to support concentrated load(s) 129 to down and 433 to up at 3-9-5, and 72 lb down and 98 lb up at 5-8-12, and 129 to down and 433 lb up at 7-8-3 on top chord, and 275 lb down and 17 Its up a 1-6-0, 275 lb down and 17 lb up at 3-3-5. 55 lb down and 138 lb up at 3-9-6, 275 to down and 17 to up at 5-3-5,46 lb down and 10 up at 5-8-12, 275 to down and 17 Its up at 7-3-5, 55 Its down and 138 Its up at 7-7.7, and 275 lip down and 17 lb up at %.�5, and 28'. lb down and 10 lb up at 11-3-12 on bottom chord, The designIselection of such connection device(s) is the responsibility of others, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (0), MNZSK�� WARNINO. viefordesenrinsmanininrand READ NOTES ON TNS AND tNCLUDEDANTEKREFERENCE PAOEW7473rw, 1"'ViNtfil BEFORE USE. Design voila for use only with heffetAt connectors, This design is based onyviuso parameters acnor. and 6 for an indiAdmo buitdirris component, not a truss system. Before use, the building designer must verify the opplicabiAry of design parameters and property incorporate this design into the overoil building design. Bracing Indicated is to prevent duckling of forlMdual truss "b and/or chord members only. Additional temporary and pierisonent broerng, Nine! is aNyssysarquired for stability and to prevent collapse Win possible personal injury and property damage, For general guidance regarding the I folskotron, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/Ti 'll cluriffly Cdfedsi, lifle-fif and IlCSs flullifkeg Component 7777 Greenback Lane e 09 Safety Information avo4obte from Truss Fare Insfilute, 219 N, Lee Street, Suite 312, Alexandria, VA 22314, nSug—it1H.turas. CA 95 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber merease-1 . 15, Plate Increase -1.15 Uniform Loads (off) Verli 1-2-96,2-3--96,3-4-96,5-8--14 Concentrated Loads (lb) Vert: 3-162(8) 5-282fl 7-33(8) 6-33(6) 2-162(B) 9-37(8) 10--2750) 11-275(F) 12--275(F) 14--275(F) 15-275(F) A WAMVNQ- Variiy gn P stars and READ NOyFS OWDES AND INCLUDED WTEKREFERENCE PAGE WO -7473"v, 10,031615 BEFORE USE. Design valid for use any Win M7eW connectors. This design to based only upon potoorelent shown, and is for an individvol building component, not IM Aft a buss system. Before use, the building designer must verrity, The oppOcablity of design parameters and property incorporate The design into the rsvfyrofl building design. Braclng Indicated is to prevent buckling of individual tons wee and/o, chord n-%embroy ours. Additional ternp0roty and permanent b4crCling k Is oNvoys required for stablilly and to preverncollapse with possWe personal injury and property donroffe. For general guidance regarding the labrication, storage, delivery, erec0onond bracing of trusses and truss systems, see ANSfJPn clumfly0fieft DWSIP and SCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate institute, 218 N, Lee Street, Suite 312. AteXandrio, VA 27314, 1. — 2.5.5 Z8_5 2-5-5 Srce =. Ste -: 2x4 11 2X4 11 NOTES- 1) Cat, 11; Expi C; enclosed; MWFRS (directional); cantilever left and sight exposed; end vertical left and right exposed� Lumber DOL=1.60 plate i r 3) Provide adequate drainage to prevent water porlding, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10,0 psf bottom chord live lc�icl nonconcurrent with any other live toads. 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 2-0O wide will fit between the bottom ! N and any other members, Provide mechanical♦ (by others)of 4 bearing plate capable of air i ,! ! uplift at joint(s)except at -1 8=392, 5-351, 8) "Semi-rigid pitchbrealks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ! Graphical puffin representationdoes not epi or i of „' purilin .li ♦ the top and/or bottom i i 10) Hangerfs) or other connection devica(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 228 to up at Y 117 to i!wn and 228 to up 941 and 114 to down and 228 lb up on top chord, and 281 to down and 11 to up at 0-1-12, 275 Its down and 17 Ib up at 2-2-15,142 to down and 272 its up at 2-5-5, 38 to down and 107 to up at 3-9-8, 275 to dawn and 17 '! up . 4-0-4, and 142.r down and 272 14 up at i and 193 to !i t on bottom chord, design/selection of such connection! responsibility 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), May 6,2{16 V S A C PEK REFERENCE PAGE W1473 rsv.. t0103t304S :BEFORE USE. WARNING - Vtrttt+destge ptmettrt trod READ NOTES ON it0 NO INCLUDED LUFEO Design valid for use only with tJiTekilit connectors. This design is based dory upon porometen shown, and is for an individual building component, not ca truss system. 5etcrre use, the building designer must veetty+ the oppsicabrSty of design parameters and properly incorporate this design into they overall building design. Bracing Indicated is to rxeveni buckiinrg of "sndrAduad truss Area and/or chosd members only. Addrolue temporary and permanent bracing «. is ohvsay+s required for stability and to prevent collapse Alin raossslaie persond insury and Property damages. For general guidance regarding the 777T t'artenbtrAc Lane fabrication, stsstoge,. delivery. erection and bracing of truces and truss systems, see ANSi{TP1F QuaBly+CrHeria, tiSgt-$9 rind BCSt BuOdtnq Compexreon! Safety tntextection ovattakrie from Truss ±ruse institute. 218 N. tee Street. Suile 312. Atexondria, VA 223#4, �u! T __ 1 oc. N w � M � � � LOADING (psf SPACING- 2-0.0 9 CSi DEFL in (toe) Udell Ud � PLATES GRIP TOLL 30,0 Plate Grip DOL 115 ( TC 019 TOOL 18,0 Lumber DOL 1.15 BC 0.12 Vert(LL) -0,01 Vert(TL) -0,02 6-7 >999 240 MT20 197/144 6-7 >999 180 BCLL 0,0 * Rep Stress incr NO QNB 0.15 ! Horz(TL) 000 5 Fila Fila Weight 37 lb FT = 0% BCDL TO Code 1RC20121TPI2007 (Matrix -M) LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural Wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x6 SPF 2100E 1.8E end verficals, and 2-0-0 oc purlins (6-0-0 max.): 2-3, BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 6-0.0 nc bracing. MiTek reotsmmBnds #hat Stabil zers and requires cross bracingw be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 8-831/0-6-8,5-56510-5-8 Max Harz 8=-74(LC 6) Max Uplift 8-3 2(LC 8), 5-351 (LC 8) Max Grav 8=1136(LC 36), 5=843(LC 37) FORCES. (Ib) -Max. Comp./Max, Ten, -All forces 250 (to) or less except when shown. TOP CHORD 1-2-9011460,2-9=-7221396,3-9-7221396, 3-4=-8461434,1-8=•852/394,4-5=-8041371 BOTCHORD 7-10=-3901785, 6-10=-3901785 BS 1-7-415/863, 4-6=-3901808 NOTES- 1) Cat, 11; Expi C; enclosed; MWFRS (directional); cantilever left and sight exposed; end vertical left and right exposed� Lumber DOL=1.60 plate i r 3) Provide adequate drainage to prevent water porlding, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10,0 psf bottom chord live lc�icl nonconcurrent with any other live toads. 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 2-0O wide will fit between the bottom ! N and any other members, Provide mechanical♦ (by others)of 4 bearing plate capable of air i ,! ! uplift at joint(s)except at -1 8=392, 5-351, 8) "Semi-rigid pitchbrealks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ! Graphical puffin representationdoes not epi or i of „' purilin .li ♦ the top and/or bottom i i 10) Hangerfs) or other connection devica(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 228 to up at Y 117 to i!wn and 228 to up 941 and 114 to down and 228 lb up on top chord, and 281 to down and 11 to up at 0-1-12, 275 Its down and 17 Ib up at 2-2-15,142 to down and 272 its up at 2-5-5, 38 to down and 107 to up at 3-9-8, 275 to dawn and 17 '! up . 4-0-4, and 142.r down and 272 14 up at i and 193 to !i t on bottom chord, design/selection of such connection! responsibility 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), May 6,2{16 V S A C PEK REFERENCE PAGE W1473 rsv.. t0103t304S :BEFORE USE. WARNING - Vtrttt+destge ptmettrt trod READ NOTES ON it0 NO INCLUDED LUFEO Design valid for use only with tJiTekilit connectors. This design is based dory upon porometen shown, and is for an individual building component, not ca truss system. 5etcrre use, the building designer must veetty+ the oppsicabrSty of design parameters and properly incorporate this design into they overall building design. Bracing Indicated is to rxeveni buckiinrg of "sndrAduad truss Area and/or chosd members only. Addrolue temporary and permanent bracing «. is ohvsay+s required for stability and to prevent collapse Alin raossslaie persond insury and Property damages. For general guidance regarding the 777T t'artenbtrAc Lane fabrication, stsstoge,. delivery. erection and bracing of truces and truss systems, see ANSi{TP1F QuaBly+CrHeria, tiSgt-$9 rind BCSt BuOdtnq Compexreon! Safety tntextection ovattakrie from Truss ±ruse institute. 218 N. tee Street. Suile 312. Atexondria, VA 223#4, �u! T __ 1 oc. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1,15, Plate Increase -1,15 Uniform Loads (ptf) Vert: 1-2-96,2-3=-96, 3-4-96,6-8-14 Concentrated Loads (to) Vert: 3-85(B) 8-281fl 7-1830-275, B-92) 2=85(8) 6-92(8) 9=85(8)10«-275(F) 11-193(F) ,&WARMING. Vorityd"Iffnponstirrows and READ NOTES ON TMS AND INCLUDED OTICKREFERENCE PAGE W-7479 rev, 1""015 BEFORE USE, Destgn voild for use onewith MTef*connectom This deagnsr based only upon parameters shown, and Is for on individual buRdiagcomponent, not a truss sysfiern, before use, the buildhg designer must verify the oprAicabi8ty of design parameters and properly Ocorpofate this design into the overall indi,-onsd buckling Individual truss members onry, AdrVionoi fernporay and pernianerst bracing buitcHng design Brocing is to prevent of web and/or chord is aWays required for slobrirty and to prevent colkspse with posslAge penonal infury and property dor e. For rienerai guidance regarding the Graterbat fabrication, storage, dervery, erection Band bracing of trusses and truss systems, see ANSI/M orioles, World, OSO-99 and BCM funding Camper .a t s7777'wits 109 Safety Information ovo4oble trornTruss Note institute, 218 K Lee Street. Sviie 312, ArexanCKM VA 22314, — �. erns. 2-0-0 _.__..P.w.._.__._____........2-4-0 .. ..............".....,. . .NOTES- IVA i, . and C -C Exterior(2) -2-0-0. ♦ a r s♦»right exposed;ever, ght , , members . . r .t plate g s• - .t 2) Plates checked for a plus or minus 5 degree rotation 3) This truss has been designed f. 10,0 pal bottom chord live load noncontrurrent with any other.: 4) * This truss has been designed -i ♦ . live load of 0IM♦sf on the bottom chord in all areas where a rectangle by 00 bottom wide will fit between the Y'i and any other members, 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at Joint(s) 5, 3, 4, 7) "Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. May 6,2016 WARWNri - V fy Nag. paramsrars a»d READAVIES AN Ties AND INCLUDED WTEK REFERENCE PAGE W-7473 rov. 140111115 BEFORE USE. Design valid for use: only Win MSTe& caanneclors. This design is based orty upon para tees mown, and is for an indivkfuat building. con anent. not j a truss system. Before use, The building designer must verify the opplicabifity+ of design parameters and properly incorporate this design info the overatl building design. Bracing indrroted is to prevent buckling of individual findweb and/or chord me onty, Additionso tempomc py and pemuanent bran„sng "�' is always required for stability, and to prevent colsopse with passible personal Injury and property damage. For genera#. (,guidance regarding the i fabrication, storage, delivery, erection and bracingof trusses and trust systems, see ANSI/TP@I Qvaefy Criieda, (4,449 and eC$I 6uedferg Component 7777 Greenback Lane safety Information ovatfobte From Prost P ole tnstiiute, 218 N, Cee Street, Sc�oite 312, Alexondsio, VA 2'2314, Suite tH5 ” C F_.__..e............ 5 4 2.4 iG 3x4 m= � _ � LOADING (psf)i SPACING. 20.0 CSL DEFL in (hoc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,46 # Vert(LL) 0.00 4.5 >999 240 MT20 1971144 TCiOL 18.0 Lumber DOL 1,15 BC 0.04 Verl(TL) .0,00 4-5 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.03 Horz(TL) -0.00 3 rata nia BCDL 7,0 Code IRC2012ITP12007 (Matrix M) _. Weight: 13 to FT 09a LUMBER- RRACING- TtOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 on purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 SOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing _f Mi7ek re mends that Stabilizers and required crass bracing be installed during truss erection in accordance with Stabilizer tR�:tptlptLpil.9td'C� � �.._+ REACTIONS, (lbYsize) =42710-5-8, 3=-21Mechanical, 4-15/Mechanical Max Harz 5-177(LC 12) Max Uplift s--28(LC 12), 3-11 (LC ), 4=-93(LC 12) Max Grass 5-427(LC 1), 3-31(LC 12), 4=54(LC 10) FORCES. (lb) . Max. Comp,/Max. Ten. -All farces 250 (lb) or fess except when shown. TOP CHORD 2-5-4121125 . .NOTES- IVA i, . and C -C Exterior(2) -2-0-0. ♦ a r s♦»right exposed;ever, ght , , members . . r .t plate g s• - .t 2) Plates checked for a plus or minus 5 degree rotation 3) This truss has been designed f. 10,0 pal bottom chord live load noncontrurrent with any other.: 4) * This truss has been designed -i ♦ . live load of 0IM♦sf on the bottom chord in all areas where a rectangle by 00 bottom wide will fit between the Y'i and any other members, 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at Joint(s) 5, 3, 4, 7) "Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. May 6,2016 WARWNri - V fy Nag. paramsrars a»d READAVIES AN Ties AND INCLUDED WTEK REFERENCE PAGE W-7473 rov. 140111115 BEFORE USE. Design valid for use: only Win MSTe& caanneclors. This design is based orty upon para tees mown, and is for an indivkfuat building. con anent. not j a truss system. Before use, The building designer must verify the opplicabifity+ of design parameters and properly incorporate this design info the overatl building design. Bracing indrroted is to prevent buckling of individual findweb and/or chord me onty, Additionso tempomc py and pemuanent bran„sng "�' is always required for stability, and to prevent colsopse with passible personal Injury and property damage. For genera#. (,guidance regarding the i fabrication, storage, delivery, erection and bracingof trusses and trust systems, see ANSI/TP@I Qvaefy Criieda, (4,449 and eC$I 6uedferg Component 7777 Greenback Lane safety Information ovatfobte From Prost P ole tnstiiute, 218 N, Cee Street, Sc�oite 312, Alexondsio, VA 2'2314, Suite tH5 ” C F_.__..e............ (_. _.w.. z o-o�. LOADING (pst) SPACING- 2-0-0 CSE. TCLL 30.0 Plate Grip DCL 1.15 TC 0.48 TCDL 18,0 Lumber DOL 1,15 SC 0.42 BCLL 00 Rep Stress incr YES I WE 0.03 SCOL 7,0 1 Code lRC2012ITPI2007 I (Matrix M) 3 nta tire LUMBER - SRACENG- TOP CHORD 2x4 SPF No.2 TdOP CHORD BOT CHORD 2x4 SPF No.2 VVESS 2x4 SPF No.2 BOT CHORD REACTIONS. (lb/size) 5=45910-5-8, =-1321Mechanical, 4-8/Mechanical Max Harz 5=87(LC 11) Mil etc recommends gnat tabtEtzers end required cross btacfng Max Uplift 5 -81(LC 12),--132(LC 1), 4--102(LC 12) Max Grav 5=459(LC 1), 3=99{-C 12), 4=45(LC 10) _. FORCES. TOPCHORD 2-5-4511165 2x4 tt 3x4 w Enclosed; a...., ♦ - s to s -s to 1-3-14 zone; cantilever left and tightexposed; .....s vertical left x ♦ right exposed: for members and .. for reactionswwn; Lumber ZA .s plate wr.. DOL= 1 A0 Plates chocked for w plus or degree rotationabout its center, 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20,Opsf on bottom • ♦ in all areas where a rectangle 3-6-0 tellb 0 wide fit betweenbottom chordand any other , wee 5) Refer to girder(s)firder(s) for truss to truss connections, ,4=1i M pftchbreaks with fixedMember end fixity model w In the analysis and design of this truss, WARNING? VNIty rsenifn paauneters s rd READ NOTES DN rMS AND INCLUDED MI EC REFERENCE PAGE 01-747`3 rev, 16t29e" M BEFORE USE, Design votid for use onty with hnifep& connectors. This design is based only upon porometers shown, and is for on Individual bvikling component, not o Truss system. Before vse, the bvitr%ng designer rnmi verity tire obskobi6ty of design piworner as and property Incorporate this design into the overall bwd&)g design.. Bracing indicated is to prevent buctling of tndividuol truss web onddcx chord members only, Additianat temporary and prorristnera bracing o oiwoys required for svabBity and to prevent collapse with possibe personal injury and property don-oge, for general gu6dance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, see ANSIITFti Quality Cetteda� DSS.$# and SCSI SuBdfng Component Satoty information available from Truss Plate instrtuie. 243 N. Lee Street, Svite 3 G2. AiexorrdAo, VA *2344. LIEFt. to (toe) WaitUd PLATES GRED ..... �____.... Vert(LL) 400 5 >999 240 MT20 197/144 Vert(TL) -0.00 5 >999 980 1 Horz(TL) 0.00 3 nta tire Weight: 10 Its FT = 0% SRACENG- TdOP CHORD Structural wood sheathing directly applied or 1-4.0 oc purlins, except end verticats. BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. Mil etc recommends gnat tabtEtzers end required cross btacfng be installed during truss erection in accordance with Stabilizer _. Enclosed; a...., ♦ - s to s -s to 1-3-14 zone; cantilever left and tightexposed; .....s vertical left x ♦ right exposed: for members and .. for reactionswwn; Lumber ZA .s plate wr.. DOL= 1 A0 Plates chocked for w plus or degree rotationabout its center, 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20,Opsf on bottom • ♦ in all areas where a rectangle 3-6-0 tellb 0 wide fit betweenbottom chordand any other , wee 5) Refer to girder(s)firder(s) for truss to truss connections, ,4=1i M pftchbreaks with fixedMember end fixity model w In the analysis and design of this truss, WARNING? VNIty rsenifn paauneters s rd READ NOTES DN rMS AND INCLUDED MI EC REFERENCE PAGE 01-747`3 rev, 16t29e" M BEFORE USE, Design votid for use onty with hnifep& connectors. This design is based only upon porometers shown, and is for on Individual bvikling component, not o Truss system. Before vse, the bvitr%ng designer rnmi verity tire obskobi6ty of design piworner as and property Incorporate this design into the overall bwd&)g design.. Bracing indicated is to prevent buctling of tndividuol truss web onddcx chord members only, Additianat temporary and prorristnera bracing o oiwoys required for svabBity and to prevent collapse with possibe personal injury and property don-oge, for general gu6dance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, see ANSIITFti Quality Cetteda� DSS.$# and SCSI SuBdfng Component Satoty information available from Truss Plate instrtuie. 243 N. Lee Street, Svite 3 G2. AiexorrdAo, VA *2344. 3^4_0 3-8.11 3M NOTES- r T) "Sernkrigid pitchbreaks, with fixed heels' Member end fixity model was used in the analysis and design of this truss, ! May 6„2016 WARIANG ^ V.ify dsxtgn paramours and WAD NOTES ON THIS AND INCLUDED iEM REFERENCE PAGE NW7473 rev. 14AXI IDI S SEFARE USE. Design valid for use only vMh tMiTerk,& connectors, !his design is based only upon porometen sho r✓n, and is for an lrolioduat butpling component, not a !fuss system Before use, fife building des4w roust ver9ft+ the oppfcoubty of deogn parameters and properly .flcofr ole this design into the overall T. tavitding des#gn, Bracing refdraafod is to prevent buckling of tndrriduat truss web and/or chard ars anPy. Aticiattgna# to or{ crud permanent bracing " 6ek " is oluuys recriked for stability and to prevent cafapse with posscble personal injury and property damage. For general guidance regards /tae � fobaication, storage, dettvery^, erection and bracing of trusses and tsyss systemas. see ANSVTPit Quality C+Befta OSS -89 and SCSI Suading Component # 7177 Grossness Safety tnforne aHon ovatloafe- learn Truss Note Institute, Sr t8 aa, Fee Street, Suite 32'2, Alexancho, VA 22314, State tQ9 @ Gornra Helahts EM _n --------- ------ . __.a LOADING (psi} SPACING- 2^0-0 CSI. � OEFL in (toe) ttdefi Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 k TO 0,35 Vert(LL) -0.02 5.6 -999 240 MT20 1971144 TCOL 18"0 Lumber DOL 1.95 BC 0.39 Vert(TL) 0.02 5-6 >999 180 ss incr YES 0,09 BCLL 0.0 * Rep Stress Horz(TL) -0,10 6 4 n1a nta 6 SCOL 7.0 Cade tR 0201 Pt2007 (Mats€x-M} Weight:22 ib FT -0% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 341-11 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing N iWeek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabiitzer REACTIONS, (ib/size) 4=-17 dMechanfcal, 5-5511slechanical, 6.95110-5-9 Max Horx 6=171(LC 12) Max Uplift4= 175(LC 1), 5=- 5(LC 1), 6=-226(LC 12) Max Grav4=35(LC 8}, 6=23(LC 12), 6-951 (LC 1) FORCE& (lb) -Max, Comp,IMax. Ten. - Ali forces 250 (lb) or less except when shown. BS 3-6=-658/303, 2-6=-1641511 NOTES- r T) "Sernkrigid pitchbreaks, with fixed heels' Member end fixity model was used in the analysis and design of this truss, ! May 6„2016 WARIANG ^ V.ify dsxtgn paramours and WAD NOTES ON THIS AND INCLUDED iEM REFERENCE PAGE NW7473 rev. 14AXI IDI S SEFARE USE. Design valid for use only vMh tMiTerk,& connectors, !his design is based only upon porometen sho r✓n, and is for an lrolioduat butpling component, not a !fuss system Before use, fife building des4w roust ver9ft+ the oppfcoubty of deogn parameters and properly .flcofr ole this design into the overall T. tavitding des#gn, Bracing refdraafod is to prevent buckling of tndrriduat truss web and/or chard ars anPy. Aticiattgna# to or{ crud permanent bracing " 6ek " is oluuys recriked for stability and to prevent cafapse with posscble personal injury and property damage. For general guidance regards /tae � fobaication, storage, dettvery^, erection and bracing of trusses and tsyss systemas. see ANSVTPit Quality C+Befta OSS -89 and SCSI Suading Component # 7177 Grossness Safety tnforne aHon ovatloafe- learn Truss Note Institute, Sr t8 aa, Fee Street, Suite 32'2, Alexancho, VA 22314, State tQ9 @ Gornra Helahts EM M LOADING (psf) SPACING- -0-0 l CSI. DEFL, in (loo) Udell Lid PLATES GRIP TOLL 30.0 Plates Grip DOL 4.95 I TC 0,.31 Vert(LL) -0.00 5 >999 240 MT20 197!144 TCDL 98.0 LumberDOL 4.45 BE 0.03 Ven(TL) -0.00 4-5 > 180 BCLL 0.0 « Rep Stress Inor YES M 0.04 Horz(TL) -0.00 4 rda n/a BCt7L 7.0 Code IRC20121TP02007 (Matrix -i) Weight. 18 to FT - 0% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or -0-11 0o purlins, except BOT CHORD 2x4 SPF No_2 end verticals. BS 2x4 SPF No,2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing ..—-- ­—.7 re mends thttt tabs03zr and regaiirad crass bracing µ be Installed during truss erection, in accordance with Stabilizer Jost � ____-w_ REACTIONS. (lb/size) 576010-5-6, 4-2321Mechanicat Max Hotx 5.151(1_0 11) Max Uplifts -246(L 12), 4--232(LC 1) Max Grav 5=760(LC 1), 4.112(LC 12) FORCES, (to) - Max. Comp,/Max, Ten. - Ali forces 250 (to) or less except when shown. TOPCHORD 3-4-461/245, 2-5--748187 NOTES - 1) Wind. ASCE 7-10; Vu#-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-10,8psf; BC L=4.2psf; h-15ft; B=45ft; L=24ft; eave-4ft; Cat. lt; Exp C; enclo MWFRS (directional) and C -C Comer(3) -3-4-0 to 0-10-15, Exterior(2) 0-10-95 to 1-10-15 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1.60 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 Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1, 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable studs soared at 1-4-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) $ This truss has been designed for a five toad of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ND Lit fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. �r .•******* *v 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt -lb) 5=246, 4-232. 9) "Semi rigld pitchbreaka with fixed heels" Member end fixity model was used in the analysis and design of this. truss. ? w X66 * c WARNlNQ - Vardy, d*sian rawantisters end READ NOTES ON rms AND iNCLuaso taiYEK REFERENCE PAGE AW7473 rev, 10,0312015 BEFORE USE. Dentin valid for use onty with WekO connectors This destgn 4 based onty upon parameters shown, and is for on individoot buifdhQ component, not a truss system. Wore use, the burkirng designer most verity !tae oppkcobrkh{ of design parameters and properh' incorporate this design into the overall, buifd3ng indicofed is to bucking hurviduot truss web and/or chrxd members only. Additionol fernporcry and permonent bracing i design, 8roclng prevent of is ohorys requked for stofa,3ity and to prevent cotopse with posaibiet personal injury and property domoge. For general guidance regarding the 7774 Greenback Lsrse to ficsstiom storage, defivery, erection and brocing of trusses and far,a5s rysierrts., see A141/n'ft Quality CiVeata, OSB -8f and KV StAkfi+p Comps roost 109 Safety Infarmation ovollabre from Truss irtof r rnstifule, 218 Na Lee Street Surfe 32 2, Atevond es, VA 22314. Suffe ,`.—wiutdR.. rm Qk 1,44 e r. 1-4-8 uta 4X4 S - 193 3 2x4 == 144 20 = _4 ------- — — ------- 1-44 off '' 1-4,8 LOADING (psf) SPACING- 2-0-0 CSI. DFL. in (loc) Udell Ud TCLL 30,0 Plate Grip DOL 1,15 TC 0C3 Vert(LL) 400 9 >999 240 TCDL 1&0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0,00 9 >999 180 BCLL 0,0 Rep Stress incr NO WB 0,01 Horz(TL) 0,00 4 hire We BCDL 7,0 9 Code IRC2012ITP12007 (Matrix - M) �.M kT�'Wt"Stabifizers and required cross bracing E r rb. installed during truss erection, in accordance Atith StabiliZet JrMtagAt� NOTES - 1) Unbalanced root rive loads have been considered for this design. 8) Hangerts) or other connection oeviceks) snall Be provided sufficient to suppon roncenualus; Movie) 115110001of ontopchord, and 171bdownat 1-4-8,andfitbdownat 1-6-8 on bottom chord, The design/selection of such connection devicela) 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) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= I . 15, Plate Increase- 1, 15 Uniform Loads (pff) Vert: 1-3--96, 3-5-96, 7-10-14 Concentrated Loads (to) Vert: 6-25(F) ,&WAAWNG- VWWY dsig.pairt. end READ NOTES ON Triel AND INCLUDED WTEX REFERENCE PAGE AM -7473 rev, 10MV2015 BEFORE USE, Design vdid for use dust, with sAiLoWS, connectors. This design is based only voon parameters shoym, and is for an individual building component, not a truss system, Before use, the buitcling designer most verity the oppficobiffly of design parameters and property incorporate this design into the overact burding design, froscirig indicated is to prevent buckling of hdividural truss Ymb ondjor chord members only. Addtional isnuporsey and permanent bracing is always required for stabRity and to prevent colsopse vAth passible personal inksh, and property damage. for generat guidance regarding the fabrication, storage defivery, enscWn and bracing of timers and truss systerns, see ANSI/TPII Quality Wade, D$441 and SCSf building Component safety Intopriallon cursniabre from truss Plate Institute, 218 N. Lee Street, Wits 312, Alexandria VA 22314. May 6,2016 7777 Greenback Lane 04 = Scale = 910.4 2x4 "=' 2x4 to# QfFse#sX Y) j 0 2 1 0 9 i7],„jd' 0 2 5 0# 4 � r __. _ _ . � mmwmN " _._._ LOADING (psf)m� SPACING-� 2-0-0 CSI � DEFL to ijoc) Wall Ud � PLAT $ GRIP TC$LL 30.0 Plate Crap DOL 9.15 TC 0.03 Vert(LL) -0.00 9 >999 240 MT20 1971144 TCOL 18.0 Lumber DOL 9.15 € SC 0.03 Vert(TL) -0.00 9 >999 190 SCLL 0,0 Rep Stress Incr 7,0 Code iRC2012frPI2007 YES WB 0,01 Horz(TL) 0,00 4 ale rite Weight 10 Ib FT = 0% SCDL (Matrax-M) LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purtins. SOT CHORD 2x4 SPF No 2 SOTCHORD Rigid ceiling directly applied or 10-0-O oC bracing _. SS 2x4 SPF No,2 MtSek recomrriends tha# S#abtlfzers and required cross bracing bs#ailed during truss erection, Sri accordance with Stabilizer e in be _.. • 4 } NOTES- 1) fit between the bottom chord and any other members. 6) Provide mechanical connection (by othem) of truss to beating plate capable of withistanding 100 lb uplift at joint(s) 2,4 'Semi-rigid} }..,a fixedheels'Member end fixity model,.. 'Y in the analysis and design WARNING - Verin, detatits, parameters and READ NOTES ON THIS AND INCLLtDED SITEK REFERENCE PAGE MO -7473 rear. rQV3Mf $ BEFORE USE, Design Yoked for use only with Mgek* connectors. This design is based only upon ponsmetess showrr and is for on individual building component, not a miss system, Before use, the building designr must uedd, five opidicorcIty of design parameters and property incorporate the design into the overati g�* building design. Bracing indicoted is to prevent buckling of Individual truss web and/or chord members ony. Additional ternposory and permoraent brocr ig MOW « is otwoys asefuked for asibility and to prevent co#apse Win passible personal injury and property damage. for general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSUTNI Quality+c4lerfo" DS5-69 and SCSI 40ding Component 7777 Greenback. Lane Solely Information ovaitabte from Truss Plate institute, 218 ft. Lee Street, Suite 312, Alexandrio, VA 22314. Suite 109 Carus Hsioso CA 95 oes o 2-ao LUMBER - 20 SPF No.2 CHORDBOT 2x4 SPF t Max Herz 2=51 (LC 12) Sete = 1.9.7 ight; 6 to FT - 0% TOPCHORD Structural wood sheathing directly applied or 2-" do purfins, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTak recommends that Stabilizers and required cross racin be installed during truss erection, in accordance with Stabilizer inst t NOTES - ,.t is - t i A *. f#, ?w t i 8-45k Cat, U; Exp C; Enclosed; WWRS (directional) and C -C Extodor(2) zorse� cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown� Lumber DOL -I 60 plate grip DOL -1.60 Plates for . plus or degree rotation 3) This truss has been wssignet for a 10.0bottom t loads, WON ". 11,000,10016 0.11A May 6,2096 WARNWG - tfat'tty dirsign tswamatars and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE 01-7473 rev, itFf09t2915 SEFORE USE. i Design vo6 d for use only with h4TeM connectors. This design is based only upon PyrfO Txeten shown, and is for on individual building component, not i a truss system. Before use, the building designer oval verity the app&cobstity of design porometers and properly incorporate this designs into ttra overall Idl building dessgn. Broc'sng indscated 6 to prevent buckling of individual truss web orrdlor chard members only. Aeddaftonai temporary and permanent brocing Te . is always required for stobaity and to prevent colPpse with possible personal injury and property damage. for gerrerot guidance regarding the fabrication, storage, delivery, erection and brocang of trusses and fron systems, see AN$jTPit Quality Criteria. Ds& -89 and BGS150ding Compoeeont # 7777 Greenbank latae surety iMormcntlxsn avretobte troarTruss Plate institute. ?IB N, Lae Street. Suite 312. Atext»ada'ia, VA 22314» Suite 109 lr.a—N inht. f:A A:t � :LID LOADING (psf)� SPACING 2.0-0 CSL DEF! In (loc)� ildefl TCLL 30.0 � Plater Grip DOL IA5 TC 0.04 Vert(LL) -0.00 7 >999 240 TCDL 18.0 Lumber DOL 2.15 BC 0^04 Vert(TL) -0.00 7 >999 160 SCLL 0.0 Rep Stress finer YES WS 0.00 Horz(TL) 0.00 2 site We BCDL 7.0 II Cade iRC20121'CP12007 (Maft-M) LUMBER - 20 SPF No.2 CHORDBOT 2x4 SPF t Max Herz 2=51 (LC 12) Sete = 1.9.7 ight; 6 to FT - 0% TOPCHORD Structural wood sheathing directly applied or 2-" do purfins, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTak recommends that Stabilizers and required cross racin be installed during truss erection, in accordance with Stabilizer inst t NOTES - ,.t is - t i A *. f#, ?w t i 8-45k Cat, U; Exp C; Enclosed; WWRS (directional) and C -C Extodor(2) zorse� cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown� Lumber DOL -I 60 plate grip DOL -1.60 Plates for . plus or degree rotation 3) This truss has been wssignet for a 10.0bottom t loads, WON ". 11,000,10016 0.11A May 6,2096 WARNWG - tfat'tty dirsign tswamatars and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE 01-7473 rev, itFf09t2915 SEFORE USE. i Design vo6 d for use only with h4TeM connectors. This design is based only upon PyrfO Txeten shown, and is for on individual building component, not i a truss system. Before use, the building designer oval verity the app&cobstity of design porometers and properly incorporate this designs into ttra overall Idl building dessgn. Broc'sng indscated 6 to prevent buckling of individual truss web orrdlor chard members only. Aeddaftonai temporary and permanent brocing Te . is always required for stobaity and to prevent colPpse with possible personal injury and property damage. for gerrerot guidance regarding the fabrication, storage, delivery, erection and brocang of trusses and fron systems, see AN$jTPit Quality Criteria. Ds& -89 and BGS150ding Compoeeont # 7777 Greenbank latae surety iMormcntlxsn avretobte troarTruss Plate institute. ?IB N, Lae Street. Suite 312. Atext»ada'ia, VA 22314» Suite 109 lr.a—N inht. f:A A:t c; -too 2-1-16 NOTES - 101 -1010 . #.�. l.. #. '.b R . R f ♦ bb R R #. b. i. b b •. # ... •: b.. betweenfit bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections, # ♦ #^ mechanical(by of of # bearing plate capable b' withstanding 100 lb uplift at k 7) "Sami-rigitJ pitchbreaks, with fixed heels' Member end fiffity model was used in the analysis and design of this truss, May 6,2016 wARNwei - V 'ffy dasi9n Parameaaa and REACs NatES tiN refs AND INCLUDED ANTEK REFERENCE PACE W7471MV. 1",212015 BEFORE USE, Design valid for use only with r'eTer6 connectors. The design is based any upon parameters she om, and is for an individual building component, not at rcpss system. Before use, the building designer most nnify the opre lcobtfiry or design pe re eters and Property tncorpotate this design into the overall ! baling deo-gn Bracing indicated is to Prevent buckling of indoldvol truss web and/or chord members ants Adcditionot temporary and Permanent bracing is crovoys required for stcuffity and to prevent cognate with passable personal injury and Property damage, For general igrAdonce regarding the fabrication, storage, delivery,. erection and bracing of trusses and truss systems. see ANSICIP11 Quolay Criterao. #dS449 and SCSI eutiding Component 77'7'7 Greenback Lane Safety Information ovarkrbfe Trion Truss Plate Mstitute. 218 N Lee Street, Suite 312. Alexandria, VA 22314, CA s Ha7aMis. CA 95 �" ,a �DEFL. �� " ��PLATE$ �:� � ._ mTM� LOADING (psi) SPACING- 2-€}-O CSI in (toe) Well Lid GRIP TCLL 30,0 i Plate Grip DOL 115Aµ TC 0.06 Vert(LL) -0.00 7 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 8C 0,04 ; Vert(TL) -0.00 7 >999 160 BOLL 0.0 " Rep Stress Incr YES WE 0,00 Horz(TL) 0,00 2 n1a nfa BCOL 7.0 F Code IRC2012fi"Pf2007 (Matrix"M) 4 Weight 6 Its FT 0% ------------ LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-15 be puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid coifing directly applied or 10-0.0 oc bracing MfTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (lb/size) 3-751Mechanical, 2-2 1 210-4.13, 4-241Mechanicat Max Harz 2-50(LC 12) Max Uplift3--15(LC 12),--34(LC 12) Max Gress 3-75(LC 1), 2-212(LC 1)„ 4-33(LC 3) FORCES, (lb) - Max, Comp./Max, Ten. - All forces 250 (Ib) or fess except when shown. NOTES - 101 -1010 . #.�. l.. #. '.b R . R f ♦ bb R R #. b. i. b b •. # ... •: b.. betweenfit bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections, # ♦ #^ mechanical(by of of # bearing plate capable b' withstanding 100 lb uplift at k 7) "Sami-rigitJ pitchbreaks, with fixed heels' Member end fiffity model was used in the analysis and design of this truss, May 6,2016 wARNwei - V 'ffy dasi9n Parameaaa and REACs NatES tiN refs AND INCLUDED ANTEK REFERENCE PACE W7471MV. 1",212015 BEFORE USE, Design valid for use only with r'eTer6 connectors. The design is based any upon parameters she om, and is for an individual building component, not at rcpss system. Before use, the building designer most nnify the opre lcobtfiry or design pe re eters and Property tncorpotate this design into the overall ! baling deo-gn Bracing indicated is to Prevent buckling of indoldvol truss web and/or chord members ants Adcditionot temporary and Permanent bracing is crovoys required for stcuffity and to prevent cognate with passable personal injury and Property damage, For general igrAdonce regarding the fabrication, storage, delivery,. erection and bracing of trusses and truss systems. see ANSICIP11 Quolay Criterao. #dS449 and SCSI eutiding Component 77'7'7 Greenback Lane Safety Information ovarkrbfe Trion Truss Plate Mstitute. 218 N Lee Street, Suite 312. Alexandria, VA 22314, CA s Ha7aMis. CA 95 RM 2x4 w 2x4 :w i L£3Ai3INa(psi SPACING- 2-n o CSI. gEFL. in (lay) Ude fI Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 E TC €3.39 Vert(LL) -0.00 7-8 >999 240 MT20 1971144 TCDL18.0 Lumber DOL 1,18 BC 0,10 Vert(TL) -0,01 7-8 > 180 SCLL 0,0 Rep Stress Ivor NO VVB 0102 Horz(TL) 0.00 5 n/a rata BCDL 7,0 Code IRC20121TPI2007 (Matrix M} I Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TCP CHORD Structural woad sheathing directly applied or 5-3-0 oc purlins, except BOT CHORD 20 SPF No_2 2-0-0 oc purlins 34 BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and requlred crass bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=36810-3-8, 536810-3.8 Max Hort 2=40(LC 7) Max Uplift2=-45(LC 8). 5-45(11.0 8) FORCES, (Ib) -Max, Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-349114, 3-15=-252121, 15-16--252121, 4-16=-252/21, 4-5=-350113 BOT CHORD 2.8-0/267, 8-17=01263,17-18=0/263, 7-18=01263, 5"70/263 NOTES - 1) t t t w .. t a .-. # t: .. #t " # a:: • X •t:'`• #" � #« # #$ t•a t't##:. "t.+# •af t #X R ., It t.. t# #,,. ^"i . k.•f # # # ft", -...t #r..: t.tt. tt �$t t t Xt •.. R #_ t' t: f » t:# • # t tR:# tf a #'ffi # k t t' t t ♦"♦ +♦ #Yt t `t # M f# f i tt ...i Y f . � r:. iX # •.i. t ' X ♦ " ♦ ' # i• . # f .: ' t # t • # i. t# itC # ft#.. F t•i#t R : ## • ^t it ♦ # •... ....... # LOAD Standard Mme..# r#t Uniform ad R : WARNING . Verify de$tgn parten fora and READ NOTES ON TFx$ AND tNGLUdEO WhSK REFERENCE PAGE &10,7473,*V. t al$ BEFORE USE. Design for tii stars. This design ss based only upon paromemrs shown. and is for an individual buNding component, not Nil' valid use onay with eke, connIl a truss system, Before use. the b0atvag deogner must verity the opinkobfilty of design patameters and Property ancosParate this design into the averuafi antyy.. Addiitonai temporary and Pet nonl bracttay'g ".. " buifd`$tg design.. Bracing indicated is to Prevent buckling of hdtvWuaf truss web orsdlsx chord members u akvyays recurred for stoblity and to prevent cotiapse Win possible Personal injury and Property damage. For general guidance regarding the .. fabricotion, storage, delivery, erection and pruning of trusses and truss systems. see ANSWUM Qualify Crffewio, DSII and BCS$ BvUdtng component 7777 Garenba¢k Lana rude 109 Safety Information ovoiiubte kora loss Pinar institute. 219 N. tee Street, Suite 312. AlaxondrCa, VA 22314, lianas He sitita,sPs.,.O! Sao . h 0-9-0_ { _. _ _ 2-7,8 # _. _. ... 2ND 8 0.9.0 I 2x4 = 2x4 = 9_T_8 2.7-8 ____....._._..-- LOADING (psf ( SPACING- 2-0-0 � CSI' TCLL 00.0 Plate Grip DOL 1.15 [( TC 0.10 TCDL 19.0 Lumber DOL 1.15 BC 0.09 BCLL 0.0 ' Rep Stress Incr YES 0.02 BCDL _ _0,_ ._. Code IRC2012ITPI2007 (Matrix -M) LUMBER - Rigid calling directly applied or 10-0.0 oc bracing TCP CHORD 2x4 SPF No,2 be installed during truss erection, in accordance wrath Stabilizer BOT CHORD 2X4 SPP` No.2 BS 2x4 SPF No.2 REACTIONS. Max Herz # FORCES.Max Uplift 2--45(LC 12), 4-45ILC 12) r. amb,/Max, Ten. -All forces 250 '.4. or e TOPCHORD 2-14--307/66,4-15--307166 e OEFL. in (loc) Itdeft Ltd PLATES GRIP Vert(LL) -0.00 6-9 >999 240 MT20 197/144 Vert(TL) -0.00 .9 >999 180 Hort(TL) 000 4 nta nta j # Weight 97 lb Fl" - 0"Ja RACING. "CGP CHORD Structural wood sheathing directly applied or 5.3-0 oc pur6ins. SOT CHORD Rigid calling directly applied or 10-0.0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance wrath Stabilizer NOTES - 1) 1: �- v... # # :♦..^a 4 ..... ^ ....i 4 ". tYf .a #.„,. 4 a. � ♦: t. r. f # K„.. ��! ♦ 4 fir. # y. t_.. 4. #.:„4 a.. ama # � at ♦ ! ”. E .:'.f a. F ♦. # # f.. 4 May 6,2016 WARNfAta • Vwffy design pwams¢ens and READ NOTES ON Deft AND INCLUDED D #NTEK REFERENCE PAGE W7473 rev. 14VV2#Vi BEFORE USE: Design valid for use ours, Win M706 connectors. This design Is based anis, upon poxrometen shown, and is for an indisiduai Wieding component not a truss system. Before use, the buir ding desdgner roust vedfy the opptcabltity of design parameters and property i ncorporole this design into the overall building design. Bracing tndicated is to prevent buckling of indLAdmst truss wets Band/or chord members only. Add'ationot temporary and permanent bracing is otwoys required for stability and to prevent co#opse with possible personal injury and property donvoge. Foe genenst guidance regarding the lopricotion, storage, delivery, erection and brocing of busses and taws system, see ANSI/asu Quality Crile da. 0$849 and SCSI Building Component Safety Information avoiloble from truss Plats Insdfiule, 2 W N, tea Sheet, Suite 312, Atexondrlo„ VA 22314. _.._..........._: o -s -o ......,._.....,._._..............._....�,___.._........ 0.0 am CHORDLUMBER- 2x4 SPF No.2 BOT REACTIONS,i Max Harz 2-58(LC 12) t Weight: 6 Ib FT - 0% a that Stabilizers installed durring truss erection, in accordance with Stabilizer 4 NOTES - R.♦. R i R* R:.k iU:IN BIT ovelgresR, rat a fit between the bottom chord and any other members. 5) Refer Y. girder(s) to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joinft$) 3, 2, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, May 6,2016 WARNING <Ytrffy deafgn ea a end READ NOTES ON INS AND INCLUDED MTEK REFERENCE PAGE W7473 rw. 140"015 BEFORE USE, peossn valid for use onhy with MliekO connectors. This design is based any upon poramc les satovm, and is for an indtviduot building component. not { a truss system, Before use, the bu ding designer must verity the appvfcabihty at design parameters and property incorporate this design into the overall it buGding design. &racing indicated is to prevent bvc rit; of indiOdduai truss web and/or chord me rs ant. Acryt€oral to ary and p hent bracing is otways required for stabt'sty and to prevent cotapse with possible personal lnkxy and property damage, For general guirsonce regavdN the 77P7 greenback Lane forb6catior, storage, deliveN, erection and bracing of Busses and truss systems. see ANSI/lifil QualitQualityCdtefa, DSS•84 and SCSI 00ding Comporternt i Suite109 Safely tntorma#vn avasitabte hent Truss t> o e institute. 218 It, tee Street, Suite 312. A¢exanck6a, VA 223}4. ( CH„Lu ei. i t„#., -C&... a � r LOADING ^(ps � SPACING- 2-0'0 � 1. CEFL. in (Joc) Udell Ud TOLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 7 >999 240 TCDL 18.4 Lumber DOL 1.15 � BC 0.03 Vert(TL) -0.00 7 >999 180 BCLL 0.0 " Pep Stress incr YES ( WEI 0.00 Horz(TL) 0,00 2 nta Isle BCQL 7.0 Cade IRC2012ITP12007 (Matrix -M) CHORDLUMBER- 2x4 SPF No.2 BOT REACTIONS,i Max Harz 2-58(LC 12) t Weight: 6 Ib FT - 0% a that Stabilizers installed durring truss erection, in accordance with Stabilizer 4 NOTES - R.♦. R i R* R:.k iU:IN BIT ovelgresR, rat a fit between the bottom chord and any other members. 5) Refer Y. girder(s) to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joinft$) 3, 2, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, May 6,2016 WARNING <Ytrffy deafgn ea a end READ NOTES ON INS AND INCLUDED MTEK REFERENCE PAGE W7473 rw. 140"015 BEFORE USE, peossn valid for use onhy with MliekO connectors. This design is based any upon poramc les satovm, and is for an indtviduot building component. not { a truss system, Before use, the bu ding designer must verity the appvfcabihty at design parameters and property incorporate this design into the overall it buGding design. &racing indicated is to prevent bvc rit; of indiOdduai truss web and/or chord me rs ant. Acryt€oral to ary and p hent bracing is otways required for stabt'sty and to prevent cotapse with possible personal lnkxy and property damage, For general guirsonce regavdN the 77P7 greenback Lane forb6catior, storage, deliveN, erection and bracing of Busses and truss systems. see ANSI/lifil QualitQualityCdtefa, DSS•84 and SCSI 00ding Comporternt i Suite109 Safely tntorma#vn avasitabte hent Truss t> o e institute. 218 It, tee Street, Suite 312. A¢exanck6a, VA 223}4. ( CH„Lu ei. i t„#., -C&... 1.3-0 2.0.11 s 1) Wind: ASCE 7-10; Vuft=133mph (3 -second gust) ',FVBtQZ*12TTfVffTff7 Cat11; # enclosed; s and a on cantilever leftand right exposed R and rig htsxjsosed�C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. It b,i 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer o f#Rtruss to truss connections. 6) Provide mechanical connection ♦ others)of truss to bearing plate capable of withstanding 100 its uplift at R.. 7) "Semi-rigid pirchbreaks with fixed hea[V' Member end fixity model was used in the analysis and design of this trustF, May 6,2016 WARNING - VwNy gn parameters and READ NOTES ON ThirSANOWCLUDEVA41TEK REFERENCE PAGE Af f-7473 rev. 1 .016 REFi3RE USE. Design valid for use only with hiffessis connectors. Chis des9gn is based only Upon poulthetem shown, and is for an individual Willing carrnponent, not MR a truss sysierrn. Before use, the coining designer Mir verify Ole aRPPcabYSty of design po1a±"neters and Property incorporate this design LCna the ovenei building design. Bracing indicated is to prevent bucking of individuse truss web and/or chard inemisers only. Additional ternpoiwy sand peoronent brocicaq � MiTek' is always required for stotfrldy and to prevent coNapse with passible persono3 injury and property dan 5le. For general 'encs regarding thne7777 Greenbm fabrication, storage, delivery, erection and bracing of trusses and teas systems, see AU$IlIPIt Quadty Crftwta,. D$4.89 and BC618u8dtng Campataent 5ately infore ttion owo&tabte from Inas Proles institute, 236 N Lee Street, Suite 312, Alexandria, VA 22314. Sufis 109 C.lteass d'RCIgPYl3; 2x4 Plate C7fi€betsx. ~ w _._ _ ~ LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (fete) Well Lid PLATES GRIP � TOLL30.0 Plate Grip DOL 1,15 TC OAS � Vert(LL) -0,00 7 >999 240 MT20 197t144 TCOL 18.0 Lumber DOL 1,15 8C 0.02 BOLL 0.0 •' Rep Stress Incr YES 0,00 i Verf(TL) -0.00 Horz(TL) 0 00 7 >999 180 3 nfa pe 0°f Code IRC20121fP12007 (Matrix M) Vlelghf 7 Ib FT Weight: BCCIL 7.0 LUMBER- TOP CHORD 2x4 SPF No.2 BRACING- TOES CHOR€7 Structural wood sheathing directly appt€ed or 2-011 oe purflns. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oa bracing m.-. _. MlTek re ends that Stabilizers and required cross bracing Stabilizer be installed during truss erection, in accordance with M REACTIONS, (Ibtsize) 3-62/Mechanical, 2-267/0-4.13, 4-101Meahanica€ Max Herz 2.58(LC 12) Max UpIM3--10(LC 12), 2-- 7(LC 12) Max Gray 3-62(LC 1), 2-267(LC 1), 4-27(LC 3) FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 {lb) or less except when shown. s 1) Wind: ASCE 7-10; Vuft=133mph (3 -second gust) ',FVBtQZ*12TTfVffTff7 Cat11; # enclosed; s and a on cantilever leftand right exposed R and rig htsxjsosed�C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. It b,i 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer o f#Rtruss to truss connections. 6) Provide mechanical connection ♦ others)of truss to bearing plate capable of withstanding 100 its uplift at R.. 7) "Semi-rigid pirchbreaks with fixed hea[V' Member end fixity model was used in the analysis and design of this trustF, May 6,2016 WARNING - VwNy gn parameters and READ NOTES ON ThirSANOWCLUDEVA41TEK REFERENCE PAGE Af f-7473 rev. 1 .016 REFi3RE USE. Design valid for use only with hiffessis connectors. Chis des9gn is based only Upon poulthetem shown, and is for an individual Willing carrnponent, not MR a truss sysierrn. Before use, the coining designer Mir verify Ole aRPPcabYSty of design po1a±"neters and Property incorporate this design LCna the ovenei building design. Bracing indicated is to prevent bucking of individuse truss web and/or chard inemisers only. Additional ternpoiwy sand peoronent brocicaq � MiTek' is always required for stotfrldy and to prevent coNapse with passible persono3 injury and property dan 5le. For general 'encs regarding thne7777 Greenbm fabrication, storage, delivery, erection and bracing of trusses and teas systems, see AU$IlIPIt Quadty Crftwta,. D$4.89 and BC618u8dtng Campataent 5ately infore ttion owo&tabte from Inas Proles institute, 236 N Lee Street, Suite 312, Alexandria, VA 22314. Sufis 109 C.lteass d'RCIgPYl3; I axe '- 9 6 7 6 3x6 2x4 tP 3x4 - 2x4 li 2.4 @I �} � � DEFL Udef1 Ltd � PLATES GRIP LOADING (psi � SPACING 2.0-0 CSL in (too) t MT20 197/144 TOLL 30.0 Plate Grp DOL 1.95 TC 0.47 Vert{ -L) n/a nits 999 TCDL 18.0 Lumbar DOL 1.15 BC 0.29 Vere(TL) ria n/a 999 BOLL 0.0 Rep Stress incr YES W8 0.96 Horz(TL) 0.00 5 n/a n/a BCCL 7.0 Code IRC2012tTPl2007 (Matrix) Weight 63 its FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BLIT CHORD 2x4 SPF No,2 BOTCHORD Rigid celing directly applied ar 1te-0-0 oc bracing _ a OTHERS 2x4 SPF No,2 ( MiTek recommends that Statsildzers and saluted crass bracing be Installed during truss erection in accordance with Stabilizer _..._ Instailai}c?n�utd� � _. (to) - Max Horz 1=-180(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 9--141(LC 12), 6-141(LC 12) Max Gray Alt reactions 250 ib or less at joint(s) except 1-265(LC 1). 5-265(LC 1), 7=37 (LC 17), 9=718(LC 17), 6-718(LC 18) WEBS 2-9-5371195, 4-6-537/195 NOTES - 1) # Y fit between the bottom chord and any other members, with BCDL 7,0PSf, Provide mechanical connection(by others)Y bearing plate a a of withstanding 141 lb uplift at joint 9 and 141 lb uplift joint 6, "Semi-rigid # Y...... Y fixity modeldesign of this truss, WARNING • VwWy ga parameters arra READ NOTES ON 1`14S AND 1NCI VVEb *V'rEK REFERENCE PAGE hW-7473 rev, 1".V2014 eEP'ORE USIE Design valid for use arty Toth t ilTek connectors. This design is based unit+ upon parameters shown and is for on individual policing component, not a truss system. Before use,. the building designer must verily the otaplir.:ab@aty of design p rtonve n and property incorporate this design into the overall building design. Bracing indsooted is to prevent bucking of individual truss vreb and/or chord erembers only. Additional teralparary and permanent bracing is atways required for stabtaty and to prevent coff atase with passible personal info y end property damage. For general gutdonce regarding the fabrication, storage, delivery, erection and bracing of trusters and truss systems, see ANSWITU Quality Criteria, ASS -SP and SCSI Se ding Component Safety Information avoitabie from Truss Plate fristtfute, 218 N. Lee Street Suite 31Z Alexandria, VA 22.314, t -b-4 o-r"i 3x4 9 14 8 7 15 8 3x4 2x4 Ii 3x4 "` 2x4 i 2x4 it � ry DEFL. w � nia 999 MT20 197/144 LOADING lost) SPACING- 2-0-0 CSI. � TCLL 30 O Plate Grip DOL 1.15 TC 0.30 TCDL 18.0 Lumber DOL 1,15 BC 0,13 p BOLL 0,0 Rep Stress Incr YES AS 014 BCDL 7,0 _.Code IRC2012iTPI2007 (Matrix) ._ LUMBER - t7ek recofxamends that Stabilizers and required cross bracing TOP CHORD 2x4 SPF No.2 irLstallatlg(v aide _.� .._...__. BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No,2 bearingsREACTIONSAft Herz UpliftMax RR lb or # FORCES, (lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown, WESS R mmin � ry DEFL. (ioc) Well Lid PLATES GRIP Vert(LL) n/a nia 999 MT20 197/144 Vert(TL) nfa nJa 999 Horz(TL) 0,00 5 nie nta Weight: 52 to FT 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing t7ek recofxamends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer irLstallatlg(v aide _.� .._...__. NOTES- 1) fit between the bottom chord and any other members, with SCOL = 7,Opsf. Provide . connection (by R.h: of # bearing plate capable of withstanding 113 lb uplift at jointand 113 l,.k uplift joint at + 8) "Sernimrigid plitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. May 6, 0 I WARNING . Varity design Parameters and READ NOTES ON THIS AND INCLUDED RSTEK REFERENCE PAGE AW -7475 rev. 14i0"015 86FOR.E USE. Design valid for vse emty v0h Wel es connecfars. This design is based only upon parameters shown, and is for an indivia rai liviid'mg Component not o truss system, before use, the building designer must verify, the oppkcabekfy of design parameters and property incorporate this design into fila Overall Nil' buotding design, 8racing indicated is to prevent buckling of Inch widuai truss web and/or chord members only. AddlAsmol ternporary and permanent bracing i.... is oNvoys required for statnity and to prevent colossse Mh possible person ti!injury and property damage. For geneuir guidance regarding tete 7777 c be fabrication, storage, deliver`, erection and bracing of teases and truss systems, see ANSI/tPf l Ourself Criteria, DSB.$9 and SCSI BuBdMg Coanponeni Safety information available from Truss Plate Institute, 219 N. Lee Street, Suite 312. Alexandria, VA 22314, Suite 109 Citrus Herams, N 4x4 = N 3x4 6 7 6 3x4 ` 2x4 !i 2.x4 li 2x4 EI LOADING (Pat) SPACING- 2-0.0 CSI. DEFL. in (too) ltdeff Up PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) nla nia 999 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 BC 0.09 Vert(TL) nia n/a 999 8CLL 0.0 " Rep Stress Incr YES WB 0 10 Horz(TL) 07.00 5 pre nia BCDL 7.0 Code IRC2012fTP12007 (Matrix) ; Weight: 41 lb FT = 0° LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on puffins, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directlyappliedor 10-0-0 0o bracing _.. OTHERS 2x4 SPF No.2 MiTek recommends thatStabilizersand required cross bracing wrvvw be installed during truss erection in accordance with atatallzer Installation REACTIONS. All bearings 13-9-13.. (ib) - Max Horz 1=123(LC 11) Max Uplift Ali uplift 500 lb or less at Joint(s) 8„ 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=350(LC 1), 8=435(LC 17), 6=435(LC 18) FORCES. (lb) -Max, Comp./Max, Ten. -All forces 250 (to) or less except when shown, BS 3-7=-29310, 2-8=-3821157, 4-6=.3821157 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind; ASCE 7-10; Vulf-133mph (3 -second gust) V(IRC2012)=105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. it; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-11-4, Exterior(2) 6-11-4 to 9-11-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcunent with any other live toads. 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 100 lb uplift at Joint(s) 8, 6. 8) "Semi-rigid piichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. C6 C°°G .., CD e pa ". A..0 �^ e « ee SVARNavor • Hardy design parameters and READ MOTES ON TIWS AND PMCIVOEV ABPEX REFERENCE PAGE MN -7475 rvvu 1""01S BEFORE USE. This design is based only upon simwn, and is for an individual building component, not Dedgn valid for use only writh Milekli connectors. parameters o truss system. Before use, the building designer must verify the applicability of design poronsirlers and propeds, incorporate this design Into the overall temporary and b€ocing ;� building design. Bracing indicated is to prevent buckkng at individual trussweb ondlor chord members only, Additional permanent t t t I is oMmys required for stribifiEy and io prevent collapse Win possible- Personal injury and property danuoge, For general Guidance regording the fcab4cotion, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/hIll Qaaley Gensda, 656.09 and BGS€ BvAdtng Ganspanant 7777 Greenback Lane Suits 109 Safety information ovoid abbe from Truss Plate Institute, 218 N. Gere Street. Sucre 312, Ansetriclto, VA 22914. ciRta_.5:.iei m#', & ip N y....,.._,._.".._....,..,__.............�.......u....�_.,_..,...__5.5-4 ._w.__._.._ _,. ........-._._^_....� ....,..^.,...._..�.5-5-4 2x8 I 2f e ; NOTES- 1) Unbalanced roof live loads,.. considered , this design, fit i.. ,, .. ,.. f 11r,.•.R _ t A P tt... t i. Y..,:. .. i .,: � r. ! ., i... #P tt . P a 1. i.... ^ y ., Provide mechanicali • M others) t.of truss to bearing plate capable of withstanding 100 lb uplift at i a 8) "Serni-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WARMN12 -Verity n mefars and RE 9D NOnTS ON TMS AND INCLUSE# ASTEK REFERENCE PAGE -7478 rev. MVVZMBEFOREUSE. Design valid for use onty+fnith Mireldr, Mire,connectors. This design is biased only upon parernseers shovra, and is for an indi Aduol bu"rtdang component, Plot a truss system. Before use, the building designer must verify the oppticabitry of design parameters and property incorporate this design into the overoti building design. Bracing in6cated is to prevent buck#ng of indrodual /son web and/or chord members only. Additional ternporary end permanent bracing Is oNvoys required for stobitity and to prevent coflopse with passible personal injury end property dannage. For generat guidance regarding the fabrication, storage, delivery, erection and brocing of trvsses and truss systems. see ANSVIPtt Quality Canino, OSS -09 and SCSt BuAdinp Component Safety information ave@table frorn Truss More tnsfttvte, 218 N. Cee Sheet, Suite 312, A,lexandfi a. VA 2.2314. e • 1 __. � LOADING (psi) SPACING- 2-0-0 # GSI. DEFL. to (too) ifdefl Ltd PLATES GRIP TCLL 30,0 Plate Grip DOL. 115 TC 0.41 Vert(LL) tate nFa 999 MT20 1971144 TCDL 18.0 � Lumber DOL 1.95 BC 0.32 j Vert(TL) We nla 999 BCLL 0,0 Rep Stress Incr YES WEI 0.08 Horz(TL) 0,00 3 n1a WE BCDL 7,0 Cade IRC2012ITPi2007 (Matrix) Wa49K 29 to FT -O% LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling dirEctly apptded or 10-0-0 oc bracing _ " OTHERS 2X4 SPF No.2 MiTek recommends that Stabltii'erS and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationuwd pm Px m REACTIONS. (lb/size) 1-267110-9-13,3-267/10-9-13, 4=557110-9-13 Max Harz 1-- 4(LC 10) Max Uplift 1--27(LC 12), 3--27(LC 12), 4--16(LC 12) NOTES- 1) Unbalanced roof live loads,.. considered , this design, fit i.. ,, .. ,.. f 11r,.•.R _ t A P tt... t i. Y..,:. .. i .,: � r. ! ., i... #P tt . P a 1. i.... ^ y ., Provide mechanicali • M others) t.of truss to bearing plate capable of withstanding 100 lb uplift at i a 8) "Serni-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WARMN12 -Verity n mefars and RE 9D NOnTS ON TMS AND INCLUSE# ASTEK REFERENCE PAGE -7478 rev. MVVZMBEFOREUSE. Design valid for use onty+fnith Mireldr, Mire,connectors. This design is biased only upon parernseers shovra, and is for an indi Aduol bu"rtdang component, Plot a truss system. Before use, the building designer must verify the oppticabitry of design parameters and property incorporate this design into the overoti building design. Bracing in6cated is to prevent buck#ng of indrodual /son web and/or chord members only. Additional ternporary end permanent bracing Is oNvoys required for stobitity and to prevent coflopse with passible personal injury end property dannage. For generat guidance regarding the fabrication, storage, delivery, erection and brocing of trvsses and truss systems. see ANSVIPtt Quality Canino, OSS -09 and SCSt BuAdinp Component Safety information ave@table frorn Truss More tnsfttvte, 218 N. Cee Sheet, Suite 312, A,lexandfi a. VA 2.2314. e • 1 __.e......_........._....,.,.�.,.,._,...__"_.._._.___3.11 4 3.11-4 4x4 = 4 2x4 2X4 #i 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCOL 18,0 Lumber DOL Horz(TL) 0.00 BCLL 0,0 Rep Stress Incr YES BCOL 7,0 Codet r AEACTIONS. Max • I CSI. JDEFLin (loo) Well t.id � PLATES GRIP TC 0.30 Vert(LL) rule Fria 899 MT20 1971144 Be 0.09 Vert(TL) n1a nta 999 WB 004 Horz(TL) 0.00 3 nta n/a (Matrix) Weight: 21 lb FT - Oak BRACING- TOP CHtORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BLOT CHORD Rigid ceiling directly applied or 100.0 oc bracing,.. m— .� MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer FORCES, (lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown, MBS 2-4-273159 NOTES - 1) Unbalanced roof live loads have been considered for this design. .. #..� #. Y , ... • :� f.• • Y f.. w# ♦. f i � .r. ,. _ , �... ! :.a x. it •" fit between the bottom chord and any other members, Provide .. 4 connection(by others) • to bearing plate capable M of di # 100 lb uplift at joint(s) 8) 'Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, iYARNINa .. v dy design peratnafees and READ Notes ON TM$ AND INCLUDED WTEK REFERENCE PAGE 40.7472 rer, 1"V2645 BEFORE USE. Resign vorid for use onfy+wilh MT00 connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before Use, the buiiding designer must verify the applicability of design parameters and property incorporate this design into the overall 4uikiing design. Bracing indicated is to prevent trucking of ind'rvidurst truss web orobor chord members on4r. Additional temporary and permanent bracing is always requked tow stability and to prevent coNapse Mir passible personal rniury and property damage.. For general guidance regarding the fabrication, storage delivery, erection and bracing of trusses and Troves €ysterre, see Af4hnPtt QvoMy World, OS8.81'and SCSI Building C4rnp900"t Safety 4nforrnattan available from Truss Plate institute. 218 N. Lee Street Suite 312. Aiexondr is, VA '1'2314, f 6Ytr •y,. +�y rtiil VAw EM I EM 2X4 NOTES- 1) T-- t RIS 7FITS ties = 3.... i_ y «i OFT a i,# � � R 4y 3 } Y w } � k * � t:•, bottomfit between the 4,. } and any other members, Provide mechanical connection (by others)of • bearing plate capable of withstanding 100 lb uplift at i.. 8) 'Semi-rigid pitchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this truss, WARNING. Verify, design paninseters and READ NOTES ON INS AND INCLUDED Efi7ER REFERENCE PAGE NO -7471 rev. lomsrsafs BEFORE USE, Wil, MTekO This design is based only upon parometers shown and is for an indlvlduai building component not Design valid for use onty connectors, at russ system. Before use, the building designer most verify, the oppicobtkty of design parameters and property incorporate this design 100the overait Wining design, Bracing indicated h to prevent is 09ro est indivtduoi truss web and/or chord rnembers only. Additional temporary and permanent brocing ! �^ I€ � F h olways required for staadlity and to prevent casiopse with passible pe;rsonoi injury and property dornage. For general guidance reowdrrg the Greenback Lane fabrication, storage. defi ery, erection and bracing of trusses and truss systems, see ANSI/1111 QV*Wy C400ft. D54 -at vnd ECSC Reading Component7777 Suite 109 Safety Information avoirobte from Trust Plate Institute, 218 N, Lee Street, Suite 3Q.. Alexandria. VA 223tk �ry _ �:•� ��.� � m w:v� „ v N30:4 mLOADING (psi.,_,_. SPACING- 2-0«0 C31..rWt?EFL. in (�c_� ) Wall Ltd PLATES GRIP TCLL Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 18.0 Lumber DOL 1,15 8C 014 Vert(TL) The - n/a 999 8CLL 0 0 Rep Stress Incr YES we 0.00 Ho(TL) 0.00 3 n/a n/a 8CDL 7 0 Code IRC2012fT"PI2007 (Matrix) Watght 11 to FT 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-9 etc purlins. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0®0 Be bracing R9i i 9t eacornr»enda that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibtsize) 1-21514-9-13,3-21514-9-13 Max Harz 1=37(LC 11) Max Uplift I--14(LC 12), 3--14(LC 12) FORCES. (ib) -Max, Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. NOTES- 1) T-- t RIS 7FITS ties = 3.... i_ y «i OFT a i,# � � R 4y 3 } Y w } � k * � t:•, bottomfit between the 4,. } and any other members, Provide mechanical connection (by others)of • bearing plate capable of withstanding 100 lb uplift at i.. 8) 'Semi-rigid pitchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this truss, WARNING. Verify, design paninseters and READ NOTES ON INS AND INCLUDED Efi7ER REFERENCE PAGE NO -7471 rev. lomsrsafs BEFORE USE, Wil, MTekO This design is based only upon parometers shown and is for an indlvlduai building component not Design valid for use onty connectors, at russ system. Before use, the building designer most verify, the oppicobtkty of design parameters and property incorporate this design 100the overait Wining design, Bracing indicated h to prevent is 09ro est indivtduoi truss web and/or chord rnembers only. Additional temporary and permanent brocing ! �^ I€ � F h olways required for staadlity and to prevent casiopse with passible pe;rsonoi injury and property dornage. For general guidance reowdrrg the Greenback Lane fabrication, storage. defi ery, erection and bracing of trusses and truss systems, see ANSI/1111 QV*Wy C400ft. D54 -at vnd ECSC Reading Component7777 Suite 109 Safety Information avoirobte from Trust Plate Institute, 218 N, Lee Street, Suite 3Q.. Alexandria. VA 223tk I -------- --- - -------- "o ► ° * ir zr- rxs ma- 0 0, 0-Mzjt z (0) 0 � _ � � y � 6 CsC7 C 00-Y 0 f9� ;MtD a1 ci °x T> o ` cid ca a ? ca 69Z` 2 0 °, 'IE a e? 8 5 ro — 5 � ca .� a is ° 0- 1," Z � 0o (o ti o ° r _m s C a n ro A sa , c 5, t o � 5 c I0 N r� va--t -o rr -' �'-- TOP CHORD C I- 0 Tv I W 01 caw o 74ZOy, yr v v, tD G; us tih a 10 c7 A o —a m Z 0 cn :+° fl x i its � m w -r 0 to mn" 0 �z cn Qp , cru 7 cx w < z Gp C7 M r w x OR m o sa Iran, M 05 -tea c3, c toz Z 0 k tCi jg rte— W3-6 Cf C e G Cf tit 0 4 YS/-4�1- TOP CHORD a i rn Z� c na c A 'oo€ov Co�m} 6 C< � <. i? P� ` ' £m" m�- '-aro:? R rodi•,s 6ote. > nQ 3 3co0 4 o° <Cro o �° �rno, ro - CD' m ro ro � ro o �. m so en sa cs ca � �- ca ro ? R ass cs a (D O n, caro °rosn rc °crop' > Q -n m `u cn S2 'a c-7 -29 `eay l 3o — -- can ryc" 5s az ro m •o (D 0 .� a aro cry , ro.s <ro c) E cy colS :t)' 0 0 cias0 � ma,o cm4 �'coC ° c�? i 9.8 mo s 3 s 2cro`mg ° n c a ac s:0,c16 ao 90-cp r, mma zoro ao ar CGc+2Ls E ro oc o cs m a < is a ZV3 o50 f THIS SS A tRMS MACEMNT MOR" ONLY Th+aa inexaec Om "%"d pe Mn ka Rw t�amaeares u ro — bmm a>wm, a< mW ftw,wa� kHr �� �«:� „rdw�daaP aae�a .m»mw tmt mam Rosa wa an iM dacmrnaM dvmMrq Lha. dmsl9na empamnm.S+b Rax kxMporary maW Vm wN 4+5cag AC Um teat iM fhWi ride aM Ler 4M mwsa8 8 Yhp d#b1p: Uf ftp 4f aN frM �4a9fmta. aN,. waft, axd wkwmue Bea mcaau+s oP RM d e Fat gmnatp3 rcrafwMacin®, comuf'dc ws9 a4 waa4 awxaa's Cromtha reuse PMle MBAMIdk, Sfd C'n+ae. Mmdb , W1 SSt f4. PLACEMENT PLAN PROBUIld Md . 8325 QUA% Cf ! LOT 9 _ -- PLA18 P fat: t _ sma Na.�...� ,••••• Q tl HOLLOW .,..•..._.•• Ltc_cSQ"pl0-L9 THIS SS A tRMS MACEMNT MOR" ONLY Th+aa inexaec Om "%"d pe Mn ka Rw t�amaeares u ro — bmm a>wm, a< mW ftw,wa� kHr �� �«:� „rdw�daaP aae�a .m»mw tmt mam Rosa wa an iM dacmrnaM dvmMrq Lha. dmsl9na empamnm.S+b Rax kxMporary maW Vm wN 4+5cag AC Um teat iM fhWi ride aM Ler 4M mwsa8 8 Yhp d#b1p: Uf ftp 4f aN frM �4a9fmta. aN,. waft, axd wkwmue Bea mcaau+s oP RM d e Fat gmnatp3 rcrafwMacin®, comuf'dc ws9 a4 waa4 awxaa's Cromtha reuse PMle MBAMIdk, Sfd C'n+ae. Mmdb , W1 SSt f4. June 30, 2014 Revised October 15, 2014 Subject- Soils and Foundation Summary Letter Quail Hollow Subdivision Lot 9 Wheat Ridge, Colorado Project No. DN46,126-120 I 110ME BUYER ADVISORY Expansive soils and shallow groundwater are present at this subdivision; this results in a geologic Ward, This letter describes subsurface conditions on this lot more specifically. Prospective home buyers are strongly advised to read this letter and the referenced documents. If you do not understand the risk(s) associated with the hazard and the important role you tinust accept to manage and mitigate the risk(s), -,vc recommend you contact a competent geotechnical (soils) engineer for advice, CTL I Thompson, Inc. performed a Soils and Foundation Investigation for I I lots within Quail Hollow Subdivision (Project No. DN46,126-120; report dated June 23, 2014 and a revised report dated October 15, 2014). This letter presents a summary of our findings and recommendations for the subject lot, The report referenced above should be reviewed for foundation design, Front Range is underlain by expansive clay and/or claystone bedrock near the surface. The soils that exhibit collapse are more likely west of the continental divide-, however, both types of soils occur throughout the state, Covering the ground with houses, streets, driveways, patios, etc., coupled with landscape irrigation and changing drainage patterns, leads to an increase in subsurface moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that foundations and concrete slabs -on -grade will perform satisfactorily. After construction, homeowners must assume responsibility for maintaining the structure and use appro- priate practices regarding drainage and landscaping. In summary, the soils encountered in the boring on this lot consisted of sandy clay to the maximum depth explored of 20 feet. Groundwater was encountered at a depth of 4.6 feet, The clayey soils and bedrock are expansive. Use of footings is rec- ommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following para- graphs. 1971 West 12"' Avenue I Denver, Colorado $0204 1 Telephone. 303-826-0777 Fax: 303-826-4262 We identified two primary geotechnical concerns in this study including shallow groundwater and expansive soil and bedrock. We believe these hazards can be mitigat- ed, but not eliminated by careful design, construction, and maintenance procedures. Expansive soils and bedrock are present at this site. The presence of expansive soils and bedrock, collectively referred to as expansive or swelling soils, constitutes a geologic hazard. There is risk that ground heave or settlement will damage slabs -on - grade and foundations. The risks associated with swelling soils can be mitigated, but not eliminated by careful design, construction and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and/or slab damage; they will not eliminate that risk. The builder and homebuyers should understand that slabs -on -grade and, in some instances, foundations may be affected by swelling soils, Homeowner maintenance will be required to minimize this risk. We recommend the builder provide a booklet to the homebuyer that describes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publication 431 was designed to provide this information. Laboratory tests were performed on samples from this and nearby lots. Based upon results of laboratory tests and other factors, we judge there is low risk of poor basement slab performance for this lot. Exhibit A provides a discussion of slab perfor- mance risk evaluation, as well as slab installation and maintenance recommendations. We performed calculations of potential heave due to expansive soils as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave up to 1 inch. It is not certain this movement will occur. If homebuyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 1,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 20 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction, The buyer can discuss the changes, if any, with the builder. QUAIL HOLLOW PATIO HOMES QUAIL HOLLOW SUBDIVISION 2 LOT 9 CTL I T PROJECT NO, DN46,126-120 not aWect the structural integrity of the walls, We recommend design of the basement walls on this lot using an equivalent fluid density of at least 60 pounds per cubic foot. This value assumes slight deflection of the wall can occur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A drain is recommended around the entire perimeter of the lowest excavation area for this residence, In addition to a drain system, at least 4 inches of free -draining gravel should be placed below basement slabs. We recommend a vapor retarder be installed between the gravel and slab. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the homeowner. r-• tigation from which this sum R CTL I THOMPSON, INC. 0 QUAIL HOLLOW PATIO HOMES QUAIL HOLLOW SUBDIVISION 3 LOT 9 CTL 17 PROJECT NO. DN46,126-120 #:.'.#. #'.. "", #... # ••':. :,� lam...... � • r: «:: # #...♦ #�..:.# .:�. ,.�. The rating of stab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high areas r. a expansive . # m:` soils respond t ! increases moisture ^ Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of I to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable stab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. a:a _ a. ..a * a ,.:*ISK y,:.r and a *....id Basement ♦• . *- a +x !Colorado Asscdw- tion QUAIL HOLLOW PATIO HOMES Exhibit —1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-1214 S:1PROJECTSrA61 46126,OODA12Clt2. R rts1R10N46126.120-R1,docx REPRESENTATIVE MEASURED SWELL ANDCORRESPONDING PERFORMANCE RISK CATEGORIES NMI ,. # o 0 to The rating of stab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high areas r. a expansive . # m:` soils respond t ! increases moisture ^ Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of I to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable stab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. a:a _ a. ..a * a ,.:*ISK y,:.r and a *....id Basement ♦• . *- a +x !Colorado Asscdw- tion QUAIL HOLLOW PATIO HOMES Exhibit —1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-1214 S:1PROJECTSrA61 46126,OODA12Clt2. R rts1R10N46126.120-R1,docx N risk. If homebuyers cannot tolerate movement of a slab -on -grade floor, they should select where a structural floor will be constructed or request that a structurally supported floor be installed, # # # For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving, they tend to mitigate damages due to slab heave, F-1111CM I . 0i ±#- A llyftwf 11MMMM&NI.Xv.7,71,71 Iml I homebuyer. 2. The 2006, 2009 and 2012 International Residential Code ORC R506) states that a 4 -inch base course layer consisting of clean graded sand, gravel, crushed stone or crushed blast furnace stag shall be placed beneath below grade floors (unless the underlying soils are free -draining), along with a vapor retarder. In- stallation of the base course and vapor retarder is not common in this area. torically, there has been some concern that installation of clean base course could allow wetting of expansive soils to spread from an isolated source. Given the groundwater conditions at this site, we recommend the use of a vapor retard- er. 3. Conventional stabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the stabs. These joints must be maintained by the homebuyer to avoid transfer of movement. QUAIL HOLLOW PATIO HOMES Exhibit A-2 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO. DN46,126-120 S;1PROJECTS44610LADN46126,00OX120\2. Reports\R1\DN46126-120-R1,docx IN 4, Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings, Gas and waterlines leading to slab - supported appliances should be constructed With flexibility. The homebuyer must maintain these connections, 5. Stab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of tee vertical stab movement should be used. Doorways should also be designed to allow vertical movement of stabs. To limit damage in the event of movement, sheetrock should not extend to the floor, The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the stab is independent of the foundation elements. Patio or porch roof columns may be positioned on the stab, directly above the foundation system, provided the stab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the stab by placing loose backfill under the struc- turally supported stab or constructing the slab over void -forming materials. 8. Patio and porch slabs without rooft and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. ................ 10 # QUAIL HOLLOW PATIO HOMES Exhibit A-3 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO. ON46,126-120 SiiPROJECTS146100\DN46126,000\12012, RepottMRIZN46176-120•R9.docx N SURFACE DRAINAGE, 2, Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting, 3, The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, t:..' we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the Swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. QUAIL HOLLOW PATIO HOMES Exhibit B-1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-120 S'.\PROJECTS\46100\DN46126.0=120V. Reports\F110N46126-120-R1.docx N 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time, We suggest minimum slopes of about 2 to 2.5 percent In grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -fined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. ITINT1 1111i % Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the homeowner. 11. The importance of proper homeowner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 6 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. QUAIL HOLLOW PATIO HOMES Exhibit B-2 QUAIL HOLLOW SUBDfVISION CTLIT PROJECT NO, ON46,126-120 S7kPROJECTS\4610D\DN46126.0004120Q Reports\RION46126-120-Rtdom Subject: Soils and Foundation Summary Letter Quail Hollow Subdivision Lot 9 Wheat Ridge, Colorado Project No. DN46,126-120 M A HOMF BUYER ADVISORY loll 11i NMI lam to read this ietter and the referenced documents, If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for I I lots within Quail Hollow Subdivision (Project No. DN46,126-120; report dated June 23, 2014 and a revised report dated October 15, 2014). This letter presents a summary of our findings and recommendations for the subject lot. The report referenced above should be reviewed for foundation design. # M M, MMIRiMMUMMIM aim- IN #1 The soils that exhibit collapse are more likely west of the continental divide; however, both types of soils occur throughout the state. In summary, the soils encountered in the boring on this lot consisted of sandy clay to the maximum depth explored of 20 feet. Groundwater was encountered at a depth of 4.6 feet. The clayey soils and bedrock are expansive. Use of footings is rec- ommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following para- graphs. 1971 West I P Avenue I Denver, C olondo 80204 1 1` hone: 303-825-0777 Fax: 303-825-4252 N # . # • so WAlf .. ......... ......... - 0 to <2 The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater In high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of I to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. us no rkesloentfaj xa3UWMMe57Mn tion of Geotechnical Engineers, December 1996, QUAIL HOLLOW PATIO HOMES Exhibit A-1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126.120 S;NPROJECTSw6lOO\DNO126,00OX12OV. RePOAMRION46126-120-RI,dou installed.IN ON risk, If homebuyers cannot tolerate movement of a slab -on -grade floor, they should select a tot where a structural floor will be constructed or request that a structurally supported floor be For portions of the houses where conventional slabs -on -grade are used, we recommend the following • •These measures will not .e• slabs -on -grade frwheaving; they tend to mitigate damages • - to slab heave. Slab-on-grade floor construction• • •.• to areas garages and basements where slab movement and cracking are acceptableto the builder • _• 2The 2006, 2009 and 2012 International Residential Code (IRC R506) states that } base course• • of graded sand, gravel,e• stone or • blast furnace slag shall be placed beneath below grade floors (unless the underlying soils are free -draining),• • with a vaporretarder. stallation of the base course and vapor retarder is not common in this area. His- torically, there has been some concern that installation of clean base course could allow e • of expansive• • spread from an • _• source. the groundwater conditions at this site, we recommend the use of a vapor retard - The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor retarder and the floor slab. Placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling, Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor re- tarders below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab e • • QUAIL HOLLOW PATIO HOMES Exhibit A-2 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, 0 45,9 6-120 S tPROJECTSt469 DN46126. t120M2, R sUR1tDN46126-120-R1,docx 11 4Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used.#« # # also be designed to allow vertical movement of stabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections # re-establish the voids before# to less than 1/2 -inch. connec- tions6. Plumbing and utilities that pass through stabs should be isolated from the slabs. w#.s - of of # - # oor movement homebuyer.transmitted to the ductwork. These connections must be maintained by the 8, Patio and porch stabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted n e event move - QUAIL, HOLLOW PATIO HOMES Exhibit - QUACL HOLLOW SUBDIVISION C7LIT PROJECT NO, DN46,126-120 S:\PROJECTS46100\\N46M, N12a . Repods\R10N46126-120-R1,dacx N 11 Nza RUN 9 r*1 0 F -Al Z lAR ei Mr -11 h! I Z Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result M and stab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3, The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions, We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is fbr the soil surface slope, not surface of landscaping rock. # 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. QUAIL HOLLOW PATIO HOMES Exhibit B-1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO. DN46,126-120 S;TROJECTS\46100\DN46126,OOD\12012. R0p0rt$MkDN46126-120_R1Ld0CX L1 # 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. if slopes less than about 2 percent are necessary, concrete -fined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. Ti gpliling i I I i: i i: 1: � � I I i 11 : i! i 11ITTITRI 11111lill 111�11! I 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill, We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the homeowner. I M The importance of proper homeowner irrigation practices cannot be over- emphasized . Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of stab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations, I 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendation's presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc, will be incorporated into the project. It is critical that all recommendations in this report are followed. I QUAIL HOLLOW PATIO HOMES Exhibit B-2 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-120 S\PROJECTS%461WON46126.00Okl2O\2 Reports\RMN46126-120-R1.docx Oro 4.1 U. X00 '3Av anEISWC _. "... p *tea •'Pkv+,^« 5! ' ON 0 79 t r "b U. o 00 00 yq Cos z ZE Zc ' .0 a LMS xoot :a w»»..Alt ,CL 4 m 6* tq 090 llovt @3 o Ix c Ix to Ce o Cf Alt ti. 3, may" !9 : t a sco C7 z r to td ci r> p ' * va ' 3t Tie t ti`Qt ri C;i, (n W 0 Lo� W* C war v r ¢mat as s ( tJ f? #J fi "fist ° _ t bra FwIr 14 M. s— z tra i s t tn IEQ Rx `p cus cr.. `"'c ° 1 a s, .,z u -7777777777 owwot otoz/ol/s 00 Pam, y � 1, " • it i 4 �{i` � lei awl �i7�i III � at a y, � tik k t o �w f ¢m • r cr LU Uzi CL ♦R 0 • k 000-3 r do • • •r 00 w� w K �r • w WI r _oj ...�nitk 3i 44t •; 014 6 { *3Av auEEIS3M re) z spa c� `�.'. U) ix 0 CLca P p ca s to #tS A All �?00 16 ca yr ui �. $�a crauj vi vi? 0 0 � ul 0 ug '04 cra ax 'c vi 1} 0 yr .r' a, d W` # w C <} @ c +, W i w yr L �7 "' tarp` D "dC ti' a t9`t p 8i ti'Y k ti`t3t L! S m l? C> CL er 0 � a. 14 re 0 Z)t t 0 �� 0- ,, * D„ _8 3 J79,61,68 1V 0-Z cm <ui V, Loll 0< tn ' < 0 J uj C7O in M'Eb�$$Q191'�L'%�lI�S e!h<,. , a, k .; c .1 3S`g, ,e, �„ .; ,t. ., ,•.w. ': t", _ c;@' City of Wheat j, dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 February 26, 2015 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property /properties as indicated below: PROPERTY OWNER(S): Quail Hollow Patio Homes LLC NEW ADDRESS: Wheat Ridge, CO 80033 Lot 1— 3350 Quail Ct. Lot 2 — 3380 Quail Ct. Lot 3 — 3410 Quail Ct. Lot 4 — 3440 Quail Ct. Lot 5 — 3445 Quail Ct. Lot 6 — 3415 Quail Ct. Lot 7 — 3385 Quail Ct. Lot 8 — 3355 Quail Ct. Lot 9 — 3325 Quail Ct. Lot 10 —11305 W. 33rd Ave. Lot 11 —11355 W. 33rd Ave. Lot 12 — 3325 Quail St. Lot 13 — 3345 Quail St. (existing house to remain with existing address) SUBDIVISION: Quail Hollow Jefferson County Reception Number for Plat: 2014095809 NOTES This is a courtesy notification. AUTHORIZED BY: f'� DATE: DISTRIBUTION: 1. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 2. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT Services at smitchel(,ieffco.us 5. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 6. Email to erlinda.j.martinez(d,)usps.g and krissy i.summerfield(&,usps gov 7. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223 8. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 9. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 10. Consolidated Mutual Water District 11. Northwest Lakewood Sanitation District 12. Wheat Ridge Fire District 13. Wheat Ridge Planning Division 14. Wheat Ridge Building Division 15. Wheat Ridge Police Department www. ci.w h ea tr i d ge. co. u s 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: Vicinity Map DATE: A