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31C-046 (21) 111' 8' 24' —20'6' 26'6° 24' 8' � 103' 3/S' 52'7 13/16' �D in 4l chi 4 v,61 6r X9/06 L 1/O 761 p�A I� S48 ID 103'10 9/16' c A n LEY 44'6' 26'6' 24' B' LEFT FRONT Project Name : Upper Ridge Bldg B Owner : Wright Builders Builder : Wright Builders Modified : 4 / 28 / 2015 Revision : 1 . 3 Type : XI www NOT TO SCALE www FRONT Project Name : Upper Ridge Bldg B Owner : Wright Builders Builder : Wright Builders Modified : 4 / 28 / 2015 Revision : 1 . 3 Type : XI )K )K NOT TO SCALE )K )K )K LEFT Project Name : Upper Ridge Bldg B Owner : Wright Builders Builder : Wright Builders Modified : 4 / 28 / 2015 Revision : 1 . 3 Type : XI A )K NOT TO SCALE )K FRONT LEFT LEFT Project Name : Upper Ridge Bldg B Owner : Wright Builders Builder : Wright Builders Modified : 4 / 28 / 2015 Revision : 1 . 3 Type : XI )K * NOT TO SCALE * )K )K FRONT �--- 4711" -� WEI 14'8 3/4" - 26'6" 24' 8' ir Drawing Summary Block - All - Layers - - - - - - - - - - - - - - - - - - - - - e 22128 XI Walls / Panels > 2 Support Ledges Totaling 3 ' - 4 " 1 Specialties 2 Multi Studs 2 3x3 Column Pads - - Supplied by Superior Walls - - Installed by Superior Walls 20120 XI Walls / Panels Type : 9 ' Linear Feet : 320 ' - 3 _ 1 / 4 " 212 XI Walls / Panels Type : 10 ' Linear Feet : 8 ' Drawing Notes - Object Details in inches - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ID # Obj Desc Width Height Header Door ( B . O . W ) A 1 DR PEP 41 84 20 4 B 5 Win 4040 Boman Kemp 48 - 1 / 2 48 _ 1 / 2 23 _ 1 / 2 C 2 MS 3 - Studs 102 0 D 2 Pad 36 36 6 111' 8' 24' 20'6" 26'6" 24' 8' 14'10" � B a a 20'6" LL PWP 10' Xi Wall set level at top 1p�_WpReference 2012 IRC w/ Unit B3 Footing : 8' minimum 1/2' clean crushed stone 00 Assumed Soil Bearing Capacity : 2000 PSF C0 Maximum allowable uniform load : 2700 PLF M Seismic Design Category : B o A] Basic Wind Speed : 100 MPH Unit B4 Unit B3 J' Xi Unit B2 set level w/ set 12 lower Unit B4 Walls than Unit B3 Unit BI set 12" 1 ower than Unit B2 CL of Stairway 10' Xi Wa11 Parallel To Wall. u) set level at top [PW] No Unnecessary Joints. w/ Unit B3 19' 51­142" J 4' 4'11' AT 3/4' —I 8' 44'6" 26'6" - 24' - 8' - Superior Walls Foundations It is the responsibility of the General Contractor and/or By: Superior Walls by Weaver Precast, Inc Drawing Summary Block - All-Layers Project Name: Upper Ridge Bldg B Home Owner to ensure complete accuracy of all drawings _____________________ Owner: Wright Builders designed for production. Weaver Precast, Inc. will not be 22/22 XI Walls/Panels Builder: Wright Builders held responsible for any errors once the final drawings 2 Support Ledges Totaling 3'-4' Salesman: Bruce B and contract have been signed and approved by the i Specialties Drawn By: SGL General Contractor and/a^ Home Owner. 2 Multi Studs Created: 4/10/2015 2 30 Column Pads -- Supplied by Superior Walls -- Installed by Superior Walls Last Modified: 4/28/2015 Revision: 1 .03 20120 XI Walls/Panels Type: 9' Linear Feet: 320'-3_1/4' Comment: Village Hill The Superior Wall "Builder Guideline Booklet" 212 XI Walls/Panels Type: 10' Linear Feet: 8' File Name: hv_wb-upperridgebldgb provides product requirements for your Drawing Type: XI Drawing Notes Superior Wall Foundation. Please refer to ------------- xxx NOT TO SCALE xxx your Local Building Code for framing requirements. These Drawings are approved for _Object Details in inches - -- -------------------------- final production as illustrated ID # Obj Desc Width Height Header Door(B.O.W) 40 Ton Crane with 60' reach from the and not subject to change. A 1 DR PEP 41 84 20 4 pivot point of the crane is the limitation B 5 Win 4040 Boman Kemp 48_1/2 48_1/2 23_1/2 of the crane provided to install the walls. C 2 MS 3-Studs 102 0 ---------------------- -------- If a larger crane is deemed necessary, D 2 Pad 36 36 6 Customer Signature Date an additional charge will be incurred. UFP Belchertown, LLB A Universal Forest Products Company 155 Bad-Read,PO Fox 946/Bekhe .%v,NLi-01007,'Phone:413- 3-.i7 J Fmr:413-3?1-5780 U-----.- -.-- B- pp er Rid eGreeks Buildin g TRSSPLACEMENTDIAGRAM ONLY. se trusses are designed asindividual building ISAU ncorporated into the building design at the specification of the building designer. See individual design sheets for es Village Hill-Wright Builders ss design identified on the placement drawing. The building designer is responsible for temporary and permanent brac f the roof and floor system and for the overall structure. The design of the truss support structure including headers,bee Village Hill Rd. Northampton, MA mall.,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing ood trusses"available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179.It is the responsiblifity of it eneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans oading conditions,and use.If they do not,it is the responsiblifity of the General ContractodSuperintendenl to provide 5/1/15 rints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/ple rch a by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-si For Pricing Per Permit Set 04-28-15 wring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY N Upper Roof-15011983B ITHOUT E HELD R SIPONSIB WRITTEN OR ANY MOD FIICATIIONS OR'CHARGE BACKS"NDO EEWITHOU PRIOR WRITTEN ILL t mil p;IF iit � x.o �i9118.,30 m ai�'m Z 6 F3 22 0 3 11 N mll �,m ll CL 0 N J N C S' I I i M I i I �I I N o , 0110 ° m m I I I I � 21011 210" 21011 21011 21011 21011 21011 210" 210" ix i i I I I 7-F----r---- I 1 i 21 0" 2'0" 21 Off 2/0-0 21 011 21 On 2"0" 21 0' 21 On I Ate_A 1 I I I Y+ Q o m 01(10 m i i I I i 111i I 22-0" Uer Rid e Vi Ila e H i I I HIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be pp g g ncorporated into the building design at the specification of the building designer. See individual design sheets for each Greeks Building B Garages russ design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing f the roof and Floor system and for the overall structure. The design of the truss support structure including headers,beams, Selchertown, LLCNorthampton, MA ails and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of ood trusses"available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179.It is the responsiblility of the 4/8115 eneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans, oading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide rints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan Sal Forest Products Company For Approval hanges by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site bt5/Re4hrliown,ht�.etW7 f Phure:}1T•Y?3-7?d"/Psc: ti-3^�-5789 wring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY 1501 983BRG WITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO O R $E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN Wright Builders,Inc. e , 1 7ME OP VIaMEVUE 8 Bates Street � Northampton, Ma 01060 Date 6/18/2015 lJob No. 15-940 Attention: (413) 586-8287 ��' � � �U� � � e: Fax(413) 587-9276 CaS•---ln_,gection er Ridge - Bldg B �-- �rrcing� �Eo Electric, tr a npton, ��� 9, 31, 33, 35 Moser Street To: Louis Hasbrouck/ C Northampton, MA 01060 Northampton Building Dept We are Sending You Fv_1 Attached f— Under Separate Cover via The Following Items: I Shop Drawings ✓ Prints T-` Plans F_ Samples Specifications Copy of Letter f— Change Order I-"' Co ies Date No. Description Submitted by Hampshire Fire Protection: 1 6/16/15 Fire Sprinkler Drawing 1 6/16/15 H draulic Calcs These are Transmitted as checked below: For approval r- Approved as submitted f— Resubmit _copies for approval 9 For your use I Approved as noted I— Submit copies for distribution 9 As Requested Returned for corrections Return corrected prints I— For review and comment f— FORBIDS DUE 3 PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau June 23, 2015 Wright Builders, Inc. 48 Bates Street Northampton, MA 01060 Subject Property: 29, 31, 33, 35 Moser Street Northampton, MA 01060 Mr. Heilman The plans for the Multi Unit Townhouses dated 4-17-15 have been approved as noted; All work must meet all applicable codes whether noted or not included within this memo. 1. Verification the cupolas weight meets the truss design specifications. 2. Submission of the sealed foundation plans. 3. Fresh air intakes must meet M 401.4 and all exterior equipment, exhaust,and intakes separations meet manufacturers' requirements. 4. Fire rated plywood is installed per 780 CMR 5317.2.2. 5. Fire stopping required in the soffits at unit separations per R302.11 6. Unit B-2 window in the stair appears to need tempering per R308.4 7. Structure conforms to 780 CMR 7th edition of the 2009 IRC with the stretch energy code and mandatory requirements. 8. Smoke and CO detectors per code and plan. 9. A continuous air barrier is required behind tubs, spas,showers,fire places and electric boxes on exterior walls! Watch out or the tub comes out. 10. Energy information and equipment must be posted on the electric panel upon completion. 11. Copies of the final HERS rating and duct blast testing are required for COs Charles Miller Assistant Commissioner of Buildings City of Northampton Mail-RE: FW. Upper Ridge Building B fire spri... https://mail.google.com/mail/u/0/?ui=2&ik=392I lafc3d&view=pt&se... p.s. We'll drop off one hard copy of ea to the Bldg Dept ... tomorrow, Thurs, since office is now closed From: Joseph Misterka [mailto:jmisterka @hampshirefi relic.com] Sent: Wednesday,June 17, 2015 8:12 AM To: LGaudreau @wright-builders.com Cc: RCooney @wright-builders.com; William Rhodes; Scott Labonte Subject: Upper Ridge Building B fire sprinkler submission Hi Linda, Attached is our shop drawing and hydraulic calculations for fire sprinkler work at Upper Ridge Building B Northampton. Joseph Misterka Designer Hampshire Fire Protection LLC 507 Southampton Rd Westfield, MA 01085 O: 413-642-3287 F: 413-642-3792 www.hampshirefirellc.com "j" MPShl FlI,ar`e PF tect% fly LLB' Chuck Miller Assistant Building Commissioner !of 3 6/18/2015 4:28 PM City of Northampton Mail-RE:FW: Upper Ridge Building B fire spri... https://mail.google.com/mail/u/O/?Lfi=2&ik--3921 lafc3d&view=pt&se... CJ of Charles Miller<cmiller @northamptonma.gov> RE: FW: Upper Ridge Building B fire sprinkler submission 1 message Larry Therrien <Itherrien @northamptonma.gov> Wed, Jun 17, 2015 at 3:05 PM To: Charles Miller <cmiller @northamptonma.gov> No issues that I can see. Larry From: Charles Miller [mailto:cmiller @northamptonma.gov] Sent: Wednesday, June 17, 2015 2:22 PM To: Duane Nichols; Larry Therrien Subject: Fwd: FW: Upper Ridge Building B fire sprinkler submission Please look over these plans and let us know if there are any issues Thanks Chuck Miller ---------- Forwarded message---------- From: Linda Gaudreau <Iaudreau@wright-builders.com> Date: Wed, Jun 17, 2015 at 12:32 PM Subject: FW: Upper Ridge Building B fire sprinkler submission To: "Charles Miller(cmiller @northamptonma.gov)" <cmiller @northamptonma.gov> Hi Chuck, Here are e-copies of the fire sprinkler shop drawings and hydraulic calcs for 29, 31, 33, 35 Moser St/ Bldg B Let me know if you need anything else Thanks, Linda of 3 6/18/2015 4:28 PM fr mob Truss Truss Type Qty Ply Greeks Building B Main Roof 150119838 �V10_-- 11 Job Reference(optionalL. Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 01 06:26:42 2015 Page 1 I D.F-V l jvjbFad LaIGZBIXxJdhzm Wj L-CpzxQrExQjze6cueep?baOZ7 FYLVc8iTOCG4 HTZKzA 2-11-14 _ 5-11-11 2-11-14 2-11-14 swie=rn. 6� i 2 6 5 7.00,2 7 a 3 1 Bi d t� a 8 2w0 G 2w,� 5-11-11 5-11-11 _ Plate Offsets X,Y)-- 2[ .0-2-13,0-1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.93 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2009(TPI2007 (Matrix) Weight:13 lb FT=4 BCDL 15.0 — LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc puriins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed I durin truss erection,in accordance with Stabilizer Installation guide__ REACTIONS. (lb/size) 1=343/5-10-14(min.0-1-8),3=343/5-10-14 (min.0-1-8) Max Horz 1=-33(LC 6) Max Upliftl=-8(LC 8),3=-8(LC 9) Max Grav1=618(LC 14),3=618(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-594/77,4-5=-540/77,2-5=-496/82,2-6=-496/82,6-7=-540/77,3-7=-59477 BOT CHORD 1-8=-37/466,3-8=-37/466 NOTES- 1)Wind:ASCE 7-05,100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=2411;Cat.11;Exp B,enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 8 Ito uplift at joint 1 and 8 lb uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Trus�501�9636 JV09 s - 1 ValleyType -- - - — - Ply 1 ob Referendce(opt onlal ) Un Roof iversal Forest Products 7610 s Jan 29 2015 MITek Industries,Inc. Fri May 01 06:26:46 2015 Page 1 I D:FV 1 jvjbFad La IGZBI XxJdhzm WjL-5aCSGD H RTyT4bEBPtf3Xksjjg9muYwA3jgEIQEzKzAN 5-3-5 10-6-9 5-3-5 5-3-5 4x4 2 7 7.0 12 6 8 5 ST1 I qT y 4 0 2x4 1 50 II 2. _ 10-6-9 _ 10-6-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.65 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 15.0 * Code IRC2009/TPI2007 (Matrix) Weight:27 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Insta_llation REACTIONS. (lb/size) 1=359/10-5-11 (min.0-2-8),3=359/10-5-11 (min.0-2-8),4=608/10-5-11 (min.0-2-8) Max Horz 1=-63(LC 6) Max Upliftl=-26(LC 8),3=-32(LC 9) Max Grav1=634(LC 14),3=634(LC 16),4=883(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-288/46,3-8=-288/46 WEBS 24=-657/89 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1 and 32 lb uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.O1b live and 25.011b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 150119838 V08s Valless yTYpe - --- _--- _ �Ory.-__ PIY -.. 1 Gob Referendceg0ptonalR�._.-._ Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 01 06:26:50 2015 Page 1 I D:FV 1 jvjbFad LaIGZB IXxJdhzm WjL-zLSy5a KyXBzV 3rVB6V8TviuQu mCKUjZfeSCVZ?zKzAJ 7_6-11 15-1-7 7-6-11 — — — 7-6-11 Scaie.yr=, 4w o 3 12 111 zoo 12 13 10 1.5Xt II 4 1.SK1 II 2 ST2 I I 14 9 ST1 l STt 5 g 15 8 16 7 17 6 1S 3v1 11 1 5X3 11 15-1-7 15-1-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Sn ow=40.0) Lumber DOL 1.15 BC 0.42 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wei 9 BCDL 15.0 ht:44 lb FT=4 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 applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide._ REACTIONS. All bearings 15-0-9. (lb)- Max Horz 1=94(LC 7) Max Uplift A I uplift 100 Ib or less atjoint(s)1,8,6 Max Grav All reactions 250 lb or less at joint(s)except 1=442(LC 16),5=442(LC 20),7=694(LC 26),8=881(125),6=881(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-287/72,4-13=-287/72 WEBS 3-7=-529/3,2-8=-764/174,4-6=-764/174 NOTES- 1)Wind:ASCE 7-05;1 00m TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05,1 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,8,6. 8)This truss is designed in accordance with the 2009 International Residential Code sections 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.011b live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1501 9636_--- V07s -- - �ValleyTy� - - _ - - -- - --Clty Ply 1�Jorb Referendce�o tp tonal)Roof Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:26:54 2015 Page 1 I D:FV 1 jvjbFad LaIGZBIXxJdhzm Wj L-s6hTxyNSbPTxYSoyLKCP3Y22u N UUQ W gEZ4AjimzKzA 9-10-2 19-8-5 --� F - -- 9-10-2 - --� ---- 9-10-2 - ---- scale=1'.31. 4Y 3 12 11 I 7.00 12 15X1 II 10 13 415X1 2 ST2 14 9 5 15 8 16 17 7 18 19 6 20 4� 4z0 1.5X1'I 68 1.5X1 r 19-8-5 19-8-5 _ Plate Offsets X,Y - [3:0-3-2,0-2-0] .:0-3-00-3-0 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.73 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Weight:59 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed—� [during truss erection,in accordance with Stabilizer In_stallationguide. REACTIONS. All bearings 19-7-7. (lb)- Max Horz 1=-125(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,8,6 Max Grav All reactions 250 lb or less at joint(s)except 1=595(LC 16),5=595(LC 20),7=787(LC 26),8=1113(LC 25),6=1111(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-288/101,10-11=-267/103,12-13=-264/103,4-13=-285/101 WEBS 3-7=-50210,2-8=-889/209,4-6=-8891209 NOTES- 1)Wind:ASCE 7-05;100mph,TCDL=5.Opsf;BCDL=5.Opsf;h=24ft,Cat.11;Exp B,enclosed,MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11,Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,8,6. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'Job� Tmss TQly TPB Main Roof 150119836 VO6 _ -_�l -. 1 _ 1_ Job Reference.(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:2658 2015 Page 1 I D:FV ljvjbFad LaIGZB IXxJdhzm Wj L-kux_nJQzee_N 146jaAHLDODw8_wOMOfq U iBwrXzKzA --- -- 1-9-8 --- ---- 3-7-1 — --- -i 1-9-8 1-9-8 3W�i Scale=1:9.1 2 10.00 12 5 4 3 1 B1 6 2x4�i 2wt�� 3-7-1 — 3-7-1 Plate Offsets(X,Y)-- LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.44 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:8 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=195/3-6-7 (min.0-1-8),3=195/3-6-7 (min.0-1-8) Max Horz 1=27(LC 6) Max Upliftl=-3(LC 8),3=-3(LC 9) Max Grav1=470(LC 14),3=470(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-373/35,2-4=-334J38,2-5=-334138,3-5=-373/35 BOT CHORD 1-6=-8/257,3-6=8/257 NOTES- 1)Wind:ASCE 7-05;100mph,TCDL=5.Opsf;BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed,MWFRS(low-rise)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard *Job Tmss Truss Type Qty Ply :Gree-k-s Building B Main Roof 150119636 VO5 Valley - 1 1 Reference to�tional)-- Universal Forest Products 7.610 s Jan 29 2015 MITek Industries,-Inc. Fri May-01 06:27:02 2015 Page 1 I D:FV 1 jvj bFad LaIGZB IXxJdhzrn WjL-dfAVdhTU itUoW hQUpOMHOEO5Mcl61AuQPJ68_IzKzA 3-9-8 3-9-8 - - --�— - 3-9-8 scale=1'177 4x4 2 m ST1 3 9 9 4 10 2x4 7-7-1 7-7-1 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.43 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC20091TPI2007 (Matrix) Weight:22 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracin stalled g be in wring truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=280/7-6-7 (min.0-1-15),3=28017-6-7 (min.0-1-15),4=39017-6-7 (min.0-1-15) Max Horz 1=-65(LC 6) Max Upliftl=-18(LC 8),3=-24(LC 9) Max Gravl=555(LC 14),3=555(LC 16),4=665(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-302/40,3-8=-302/40 BOT CHORD 1-6=-8/257,3-6=-8/257 WEBS 2-4=-456/52 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5 Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.O1b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard got Truss Type Qty Ply FGreeks Budding 8 Main Roof 150119838 VO4 Valley � e------ — 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 01 06 27.06 2015 Page 1 Universal Forest Products I D:FV 1 jvjbFad La IGZB IXxJdhzm WjL-VQP?S2X_m5_E_Ij F2sQDY4Y8zDfLEyd?Kx5L74zKzA 5-9-8 11-7-1 -- - - 5-9-8 - f- -5-9-8 - sral� aw o 3 11 ,o moo 12 ST2 1.SXi II y 1.5Yi II 2 9 ST1 5 13 8 1I ] 15 fi 16 3x4/i 1.5%i 1 S II 1.5#II 11-7-1 _ �- 11-7-1 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.41 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:36 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed du tatruss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-6-7. (Ib)- Max Horz 1=-103(LC 6) Max Uplift All uplift 100 lb or less atjoint(s)1,5 except 8=-113(LC 8),6=-113(LC 9) Max Grav All reactions 250 lb or less at joint(s)except 1=282(LC 16),5=282(LC 20),7=653(LC 26),8=834(LC 25),6=834(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-379/76,4-11=-379/76 WEBS 3-7=1143/0,2-8=-734/228,4-6=-7341228 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft,Cat.11,Exp B,enclosed;MWFRS(low-rise)and C-C Exterior(2)zone,cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except(jt=1b)8=113,6=113. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 9)This truss has been designed for a moving concentrated load of 250.O1b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -. -- -- Job �Trluss Truss Type - Qty Ply Greeks Building B Main Roof 150119838 V03 Valley 1 1 Job Reference o honall Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 0106:27 10 2015-Page 1 I D:FV 1 jvjbFad LaIGZBIXxJdhzm WjL-OBfWlQaVpKUgTw11 HhV9iwjgzg02AkJbEZ3ZGrzKzA. 79 8 15-7-1 -- — - -— 7-9-8 — 7-9-8 4w1 o S. 3ye^=1 3 ZZ212 13 1 4 ST2 14 9 i ISTt'.. ST1i I 5 3x4/i 15 8 16 17 7 18 19 6 20 1.5X1 II 1.5Xi II 1 5X1 II 15-7-1 15-7-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.49 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Weight:52 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15.6-7. (lb)- Max Horz 1=-141(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1 except 8=-121(LC 8),6=-120(LC 9) Max Grav All reactions 250 lb or less at joint(s)except 1=490(LC 16),5=490(LC 20),7=803(LC 26),8=942(LC 25),6=942(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-382/98,4-13=-382/98 WEBS 3-7=-436/0,2-8=-7851240,4-6=-785/240 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)1 except Qt=1b)8=121,6=120. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss - — - Qty Ply 1 Greeks ob Reference(optional) 15011983B V02 Valley Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 0106 27:16 2015 Page 1 I D:FV 1jvjbFad LaIGZB IXxJdhzm WjL-CLOnZTeGPAFpBrUAeycZyBzvl F3GaP?Ud V WtSVzKz9 9-9-8 19-71 f- -- 9-9-8 � 9-9-8 Scale=139. 4 17 16 6 i 15 10 00 12 5 3 19 14 ST2 STa i I 5 2 II i I I i 20 3/ I 2 1 Bt 82 c 3z4/i 21 12 22 11 23 10 24 9 25 8 26 SS= 3w 19-7-1 19-7-1 Plate Offsets(X,Y-- 1f 0:0-3-0,0-3q — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1. t(TL)15 BC 0.50 Vert(TL) n/a n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Weight:71 lb FT=4% BCDL 15.0 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 applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed ST3:2x4 SPF No.2 Cring truss erection,in accordance with Stabilizer Installation guide._ __ REACTIONS. All bearings 19-6-7. Max 11=-180(16) Max Uplift All uplift 100 lb or less atjoint(s)1,7,12,8 except 11=-113(LC 8),9=-113(LC 9) Max Grav All reactions 250 lb or less at joints)except 1=334(LC 18),7=335(LC 24),10=858(LC 33),11=957(LC 32),12=716(LC 31), 9=959(LC 34),8=715(LC 35) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-306/91,3-15=-367/134,5-18=-368/134,6-19=-307/38 WEBS 4-10=-486/0,3-11=-754/221,2-12=-635/169,5-9=-754/221,6-8=-635/169 NOTES- 1)Wind:ASCE 7-05;1 00m TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B,enclosed,MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Al plates are 1.5x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.O1 the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.O1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,12,8 except(jt=lb)11=113,9=113. 9)This truss is designed in accordance with the 2009 International Residential Code sections 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - - _. -- -- -- Qty Ply Greeks Building 8 Main Roof Q.1b Truss Truss Type 150119838 Vol Valley �- �- .- , 1 Job Reference o tional _ _. Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc Fri May 01 06:27:21 2015 Page 1 I D:FV ljvjbFadLaIGZBIXxJdhzm WjL-ZJggcBiOE it6HcN8QVBkfEglvGmaFeJ DmnDe8izKz9q -- - 1-1-9-8 11-9-8 4� 4 n 16 18 5 5 3 10 00 12 19 14 T 6 2 6T2 ST2 - II I 28 13///", 3�", $T1 STJ d ` yoq 21 12 22 23 11 24 10 25 9 26 27 8 28 3M Sie 23-7-1 23-7-1 Plate Offsets CX Y-- [10:0-3-0,0-3-0] - LOADING(psf) - i PLATES GRIP TCLL 40.0 SPACING 2-0-0 1 CSI. DEFL. /a (loc) Ild/a 99 (Roof Snow=40.0) Plate Grip DOL 1.15 I TC 0.62 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.49 Vert(TL) n/a n/a 999 BCDL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.00 7 n/a n/a BCDL 15.0 Code IRC2009ITP12007 (Matrix) Weight:91 lb FT=4% 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 applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS 1 Row at midpt 4-10 ST3:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection,in accordance with Stabilizer Installation guide. J REACTIONS. All bearings 23.6-7. (Ib)- Max Horz 1=218(LC 7) Max Uplift All uplift 100 Ito or less at joint(s)1,7 except 11=-109(LC 8),12=-101(LC 8),9=-109(LC 9),8=-101(LC 9) Max Grav All reactions 250 lb or less at joint(s)except 1=506(LC 18),7=505(LC 24),10=845(LC 33),11=1023(LC 32),12=879(LC 31), 9=1020(LC 34),8=880(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-266/112,2-14=306/98,3-15=-365/171,5-18=-364/171,6-19=-305/33,7-20=-265/47 WEBS 4-10=-492/0,3-11=-739/215,2-12=-709/201,5-9=-739/215,6-8=-709/201 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 BCDL=15.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7 except Qt=1b)11=109,12=101,9=109, 8=101. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -- - - - - Job Truss yp e Qty Ply Greeks Bwlding B M ain Roof 50119838 T04 COMON 15 1 Job Reference_(optional) _ Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 01 06:27:25 2015 Page 1 I D:FV 1 jvjbFadLaIGZBIXxJd hzm WjL-S43BSYIvHxNYmDgvfLGgp4rRvtObBSJohOBsHTzKz9m 1-2-8 6-8-0 12-6-0 _ 18-4-0 2 _ 5-0-0 26-2-8 6-8-0 —� 5-10-0 -~ 5-10-0 �— - 6-8-0 B 1,=1 44.1 6G 4 7 00 12 5 14 T2 T2 16 effi 13 8� 5 3 W 4 17 12 T1 T1 3 4ffi 41®i 6 2 _ — 1 B1 02 18 10 19 20 21 9 22 11 3v1= 5.10= 8 I 9_2_p 15-10-0 25-0-0 9-2-0 6-8-0 9-2-0 Plate Offsets(X,Y)-- [2:0-1-3,0-2-01,[3:0-4-0,04-8] [5:04-0,011-8],[6:0-1-3,0-2-0] [9:0-5-0 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.32 9-10 >927 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -0.66 8-9 >446 180 TCDL 15.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.02 9-10 >999 360 Weight:139 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-84 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2`Except` WEBS 1 Row at midpt — 3-11,5-8 _ W3:2x4 SPF No.2 or 2x4 SPF Stud,W1:2x8 SP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1941/0-5-8 (min.0-3-8),8=1941/0-5-8 (min.0-3-8) Max Horz 11=-162(LC 6) Max Uplift1l=-85(LC 8),8=-85(LC 9) Max Grav 11=2216(LC 13),8=2216(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-1001/136,3-12=-705/152,3-13=-2338/301,13-14=-2170/313,4-14=-2144/329,4-15=-2144/329,15-16=-2170/313,5-16=-2338/301, 5-17=-705/152,6-17=-1001/136,2-11=-1065/215,6-8=-1065/215 BOT CHORD 11-18=123/2050,10-18=-123/2050,10-19=0/1561,19-20=0/1561,20-21=0/1561,9-21=0/1561,9-22=-123/2050,8-22=-123/2050 WEBS 4-9=-93/921,5-9=-543/192,4-10=-93/921,3-10=-543/192,3-11=-2038/148,5-8=-2038/148 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,8. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -Job Truss Truss Type - - - - --Qty -- Ply- Greeks Building B Main Roof 150119838 S03GE GABLE 1 1 Job Referenceloptional) -. Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:28:28 2015 Page 1 I D:FV 1jvjbFadLaIGZBIXxJd hzm WjL-5CN?g5WQS IJbgv_Or4uStNyKrGjXS_04Aiyh_JzKZ8r -1-4-8 --- 12-0-0 - - 12-0-0 124-0-0 - -- 5-81 -_�--- _ _ - �-8 12-0-0 Scale=1'.50. 6� 8.00 12 9 39 40 4Z G 2 2 0 4� 8 11 7 41 38 12 6 42 31 43 36 5 13 44 35 T T T 14 4 T1 45 34 15 3 27 33 Sall /2B 4i6 51 Cl1 I •�, IB 3>t4 16 2 49 26 �e2_ srlp =' - ry 52 �. i I 1 i C w1 31 7-00.12 `�3 A� '47 24 S3 23 50 22 55 21 56 2 67 t9 58 18 32 41 2W II 2.II 2.II 2.II awl II 3w1 II 7-6-4 14-7-0 24-0-0 7-6-4 7-0-12 9-5-0 Plate Offsets(X Y}- [23:0-3-0,0-1-121 _ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 17 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.09 Verl(TL) -0.01 17 n/r 80 TCDL 15.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.00 18 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:171 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SPF No.2 WEBS 1 Row at midpt 9-25 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud'Except` I MiTek recommends that Stabilizers and-required cross bracing be installed ST6,ST7:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation uig de. REACTIONS. All bearings 24-M. (lb)- Max Horz32=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)26,27,29,30,24,22,21,20 except 32=-250(LC 6),28=-153(LC 43),23=-107(LC 45), 18=-187(LC 7),31=-184(LC 7),19=-175(LC 6) Max Grav All reactions 250 lb or less at joints)except 32=628(LC 52),28=276(LC 42),23=293(LC 61),18=621(LC 66),25=552(LC 59), 26=561(LC 58),27=577(LC 43),29=549(LC 55),30=567(LC 54),31=475(LC 53),24=556(LC 46),22=546(LC 62),21=558(LC 63), 20=564(LC 64),19=478(LC 65) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-38=-131/293,7-38=0/295,7-8=0/297,8-39=-140/316,9-39=0/326,9-40=0/327,10-40=-140/317, 10-11=0/295,11-41=0/292,12-41=-124/290,2-32=-593/143,16-18=-593/144 WEBS 9-25=-434/0,8-26=-445/30,6-27=-4621105,5-29=460/82,4-30=-475/87,3-31=-385/122, 10-24=-450/36,12-22=425/97,13-21=-440/86,14-20=-455/86,15-19=-380/113 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"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. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)26,27,29,30,24,22,21,20 except(jt=lb) 32=250,28=153,23=107,18=187,31=184,19=175. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)28,25,26,27,29,30,31,24. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead bads. 16)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -- -- - - - I- - -- - 150119636 S03 s - I ROOF SPECIAL - - - - Qty Ply 1 Job Refereloce(o t onalROOf Universal Forest Products 7.610 s Jan 29 2015 MITek Industries,Inc. Fri May 01 06,28,38 2015 Page 1 I D:FV 1 jvjbFad LaIGZB IXxJdhzm Wj L-p7znmWeh5MaB 1 RlxRA4oHUMwM Iy2oQOYU FN DLkzKz8d 1-4-8 7-6-4 12-0-0 14-7-0 19-1-12 24-0-0 125 �1 4 -- — 7 6-4 -- — -- 4 5-12 4.6.12 _ 1 _ 4-10 4 6� o Scale=150. 8.00 12 5 5161 T2 16 4W\1.5101 II 4 6 7 1.SK1 II 3 17 18 4 5 4v1 6 5 T1 T1 19 5x12 WWS�, 81®i W6 31®II 9 2 1 B2 n 26 21 0 b W9 W1 7 00 12 B3 -- 22 12 14 11 dx12= 4 141A 7-6-4 14-7-0 24-0-0 7-6-4 7-0-12 9-5-0 Plate Offsets(X Y)-- [2.0-5-4 0-2-01 [5:0-3-8 0-2-12] [12:0-5-8 0-4-01,[14:0-1-3 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.25 12-13 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.4512-13 >630 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.33 11 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.05 13 >999 360 Weight:167 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc puriins, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2'Except* WEBS 1 Row at mil 5-12,8-11 W3,W7,W8:2x4 SPF No.2 or 2x4 SPF Stud,W1,W9:2x6 SPF No.2 Fi recommends that Stabilizers and required cross bracing be installed duriatruss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1824/0-5-8 (min.0-3-5),11=1824/0-5-8 (min.0-3-5) Max Horz 14=179(17) Max Uplift14=-78(LC 8),11=-78(LC 9) Max Grav14=2099(LC 13),11=2099(i 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=11354/284,3-15=-4093/304,3-4=-4268/454,4-5=-4092/477,5-16=-1511/366,6-16=-1644/353,6-7=-1727/353,7-17=-1562/274, 17-18=-1592/262,8-18=-17681261,8-19=-286/118,9-19=455/96,2-14=-21261310,9-11=-8151189 BOT CHORD 14-20=235/396,13-20=-217/492,13-21=011590,12-21=0/1530,12-22=-78/1329,11-22=-78/1329 WEBS 3-13=-836/266,5-13=-241/3515,5-12=-275/209,7-12=-639/144,2-13=-64/3250,8-11=-1807/156 NOTES- 1)Wind:ASCE 7-05;100ni TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 130 1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8)Bearing at joint(s)14 considers parallel to grain value using ANSUTPI 1 angle to grain fomlula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,11. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Greeks Building B Main Roof 150119836- - —-- S03A --- - --- ROOF SPECIAL - - -- --�4-- i Job Reference o bona! Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:28:34 2015 rage 1 I D:FV 1 jvjbFad LaIGZB IXxJdhzm Wj L-wM kHwBbB 184IYgSACK?s6eBFOhbOsc3yZdP?CzzKz8 1-4-8 7-_6-4 12-0-0 14-7-0 19-1-12 23-10-0 -8 7-6 4 -. - �- 4-5 12 --�7-0 4-6-12 1 4 4-8-4— � W 8 0 1z 5 5x6 G 15 2 51a d 6 150 II 4 16 3 1] 4 S 4x4 13 T1 18 5x12 MT18HS i 3x8 II 80 i W8 8 2 1 B2 19 20 d W9 W1 7 00 12 B3 10 21 _ 9 t2 14-1-8 8 4x10= 7-6-4 14-7-0 23-10-0 7-6-4 7-0-12 9-3-0 Plate Offsets(X,Y)- 2:0-5-4,0-2-0 [5:0-4-0.0-3-121,[10:0-5-8,0-4-01 1`12:04-3,0-2-01 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.2510-11 >999 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.4510-11 >629 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.32 9 n/a n/a BCLL 0.0 Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0.05 11 >999 360 Weight:163 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2`Except' WEBS 1 Row at midpt 5-10,7-9 W3,W7,W8:2x4 SPF No.2 or 2x4 SPF Stud,W1,W9:2x6 SPF No.2 FmiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1819/0-5-8 (min.0-3-5),9=1630/0-3-8 (min.0-3-0) Max Horz 12=197(LC 7) Max Upliftl2=-77(LC 8),9=-28(LC 9) Max Gravl2=2094(LC 13),9=1905(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-4335/383,3-13=-4074/403,3-14=4249/551,4-14=-4120/551,4-5=-1074/573,5-15=-1494/360,6-15=-1710/347,6-16=-1550/268, 16-17=-1576/257,7-17=-1756/255,7-18=-262161,8-18=-393/47,2-12=-2120/344,8-9=-587/74 BOT CHORD 12-19=-257/396,11-19=-238/491,11-20=-13/1580,10-20=-31/1520,10-21=-131/1308,9-21=-131/1308 WEBS 3-11=-836/262,5-11=-362/3505,5-10=-268/198,6-10=-630!142,2-11=-146/3235,7-9=-1830/209 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)12 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,9. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - --- - - - �qb Truss Truss Type Qty Ply ks Bui lding 8 Maln Roo15011963B T03A COMMON 18 ��l Reference optional Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn Mayy 01 06:27:37 2015 Page 1 ID:FVljvjbFadLaIGZBIXxJdhzmWjL-50njzfvRTdurC3bDMsUUIcKUmj6d?ssZSG5UinzKz9 1-4-8 6-0-_0 12-0-0 18-0-0 23-10-0 j 1-4-8 6-0-0 6 0 0 --F -6-0-0 _ � 5-10-0 -- I sxs. Scar=1 ids. s 8 o0 12 14 s 48 i 13 16 4�i 4 4x6 3 6 W 4 17 12 T1 W2 W2 45 II 5�II 3 2 W1 B — 18 19 10 2D 21 22 9 23 24 11 dx10= 3xd= 5x10= 9 3x12 MT18HS= 23-10-0 8-0-0 8-0-0 7-10-0 Plate Offsets X Y-- [9:0-5-0,0-3-41 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.41 9-10 >685 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.92 Vert(TL) -0.56 9-10 >502 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 BCDL 15.0 " Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0.01 9-10 >999 360 Weight:143 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2`Except` WEBS 1 Row at midpt 3-11,6-8 W3:2x4 SPF No.2 or 2x4 SPF Stud,W1:2x6 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=2014/0-5-8 (min.0-3-9),8=1827/0-3-8 (min.0-3-5) Max Horz 11=197(LC 7) Max Upliftl1=-78(LC 8),8=-29(LC 9) Max Grav 11=2289(LC 25),8=2102(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-490/133,3-4=-2062/305,4-13=-1931/313,13-14=-1873/318,5-14=-1824/336,5-15=-1827/335,15-16=-1879/317,6-16=-2068/304, 7-17=-351/65,2-11=-843/214,7-8=-590/93 BOT CHORD 11-18=-125/1571,18-19=-125/1571,10-19=-125/1571,10-20=-13/1264,20-21=-13/1264,21-22=-1311264,9-22=-13/1264,9-23=-122/1575, 23-24=-122/1575,8-24=-122/1575 WEBS 5-9=-108/840,6-9=-3167197,5-10=-113/833,3-10=-311/201,3-11=-2114/108,6-8=-2183/176 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,8. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. 10)This truss has been designed for a moving concentrated load of 250.0115 live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �COM Type ..... —_ -..-__ _ Qty PIY — Gob Brueinldcing _. *150119636 T03 COMMON 2 1 _Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:27:41 2015 Page 1 ID:FV1jvjbFadLaIGZBIXxJdhzmWjL-_91 EoOyxWrOGhhu_biYQTSVA9KUZxgE9Nu3irYzKz9 1-4-8 6-0-0_ _ 12-0-0 18-0-0_ 24-0-0 _ 254-8 j 6-0-0 i 6-0-0 6-0-0 6-0-0 68. scale=1 50. 5 a 00 12 16 n T2 46i 6 18 48 6 !' 4.51, 4 2480 3 W 4 9 14 T1 T1 W2 12 5x6 11 3 58 11 8 2 9 W1 W1 J 20 21 12 22 23 24 11 25 26 13 4x10= 3x4= 5"10=. 10 4.10= 8-0-0 16-0-0 24-0-0 8-0-0 8-0-0 8-0-0 Plate Offsets X Y - 11:0-5-0,0-3-4 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.41 11-12 >687 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.92 Vert(TL) -0.5611-12 >502 180 TCDL 15.0 Rep Stress Inc, YES WB 0.64 Horz(TL) 0.05 10 n/a n/a BCLL 0.0 BCDL 15.0 * Code IRC2009/TP12007 (Matrix) Wind(LL) 0.0111-12 >999 360 Weight:148 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt 3-13,7-10 W3:2x4 SPF No.2 or 2x4 SPF Stud,W1:2x6 SPF No.2 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer In__st_allation uide. _ REACTIONS. (lb/size) 13=2015/0-5-8 (min.0-3-9),10=2015/0-5-8 (min.0-3-9) Max Horz 13=-179(LC 6) Max Upliftl3=-79(LC 8),10=-79(LC 9) Max Grav13=2290(LC 13),10=2290(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-505/139,3-4=-2064/311,4-15=-1965/312,15-16=-1879/325,5-16=-1828/342,5-17=-1828/342,17-18=-1879/325,6-18=-1965/312, 6-7=-2064/311,8-19=-505/139,2-13=-857/219,8-10=-857/219 BOT CHORD 13-20=-64/1574,20-21=-64/1574,12-21=-64/1574,12-22=0/1264,22-23=0/1264,23-24=0/1264,11-24=0/1264,11-25=-64/1574, 25-26=-64/1574,10-26=-64/1574 WEBS 5-11=-116/842,7-11=-320/202,5-12=-116/842,3-12=-320/202,3-13=-2100/105,7-10=-2100/105 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;P11=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,10. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - - - - - Job 1113GI uss-- - Truss Type Greeks Building B Main Roof 150119836 GABLE 1 1 Job Reference(opt,onal) -- Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 01 06:2732 2015 Page 1 ID:FV1jvjbFadLaIGZBIXxJdhzmWjL-kQ_rwxrle4GY6liFaJuJcZdkGic3Kgdgl_Oj1 ZzKz9 1 4 8 12-0-0 24-0-0 25-4-8�_4� 12-0-0 -- 12-0-0 Scale=1'.50. s� 9 1 800 12 37 38 10 6 39 36 T2 2 11 4� 40 35 41 dffi 34 12 6 13 5 42 33 14 4 32 43 T i iT T1 15 3 T1 T T 4»1 4r1 1 31 2 $Tl .y 2 't 18 $ I 171 l-, I ,CJ` Ti $T1 iw1 w i I li I , il I -Ei __ `E; I 30 45 29 46 26 47 27 46 26 49 25 50 24 51 23 52 22 53 21 54 20 55 19 56 )6 2.II 58= 2ta II 24-0-0 24-0-0 Plate Offsets X Y-- 22:0-3-0 0-3-0 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 17 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.11 Vert(TL) -0.01 17 n/r 80 TCDL 15.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.00 18 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:169 lb FT=4 BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x6 SPF No.2 WEBS 1 Row at midpt 9-24,8-25,10-23 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud'Except` MiTek recommends that Stabilizers and required cross bracing be intalled ST6,ST5,ST4:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (lb)- Max Horz30=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s)25,26,27,28,23,22,21,20 except 30=-199(LC 6),18=-184(LC 7),29=-186(LC 7), 19=-174(LC 6) Max Grav All reactions 250 lb or less atjoint(s)except 30=619(LC 50),18=619(LC 62),24=550(LC 56),25=565(LC 55),26=557(LC 54), 27=551(LC 53),28=567(LC 52),29=479(LC 51),23=565(LC 57),22=557(LC 58),21=551(LC 59),20=567(LC 60),19=479(LC 61) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-36=-125/293,8-36=0/298,8-37=-138/320,9-37=0/329,9-38=0/329,10-38=-138/320,10-39=01298, 11-39=-125/293,2-30=-590/160,16-18=-590/149 WEBS 9-24=-437/0,8-25=-453/35,7-26=-447/102,5-27=-442/83,4-28=-465187,3-29=-387/140, 10-23=-453/35,11-22=-447/102,13-21=-442/83,14-20=-465/87,15-19=-387/133 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psi on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"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. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,26,27,28,23,22,21,20 except Ot=lb) 30=199,18=184,29=186,19=174. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job T uss L—C"USMSMT ypeQty Ply Greeks Building B Main Roof 50119636 T02GE ON SUPPORTED GAB �1 1 - - Job Reference o tMiT —-- -- - -- - "- 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 0106:27 51 2015 Page 1 Universal Forest Products I D:FV ljvjbFad La1GZB IXxJdhzmWjL-h4e0vR3DAwfru DfvBokmtZvz2M4RHGodg RUECzzKz9 1-4 8 10-10-0 12-0-013-2-0 24-0-0 2548 4- —_---- 10-10-0 --- 1_P_0 1-2_p _- 10-10-0 1 4-8 S.I.=15]. 6w 10 1000 12 47 68 9 49 46 6 12 50 45 40 T 13 4* 7 14 6 W3 3 51 44 6 15 5 52 43 8 3 W3 d 16 4 Ti T 53 42 T T T1 1I 17 (�I (�. 54 61 9 30 3W 18 2 $T W, 3d 55 33 56 32 57 31 56 30 59 296028 61 27 62 266325 H 24 65 23 66 22 67 21 68 20 1.50 1 50 1.50 1 50 II 1.50 50= 1.50 1.50 1.5X1 1.50 i 50 1.SXi II 150 II 10-10-0 12-0- 13-2-0 24-0-0 10-10-0 1-2-0 1-2-0 10-10-0 Plate Offsets X Y - 6:0-2-7 Ecl e, 14:0-2-7,Ed a L2770-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.01 19 n/r 80 TCDL 15.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 ' Code IRC20091TPI2007 (Matrix) Weight:195 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS 1 Row at midpt 8-29,12-25 W2:2x4 SPF No.2 JOINTS 1 Brace at Jt(s):35,36,37,38,39 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except` MiTek recommends that Stabilizers and required cross bracing be installed ST5,ST4:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-M. (Ib)- Max Horz34=-225(LC 6) Max Uplift All uplift 100 lb or less at joint(s)29,30,31,32,25,24,23,22 except 34=-173(LC 6),20=-147(LC 7),33=-158(LC 7), 21=-143(LC 6) Max Grav All reactions 250 lb or less at joint(s)except 34=632(LC 56),20=632(LC 70),29=471(LC 61),30=553(LC 60),31=553(LC 59), 32=568(LC 58),33=477(LC 57),25=471(LC 65),24=553(LC 66),23=553(LC 67),22=568(LC 68),21=477(LC 69),28=468(LC 62), 26=468(LC 64),27=333(LC 63) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-34=601/152,7-45=-1621338,8-45=-15/343,8-46=-122/380,9-46=-69/382,9-47=-221/275, 10-47=-97/282,10-48=97/282,11-48=221/275,11-d9=-69/382,12-49=-122/380,12-50=-151343, 13-50=-162/338,18-20=-601/130 WEBS 8-29=310/53,7-30=-043/149,5-31=-447/97,4-32=-470 1103,3-33=-398/123,12-25=-310/53, 13-24=-443/149,15-23=-447/97,16-22=-470/103,17-21=-398/115,28-38=33810,36-38=-349/0, 9-36=-32410,26-39=33810,37-39=-349/0,11-37=-324/0 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.11,Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)`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. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,30,31,32,25,24,23,22 except at--lb) 34=173,20=147,33=158,21=143. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a moving concentrated load of 250.01b live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J 1 50119838 ---�T01C Roof Specal - -- - - 4ty -TlY. 1 JorbRefereoce opton'aIROOf Universal Forest Products 7.610 is Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:28:08 2015 Page 4 I D:FV 1jvjbFad LaIGZBIXxJdhzm WjL-hM9STFHt98oRQgTAhtXm397i ICkCmgD7ab6d I UzKz9 LOAD CASE(S) 31)13th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15135=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:10=-275 26=-250 30=-250 32)14th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:12=-275 26=-250 30=-250 33)15th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:13=-275 26=-250 30=-250 34)16th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=-250 38=-275 35)17th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15135=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=-250 41=-275 36)18th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43115=40,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:26=-250 30=-250 44=-275 37)19th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42133=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=-250 46=-275 38)20th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:21=-275 26=-250 30=-250 39)21st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70.15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:20=-275 26=-250 30=-250 40)22nd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,1 5-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:18=-275 26=-250 30=-250 41)23rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,4042=-70,42-43=-30, 43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:16=-275 26=-250 30=-250 42)24th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30, 43-45=-70,15-45=-30,13-14=-1 10 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:15=-275 26=-250 30=-250 d� Truss Tmss Type 150119838 TO s" Roof Speaal Qty Ply- 1 Greeks Building B Main Roof Job Reference o tional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri Mayy 01 06:28:08 2015 Page 3 I D:FV 1jvjbFad LaIGZBIXxJdhzm WjL-hM9STFHt98oRQgTAhtXm397i ICkCmgD7ab6d IUzKz9 LOAD CASE(S) Uniform Loads(plf) Vert:1-2=-54,2-5=-54,5-6=-57,6-25=-52,B-25=-54,8-10=-54,10-13=-54,21-37=-30,37-39=-70,39-40=-30,40-42=-70,4243=-30,4345=-70,15-45=-30,13-14=-175 Horz:5-6=4,6-25=-3 Concentrated Loads(lb) Vert:26=-250 30=-250 17)7th Unbal.Dead+Snow(balanced)+Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate I ncrease=1.15 Uniform Loads(plf) Vert:1-2=54,2-5=-54,5-6=-57,6-25=-52,8-25=54,8-10=-54,10-13=-54,21-37=-30,37-39=-70,3940=-30,4042=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-189 Horz:5-6=4,6-25=-3 Concentrated Loads(lb) Vert:26=-250 30=-250 18)8th Unbal.Dead+Snow(balanced)+Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate I ncrease=1.15 Uniform Loads(pig Vert:1-2=-54,2-5=-54,5-6=-57,6-25=-52,8-25=-54,8-32=-110,10-32=-189,10-13=-189,21-37=-30,37-39=-70,3940=-30,4042=-70,4243=-30,43-45=-70,15-45=-30,13-14=-54 Horz:5.6=4,6-25=-3 Concentrated Loads(lb) Vert:26=-250 30=-250 19)1st Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,4042=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:2=-275 26=-250 301250 20)2nd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,3940=-30,4042=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:22=-275 26=-250 30=-250 21)3rd Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39110=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:23=-275 26=-250 30=-250 22)4th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,B-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:25=-275 26=-250 30=-250 23)5th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pig Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=410,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43115=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 29=-275 30=-250 24)6th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=-250 35=-275 25)7th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,3940=-30,4042=-70,4243=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=-250 36=-275 26)8th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,4042=-70,4243=-30, 43-45=-70,1545=-30,13-14=-1 10 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:26=-250 30=-250 47=275 27)9th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-1 10,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30, 43-45=-70,15-45=-30,13-14=-1 10 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:14=-275 26=-250 30=250 28)10th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=70,3940=-30,40-42=-70,42-43=-30, 43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:3=-275 26=-250 30=-250 29)11th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,4042=-70,42-43=-30, 43-45=-70,15-45=30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(Ib) Vert:5=275 26=-250 30=250 30)12th Moving Load:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-2=110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30, 43-45=70,15-45=-30,13-114=110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:8=-275 26=-250 30=250 Continued on page 4 _L",,y I J ob mss Truss Type Ply Greeks Building B Main Roof 150119836 T01Roof Special . 1 Job Reference(optional) -�- -- --- - _ 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:28:08 2015 Pagge 2 Universal Forest Products ID:FV1jvjbFadLaIGZBIXxJdhzmWjL-hM9STFHt98oRQgTAhtXm397ilCkCmgD7ab6dlUzl<z9 LOAD CASE(S) 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-106,8-25=-110,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,43-45=-70,15-45=-30,13-14=-110 Horz:5-6=8,6-25=-5 Concentrated Loads(lb) Vert:26=-250 30=250 2)Dead+Snow(Unbal.Left)+Uninhab.Attic Storage:Lumber Increase=11 5,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-110,2-24=-110,5-24=-155,5-6=-164,6-25=-150,8-25=-155,8-10=-54,10-13=-54,21-37=-30,37-39=-70,39-40=-30,4042=-70,42-43=-30,43.45=-70,15-45=-30,13-14=-54 Horz:5.6=11,6-25=-7 Concentrated Loads(lb) Vert:26=-250 30=-250 3)Dead+Snow(Unbal.Right)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=54,2-5=-54,5-6=-57,6-25=-52,8-25=-54,8-10=-154,10-34=-154,13-34=-110,21-37=-30,37-39=-70,39-40=-30,4042=-70,42-43=-30,43-45=70,15-45=-30,13-14=-110 Horz:5-6=4,6-25=-3 Concentrated Loads(Ib) Vert:26=-250 30=-250 4)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-30,2-5=-30,5-6=-32,6-25=-29,8-25=-30,8-10=-30,10-13=-30,15-21=-50,13-14=-30 Horz:5-6=2,6-25=-1 Concentrated Loads(lb) Vert:26=-250 30=-250 5)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=45,2-5=26,5-6=25,6-25=26,8-25=26,8-10=26,10-13=26,15-21=-10,13-14=29 Horz:1-2=-55,2-5=-36,5-6=-35,6-25=-36,8-25=-36,B-10=36,10-13=36 Concentrated Loads(lb) Vert:26=-250 30=-250 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=7,2-5=-11,5-6=-12,6-25=-11,8-25=11,8-10=12,10-13=12,15-21=-10,13-14=10 Horz:1-2=-17,2-5=1,5-6=2,6-25=1,8-25=1,8-10=22,10-13=22 Concentrated Loads(lb) Vert:26=-250 30=-250 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(ptf) Vert:1-2=5,2-5=12,5-6=11,6-25=12,8-25=12,8-10=-11,10-13=-11,15-21=-10,13-14=21 Horz:1-2=-15,2-5=-22,5-6=-21,6-25=-22,8-25=-22,8-10=-1,10-13=-1 Concentrated Loads(lb) Vert:26=-250 30=-250 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=32,2-5=17,5-6=16,6-25=17,8-25=17,8-10=7,10-13=7,15-21=-10,13-14=7 Horz:1-2=-42,2-5=-27,5-6=-26,6-25=-27,8-25=27,B-10=17,10-13=17 Concentrated Loads(Ib) Vert:26=-250 30=-250 9)Dead+0.6 MWFRS Wind(Pos.internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=1,2-5=7,5-6=6,6-25=7,8-25=7,8-10=17,10-13=17,15-21=-10,13-14=17 Horz:1-2=-11,2-5=-17,5-6=-16,6-25=-17,8-25=-17,8-10=27,10-13=27 Concentrated Loads(lb) Vert:26=-250 30=-250 10)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=32,2-5=17,5-6=16,6-25=17,8-25=17,8-10=7,10-13=7,15-21=-10,13-14=7 Horz:1-2=-42,2-5=-27,5-6=-26,6-25=-27,8-25=-27,8-10=17,10-13=17 Concentrated Loads(lb) Vert:26=-250 30=-250 11)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=1,2-5=7,5-6=6,6-25=7,8-25=7,8-10=17,10-13=17,15-21=-10,13-14=17 Horz:1-2=-11,2-5=-17,5-6=-16,6-25=-17,8-25--17,8-10=27,10-13=27 Concentrated Loads(lb) Vert:26=-250 30=-250 12)Dead+Snow on Overhangs:Lumber Increase=11 5,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-190,2-5=-30,5-6=32,6-25=-29,8-25=-30,8-10=-30,10-13=-30,15-21=-30,13-14=-30 Horz:5-6=2,6-25=-1 Concentrated Loads(Ib) Vert:26=-250 30=-250 13)3rd Dead+Snow(Unbal.Left)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=54,2-5=-54,5-6=-57,6-25=-52,8-25=-54,8-10=-110,10-13=-110,21-37=-30,37-39=-70,39-40=-30,40-42=-70,42-43=-30,4 3115=-70, 15-45=30,13-114=-54 Horz:5-6=4,6-25=-3 Concentrated Loads(lb) Vert:26=-250 30=-250 14)4th Dead+Snow(Unbal.Left)+Uninhab.Atfic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) Vert:1-2=-110,2-5=-110,5-6=-116,6-25=-168,8-25=-173,8-10=-54,10-13=-54,21-37=-30,37-39=-70,39-40=-30,40-42=-70,4243=-30, 43-45=-70,15-45=-30,13-14=-54 Horz:5-6=8,6-25=-8 Concentrated Loads(lb) Vert:26=-250 30=-250 15)5th Dead+Snow(Unbal.Right)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-54,2-5=-54,5-6=-57,6-25=-52,8-25=-54,8-33=-172,10-33=-110,10-13=-110,21-37=-30,37-39=-70,39110=-30,40-42=-70,42-43=-30, 43-45=-70,15-45=-30,13-14=-54 Horz:5-6=4,6-25=-3 Concentrated Loads(lb) Vert:26=-250 30=250 16)6th Dead+Snow(Unbal.Right)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 3 Jp-b Truss T uss Type Qty Ply Greeks Building B Main Roof 150119636 T01C Roof Special �� _____ Job Reference o tional_ Universal Forest Products - 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 01 06:28:08 2015 Pagge 1 I D:FV 1jvibFadLaIGZBIXxJdhzm WjL-hM9STFHt98oRQgTAhtXm397i ICkCmgD7ab6dlUzKz9 27-9-11 1-4 54-13 8-4-12 10-6-2 16-6-0 22-5-14 24-9-12 27-7-3 33-1-8 4-10- F14-8 54-13 +2---11-15 2 1 " 5-11-14 �- 5-11-14 - 3-14 + 2_ 0_ 5-3-13 1 s o� HNH18 Scab=1'72. Cupola loading approximated 6 for pricing purpose only Loads to be provided by G.C.prior to order. 30 25 �4 31 BEH18D 1x6 9 5x6/i 6 136,011 1000 12 5 3.- 10 T3 24 34 T6 23 35 4x6 4x6/i 11 46// 4 5xfi�� 3 W5 W5 12 d 22 W3 36 8w- 10x12 2 t3 1 B1 � 'I 21 3] 38 39 20 40 19 41 42 16 43 4417 45 i6 46 4x10= 3x6= $112 MT18H5= 9�= 7x14 MT20HS W6= 4#_ 5 10-6-2 11-8- 1 22-5-14 j24-9-12T 33-1-8 X4-10$ 10-6-2 2- 10-9-4 2-3-14 8-3-12 1-9-0 Plate Offsets X,Y)-- (2:0-1-11,0-2-0],[6:0-0-11,0-1-21,I8:0-2-5,0-2-12],(9:0-3-0 Etlge] (13:0-4-12 Edqel (14:Ed a 0-7-12] [21 Edge 0-2-01 TCLL (PS40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow--40.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.42 18-20 >972 240 MT20 197/144 TCDL 15.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.6718-20 >615 180 MT20HS 1481108 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.10 15 n/a n/a MT18HS 1971144 BCDL 15.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0416-18 >999 360 111 256 lb 14PI384% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except` TOP CHORD Structural wood sheathing directly applied or 3-54 oc puriins, except end verticals, T7,T4:2x6 SPF 210OF 1.8E and 2-0-0 oc purlins(6-0-0 max.):5-10,13-14. Except: BOT CHORD 2x6 SPF 2100F 1.8E 1 Row at midpt 7-10 WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W10,WT 2x6 SPF No.2,W1:2x8 SP No.1,W2,W6:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 7-20,7-18,12-18,3-21 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s):14,7 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=3084/0-5-8 (min.0-5-4),15=2854/(0-4-0+bearing block) (req.0-5-3) Max Horz 21=330(LC 7) Max Grav21=3359(LC 38),15=3306(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-1243/95,3-22=-952/113,34=-348818,4-23=-3303/22,23-24=-3264/23,5-24=-3112/39, 5-6=-1171/0,6-25=-94110,25.26=-909/0,8-26=752/0,5-27=-2076/268,27-28=-2076/268, 7-28=-2076/268,7-29=-2388/270,10-29=-2388/270,8-30=-760/0,30-31=-916/0,9-31=-947/0, 9-32=-1041/0,32-33=-1066/0,10-33=-117310,10-34=-3447/47,34-35---3472132,11-35---3638/30, 11-12=-3929/16,12-36=-5761(79,13-36=-6016/59,14-15=-664/0,2-21=-1274/187,13-47=55419, 14-47=-554/9 BOT CHORD 21-37=0/2541,37-38=0/2541,38-39=0/2541,20-39=0/2541,20-40=0/2667,19-40=0/2667,19-41=0/2667, 41-42=0/2667,18-42=0/2667,1843=0/3556,4344=0/3556,17-44=0/3556,1745=0/3556,16-45=0/3556, 1646=-15/4811,1546=-15/4811 WEBS 5-20=36/938,7-20=-632/100,7-18=-125/623,10-18=-4811104,12-18=-1102/246,3-21=-2913/0, 13-16=-1209/146,13-15=-5000/6,12-16=-39/1655 NOTES- 1)2x6 SPF No.2 bearing block 12"long at jt.15 attached to front face with 3 rows of 1 Od(0.131"x3")nails spaced 3"o.c.12 Total fasteners.User Defined Bearing crushing capacity=425psi. 2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 3)C-C wind load user defined. 4)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)Attach MiTek HNH18(Half and Half Plate)on each face of truss with USP NA11 nails(0.131"x 1.5")in pre-punched holes provided.All nail holes must be filled(5 Nails per side 10 nails total). 9) See BEH18 DETAILS for plate placement. 10)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.0psf. 13)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 15)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41, 42 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 16)This truss has been designed for a moving concentrated load of 250.01b live and 25.016 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 17)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. () rprepresentation does not depict the size or the orientation of the pudin along the top and/or bottom chord. _ _ J� Truss - T Type Ply Greeks Building B Main o0 15011983B T01A SPECIAL 8 1 __ ____ _ _ Job Reference o tional _ _ Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 0106:28:14 2015 Page 1 I D:FV 1jvjbFad La1GZB IXxJdhzm WjL-W V WjkJ Lel_Zb8lwK18eAIQMmKd puAY2OyWZyW7zKz9. 27-9-11 1-4- 54-13 8-4-12 10-6-2 16-6-0 22-5-14 24-9-12 27-7-3 _33-1-8 54-10 1 5 4-13 -2-11-115—~-1 6�- 5-11-14 2-3-14 2-9-7 0- -8 5-3-13 1-9-0 Swk=172. HNH18 8 26 4 29 BEH18D MH180 9 30 6 31 5,19 5�4 10.00 12 5 3wi= 10 25 T6 32 33 4�Q 24 11 4�/i 41 /1 4 4W 3 W5 W5 12 d 1 34 23 W3 T 10,14 MT20HS', 45/i 13 4w1 2 1 1 -- 20 31 - 11 31 82 35 36 37 36 9 39 40 18 4t 4211 43 16 15 21 5x12 MT18HS= 8�_ 7,14 MT20HS NS= 89= 4,10= 3x8= 10-6-2 11-8-11 22-5-14 24-9-12, 33-1-8 34-10$ 10-6-2 2- 10-9 4 2-3-14 8-3-12 1-9-0 Plate Offsets X,Y - 6:0 0-11 ,0-1-2 8:0-2-5 0-2-12 9:8-3-14 21-10-15, 13:0-2-8,0 4 4, 21:0-3-8 0-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.4318-20 >966 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.6518-20 >633 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.08 15 n/a n/a MT18HS 197/144 BCLL 0.0 ' Code IRC2009TTP12007 (Matrix-M) Wind(LL) 0.0416-18 >999 360 101&Wt:2561b 14Af364% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, T7:2x4 SPF No.2 and 2-0-0 oc purlins(6-0-0 max.):5-10,13-14. Except: BOT CHORD 2x6 SPF 2100F 1.8E 1 Row at midpt 7-10 WEBS 2x4 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W10,W7:2x6 SPF No.2,W1:2x8 SP No.1,W2,W6:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 7-20,7-18,12-18.3-21 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s):14,7 MiTuriek recommends that Stabilizers and required cross bracing be installed dn truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=2836/0-5-8 (min.0-4-14),15=2616/(0-4-0+bearing block) (req.0-4-13) Max Horz 21=332(LC 7) Max Uplift2l=-89(LC 8),15=-44(LC 9) Max Grav 21=31 11(LC 19),15=3067(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-1152/150,3-23=-870/178,3-4=-3127/365,4-24=-2937/377,24-25=-2903/378,5-25=-27511396, 5-6=-873175,6-26=-650/82,8-26=-610/97,5-27=-1955/416,7-27=-1955/416,7-28=-2255/444, 10-28=-2255/444,8-29=-608/109,9-29=-674/94,9-30=-787189,30-31=-814/87,10-31=-890/84, 10-32=-3056/428,32-33=-3084/422,11-33=-3247/408,11-12=-3534/397,12-34=-5103/469, 13-34=-5356/450,15-22=-479/10,14-22=479/10,2-21=-1224/246,13-45=-309/32,14-45=-309132 BOT CHORD 21-35=-179/2296,35-36=-179/2296,36-37=17912296,20-37=-179/2296,20-38=-8012376, 19-38=-80/2376,19-39=-80/2376,39-40=-80/2376,18-40=-80/2376,18-41=-249/3243,41-42=-249/3243, 17-42=249/3243,17-03=-249/3243,16-43=-249/3243,16-04=-325/4237,15-44=-325/4237 WEBS 5-20=-27/973,7-20=-616/142,7-18=-129/619,10-18=-33/1086,12-18=-1082/224,3-21=-2648/202, 13-15=-4745/353,13-16=-992/184,12-16=-51/1431 NOTES- 1)2x6 SPF No.2 bearing block 12"long at jt.15 attached to front face with 3 rows of 1 Od(0.131'x3")nails spaced 3"o.c.12 Total fasteners.User Defined Bearing crushing capacity=425psi. 2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 3)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)Attach MiTek HNH18(Half and Half Plate)on each face of truss with USP NA11 nails(0.131"x 1.5")in pre-punched holes provided.All nail holes must be filled(5 Nails per side 10 nails total). 8) See BEH18 DETAILS for plate placement. 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.0psf. 12)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,15. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15)This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 16)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 17)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard fJob Truss Truss Type Qty Ply Greeks Building B Main Roof e` 15011983B Tot COMMON 11 1 - Job Reference(optional) _— — .._ Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May 0106,28 21 2015 Page 1 I D:FV 1jvjbFadLaIGZBIXxJdhzm WjL-psSMCiR158RbUgygx6Gp5u9vtSAwJkD2Z6 IpEDzKz8u 1-4- 5-4-13 8-4-12 10-6-2 16-6-0 22-5-14 24-7-4 27-7-3 33-0-0 $4-4-$ 1-8�5 4-13 —2-11-15-6 5-11-14 5-11-14 2-1-6 2-11-15 5-4-13 1 Scale=1:71. HNH18 8 22 4 BEH18D BEH18D 9 54// 6 3x4- 0 5 -- 35 21 T6 36 20 46/i 4x6 11 11 4z6/i 4 4x6 W5 W5 12 10.00 12 d 37 19 T1 1 3 6S II 6x6 II 13 2 0 14 1 61 I _ -_- - yy 62 61 d 25 26 27 ._ - -- 17 --28 29 35 16 31 32 33 15 18 3.12= 6x12= 5.12 MT18HS= Sz12 MT18HS= 10-6-2 _ 21-10-13 22r5 T14 33-0-0 10-6-2 01-7-1 10-9-11 0-1 -1 10-6-2 Plate Offsets X Y-- 12:0-3-0,0-2-121,16:0-0-11,0-1-21,L8:0-2-50-2-121,[9:8-3-14,21-10-151,[13:6-3-0 0-2-121,[16:0-6-0,0-4-81,1'17:0-6-0 0-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.4616-17 >857 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.6916-17 >564 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 15 n/a n/a M1118 141/138 BCLL 0.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.0216-17 >999 360 Weight:245 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt 7-17,7-16,3-18,12-15 W1:2x6 SPF No.2,W2:2x4 SPF No.2 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s):7 MiTek rwornmends that Stabilizers and required cross bracing be installed dude truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=2669/0-5-8 (min.0-4-10),18=2669/0-5-8 (min.04-10) Max Horz 18=31 O(LC 7) Max Upliftl5=-81(LC 9),18=-81(LC 8) Max Grav15=2944(LC 20),18=2944(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-1104/171,3-19=-846/187,3-4=-2960/349,4-20=-2771/361,20-21=-2733/362,5-21=-2581/380, 5-6=-873175,6-22=-650/82,8-22=-610/97,5-23=-1810/403,7-23=-1810/403,7-24=-1825/410, 10-24=-1825/410,2-18=-1171/240,13-15=-11881248,8-34=-608/109,9-34=-674/94,9-10=-892183, 10-35=-2578/378,35-36=-2603/373,11-36=-2777/358,11-12=-2957/347,12-37=-857/195, 13-37=1122/179 BOT CHORD 18-25=-145/2204,25-26=-145/2204,26-27=145/2204,17-27=-145/2204,17-28=0/2122,28-29=0/2122, 29-30=0/2122,16-30=0/2122,16-31=-10612197,31-32=-106/2197,32-33=-106/2197,15-33=-106/2197 WEBS 3-17=-261/175,5-17=-18r792,7-17=-288/247,7-16=-247/260,10-16=0/746,3-18=-2514/176, 12-15=-2491/165 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)Attach MiTek HNH18(Half and Half Plate)on each face of truss with USP NA11 nails(0.131"x 1.5")in pre-punched holes provided.All nail holes must be filled(5 Nails per side 10 nails total). 7) See BEH18 DETAILS for plate placement. 8)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,18. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard fob Truss Truss Type Qty Ply Greeks Building B Main Roof 150119836 TO1GE GABLE 2 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Fn May 0106,28:02 2015 Page 2 I D:FV ljvjbFadLaIGZBIXxJdhzmWjL-sCoADCC6a 121 iv?OKcRMputmUorl MD9FCffJ4gzKz9 NOTES- 19)This truss has been designed for a moving concentrated load of 250.OIb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 20)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 21)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job - Tmss -Truss Type - -- �� Qty Ply Greeks Building B Main Roof 15011983B T01GE GABLE 2 1 Job Reference(optional) _ Univers 7.610 s Jan 29 2015 MiTek Industries,Inc. Fri May Ot 06 al Forest :28:01 2015-Page 1 I D:FV ljvjbFadLaIGZBIXxJdhzm WjL-O?Eo?sBU p?wR510q mvv7HgKbIOW 3dmv5z?vmYOzKz9 1-4- 10-6-2 16-6-0 22-5-14 1 33-0-0 34-4-0 4- 10-6-2 5-11 14- 5-11-14 10-6-2 1-4- HNH16 S-W=1:74. 12 I � ]3 49 ]4 Infill required under hinge pg1Mgn. 46 4 75 WH16o _ 4] 15 9 6 10 11 13 14 16 17 18 e46 T3 ]1 T ]B i am q 45 6�o 5 z6 79 44 �1 e� 21 10.00 12 4 �.. T� 43 i 1 4T6l1 STB I $T4 22 3;T1. 313 BTb j 61 1z4 I. 42. ST y 3M S II \,tll 23 2.W1 STh III 24 L ' X 41 57 40 56 39 59 36 60 37 61 36 62 35 63 34 64 33 65 32 66 3 1 6 7 30 66 29 69 26 70 27 ]1 26 72 25 3rA II 6x9 33-0-0 33-0-0 Plate Offsets(X,Y)-- 15:0-4-0,0-4-81,[9:0-0-11,0-1-2],[12:0-2-5,0-2-12 15:8-3-14,21 10 15] [200-4-0 011-8] [300-4-0 0-4-8] [360.4-0 0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.01 24 n/r 180 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 24 n/r 80 MI118 141/138 TCDL 15.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 25 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:289 lb FT=4% BCDL 15.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SPF No.2 WEBS 1 Row at midpt 13-33,10-35,7-36,14-32,16-31,18-30 OTHERS 2x4 SPF No.2`Except' JOINTS 1 Brace at Jt(s):13,11,14 ST3,ST2,ST1:2x4 SPF No.2 or 2x4 SPF Stud FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 33-". (Ib)- Max Horz41=310(LC 7) Max Uplift All uplift 100 lb or less atjoint(s)34,35,36,37,38,39,32,31,30,28,27 except 41=-230(LC 6),25=-165(LC 7), 40=200(LC 7),26=-163(LC 6) Max Grav All reactions 250 lb or less atjoint(s)except 41=750(LC 68),25=750(LC 84),33=319(LC 76),34=306(LC 75),35=525(LC 74), 36=907(LC 73),37=542(LC 72),38=534(LC 71),39=565(LC 70),40=470(LC 69),32=300(LC 77),31=605(LC 78),30=940(LC 79), 29=469(LC 80),28=540(LC 81),27=565(LC 82),26=470(LC 83) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 242=-329/244,3-42=-260/257,3-43=-259/196,4144=-266/209,5.45=-256/252,6-45=-115/258, 6-46=-230/301,7-46=-671306,7-8=4851293,8-9=-872/75,9-47=-723/76,4748=-653/82, 48-49=-611/86,49-50=-583/89,12-50=-513/97,8-51=0/380,10-51=0/380,10-52=0/380,11-52=0/380, 11-53=0/380,13-53=0/380,13-54=0/380.14_54=0/380,14-55=0/380,16-55=01380,16-56=0/380, 17-56=0/380,2-41=685/192,23-25=686/140,12-73=-5391109,73-74=-609/100,74-75=-610/100, 15-75=-675/94,115-76=825/86,117-76=892/83,17-18=-5131284,18-77=-46/287,19-77=-188/282, 19-78=-119/260,20.78=260/254,21-79=-267/168,22-80=259/140,23-81=-329/177 WEBS 10-35=-324/34,7-36=-786/51,6-37=-436/52,5-38=-423/110,4-39=451/91,3-40=1119/141, 16-31=-482/69,18-30=-819/24,19-29=364/20,20-28=-429/113,21-27=1452/92,22-26=-419/122 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water pending. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Attach MiTek HNH18(Half and Half Plate)on each face of truss with USP NA11 nails(0.131"x 1.5")in pre-punched holes provided.All nail holes must be filled(5 Nails per side 10 nails total). 10) See BEH18 DETAILS for plate placement. 11)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 12)Gable requires continuous bottom chord bearing. 13)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 14)Gable studs spaced at 2-0-0 oc. 15)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 16)'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. 17)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)34,35,36,37,38,39,32,31,30,28,27 except(it=lb)41=230,25=165,40=200,26=163. 18)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 15011983B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ® ORDERED BY Andy Clogston INVOICE# UFP Belchertown, LLC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clo ston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Greeks Building B Main Roof LOT# SUBDIV: 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Multi Family Hatfield,MA 01038 DELIVERY INSTRUCTIONS: (413)247-8314 Village Hill-Wright Builders SPECIAL INSTRUCTIONS: `Based on Permit Set dated 04-28-15. Northampton, MA BY DATE IILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE BT1 05/01/15 -of Trusses END CUT RETURN LAYOUT PLUMB No I GABLE STUDS 124 IN.OC JOBSITE 1 JOBSITE 1 CUTTING jBT1 05/01/15 ?OOF TRUSSES LOADING TCU-TCDL-BCLL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 40.0,15.0,0.0,15.0 1.15 PROFILE OTY PITCH TYPE BASE O/A LUMBERI OVERHANG I CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE VALLEY 1 7.00 0.00 V09 10-05-11 10-05-11 2 X 4 2 X4 VALLEY 17.00 0.00 V10 05.10-14 05-10-14 2 X 4 2 X 4 ROOF SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: _ TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 15011983B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy Clogston INVOICE# UFP Belchertown, LLC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT And Clo ston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K.Miles-Hatfield JOB NAME:Greeks Building B Main Roof LOT# SUBDIV: 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Multi Family Hatfield,MA 01038 DELIVERY INSTRUCTIONS: (413)247-8314 Village Hill-Wright Builders SPECIAL INSTRUCTIONS: *Based on Permit Set dated 04-28-15. Northampton,MA BY DATE IILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE BT1 05/01/15 ,of Trusses END CUT RETURN LAYOUT PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 11 CUTTING I BT1 05/01/15 ?OOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 40.0,15.0,0.0,15.0 1.15 PROFILE OTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB PRICE PRICE PLY ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT ROOF 2 8.00 7.00 S03 24-00-00 24-00-00 2 X 6 2 X 6 01-04-08 01-04-08 ROOF 4 8.00 7.00 S03A 24-00-00 23-10-00 2 X 6 2 X 6 01-04-08 00-02-00 GABLE 1 8.00 7.00 S03GE 24-00-00 24-00-00 2X 6 2X-6 01-04-08 01-04-08 COMMON 11 10.00 0.00 T01 33-00-00 33-00-00 2 X 6 2 X 6 01-04-08 01-04-08 p ROOF 10.00 0.00 T01A 34-10-08 34-10-08 2 X 6 2 X 6 01-04-08 ROOF 4 10.0.0 0.00 T01C 34-10-0834-10-08 2 X 6 2 X 6 01-04-08 ® GABLE 2 10.00 0.00 T01GE 33-00-00 33-00-00_2X6 2 X 6 01-04-08 01-04-08 COMMON 1 10.00 0.00 T02GE 24-00-00 24-00-00 2 X 6 2 X 4 01-04-0801-04-08 COMMON 2 8.00 0.00 T03 24.00-00 24-00-00 2 X 6 2 X 4 01-04-08 01-04-08 COMMON 8 8.00 0.00 T03A 24-00-00 23-10-00 2 X 6 2 X-4 01-04-08 00-02-00 GABLE 1 8.00 0.00 T03GE 24-00-00 24-00-00 2 X 6 2 X 4 01-04-08 01-04-08 COMMON 15 7.00 0.00 T04 25-00-00 25-00-00 2 X 6 2 X 4 01-02-08 01-02-08 VALLEY 1 10.00 0.00 vol 23-06-07 23-06-07 2 X 4 2 X 4 VALLEY 1-10.00---0.00 V02 19-06-07 19-06-07 2X 4 2 X 4 VALLEY 1 10.00 0.00 V03 15-06-07 15-06-07 2 X 4 2 X 4 VALLEY 1 10.00 0.00 VO4 11-06-07 11-06-07 2 X 4 2 X 4 VALLEY 1 10.00 0.00 V05 07-06-0707-06-07 2X-42X-4 VALLEY 1 10.00 0.00 V06 03.06-07 03-06-07 2 X 4 2 X 4 VALLEY 1 7.00 0.00 V07 19-07.07 19-07-07 2 X 4 2 X 4 VALLEY 1 7.00 0.00 V08 15-00-0915-00-09 2 X 4 2 X 4 Job Truss Truss Type Qty Ply =Reference rages Roof 15011983BRG T01GE GABLE 4 _ al) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Apr 08 12:39:08 2015 Page 1 ID:1 KRAGoM5zA9GwzM7_nDHF 1 zT8uj-CDC IAxxJcsah6r11 hg8xcOgU6bVSL4PggZfPjFzSnzH 1.2-1 12-0-0 24-0-0 25-2-81 1-2-8 12-0-0 12-0-0 1-2-8 scale=1:42. 4x4 B 32 9 34 31 1D 6 7.DD 12 11 5 36 29 T1 T1 12 4 T T 37 26 13 3 27 14 m 2 dd Bi � 15 1 yq= 39 26 40 25 41 24 42 23 43 22 44 21 45 20 46 19 47 18 46 17 49 16 W 5x6= 24-0-0 24-0-0 Plate Offsets X Y-- 119:0-3-0.0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 15 n/r 180 MT20 197/144 (Roof Snow-10.0) Lumber DOL 1.15 BC 0.11 Vert(TL) -0.01 15 n/r 80 TCDL 15.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 14 n/a n/a BCLL 0.0` Code IRC2009/TP12007 (Matrix) Weight:108 lb FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (lb)- Max Horz 2=161(LC 7) Max Uplift All uplift 100 lb or less at joint(s)2,14,22,23,24,25,26,20,19,18,17,16 Max Grav Al reactions 250 lb or less at joint(s)except 2=581(LC 25),14=581(LC 37),21=480(LC 55),22=545(LC 54),23=534(LC 53), 24=533(LC 52),25=542(LC 51),26=505(LC 50),20=545(LC 56),19=534(LC 57),18=533(LC 58),17=542(LC 59),16=505(LC 60) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 8-21=-376/0,7-22=485!70,6-23=-476/80,5-24=-480/75,4-25=-490/80,3-26=-469/63,9-20=485/70,10-19=-476!80,11-18=-480!75, 12-17=-490/80,13-16=-469/63 NOTES- 1)Wind:ASCE 7-05;1OOmph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone;canti lever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,14,22,23,24,25,26,20,19,18,17,16. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,concurrent with live and dead loads. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _ --- Ile I I ■III I�� A 111 , Job Truss Truss Type city Ply Greeks Building B Garages Roof 15011983BRG T01 COMMON 20 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Apr 08 12:38:58 2015 Page 1 I D A KRAGoM5zA9GwzM7_nDHF1 zT8uj-VlbW4Wp1 znJ6wJG66jybCvPaUZuB?b5MN?EtMrzSnz 1-2-8 6-2-10 12-0-0 17-9-6 24-0-0 25-2-8, 1-2-8 6-2-10 5-9-6 5-9-6 6-2-10 1-2-8 Scale=162. 6v6 4 19 10 20 7,00 12 1.SK1\\ t7 5 3 T1 Ti 21 16 1 6 2 B � 7 1 22 9 23 24 25 B 26 4.4— 6x8= 5x8= 8-0-0 16-0-0 24-0-0 8-0-0 8-0-0 — 8-0-0 - Plate Offsets X Y-- 2:0-0-14 Ed eeU4:0 3-11 0-3-01.[6:0-0-14 Edge) [8:0-4-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.48 8-9 >602 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.65 8-9 >440 180 TCDL 15.0 Rep Stress Ina YES WB 0.31 Horz(TL) 0.07 6 n/a n/a BCLL 0.0* Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.02 8-9 >999 360 Weight:89 lb FT=4% BCDL 10.0 - LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x4 SPF No.2 or 2x4 SPF Stud during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1763/0-3-8 (min.0-3-3),6=1763/0-3-8 (min.0-3-3) Max Horz 2=160(LC 7) Max Uplift2=-79(LC 8),6=-79(LC 9) Max Grav2=2038(LC 26),6=2038(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-2962/300,3-16=-2804/315,3-17=-2666/330,17-18=2503/341,4-18=2464/356,4-19=-2464/356,19-20=2503/341,5-20=-2666/330, 5-21=-28041315,6-21-2962/300 BOT CHORD 2-22=-154/3044,9-22=-154/2426,9-23=-3/1620,23-24=-311620,24-25=3/1620,8-25=3/1620,8-26=-154/2426,6-26=-154/3044 WEBS 4-8=-119/1189,5-8=-817/204,4-9=-119/1189.3-9=-817/204 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 lb uplift at joint 2 and 79 lb uplift at joint 6. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel paints along the Top Chord and Bottom Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard DATE04/08/15 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 15011983BR DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy Clo ston INVOICE# UFP Belchertown, LLC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clo ston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K.Miles-Hatfield JOB NAME:Greeks Building B Garages Roof LOT# SUBDIV: S L 24 West St MODEL:Village Hill-Wright TAG: JOB CATEGORY: Multi Family T Hatfield,MA 01038 DELIVERY INSTRUCTIONS: o (413)247-8314 H Greeks Building B Garages I SPECIAL INSTRUCTIONS: P Village Hill Road 'Price for two garages(note that only one shown on plan). T Northampton, MA BY DATE BUILDING DEPARTMENT1 OVERHANG INFOI HEEL HEIGHT 00-04-03 1 REQ.LAYOUTS REQ.ENGINEERING I QUOTE I BT1 04/08/15 Roof Trusses END CUT RETURN LAYOUT / / PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 CUTTING BT1 04/08/15 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 40.0,15.0,0.0,10.0 1.15 PROFILE OTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE COMMON 20 7.00 0.00 T01 24-00-00 24-00-00 2 X 4 2 X 4 01-02-08 01-02-08 GABLE 4 7.00 0.00 T01 G E 24-00-00 24-00-00 2 X 4 2 X 4 01-02-08 01-02-08 ROOF SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL UFP Belchertowwn,LLC Job ID: 15011983BF Status: Design Passed UFP New Windsor,LLC Village Hill:Upper Ridge Bldg B UFP Berlin,LLC Label: B1-2 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:5 of 5 UFP New York,LLC Member:3- 1-3/4x16 LP-LVL 290OFb-2.OE Date:04/28/2015 14:04:14 1 2 23'1" 112" Ilk 24'0" Graphical Illustration- Not To Scale LQ � Ould,209an Summec: Cluiolc C>ef1+E coon Sulrnm�lrrr: Roof Live Load-40 Building Code-IRC 2009 Live Load Deflection 0-06 @ 12-00-00 U360 Roof Dead Load-30 Design Methodology-ASD Total Load Deflection 0-14@12-00-00 0240 Floor Live Load-40 Critical Moment(Pos) Passed-59 Floor Dead Load-20 Critical Shear Passed-26 Unbraced Length(Top/Bottom)-24-00-00/23-01-00 BOatinns Maximum Analysis Reactions Support am E-Dd Dead Floor Live Hoof Live Snow 1 0-00 5-08 3059.00 lb - - 2308.00 lb 2 23-06-08 24-00-00 3059.00 lb - - 2308.00 lb Em Maximum Load Magnitudes Type Sl�rt End Dead Floor Live Roof Live Snow Self Weight 0-00 24-00-00 24.00 lb/fit - - - Uniform 5-08 23-06-08 240.00lb/ft - - 200.00lb/ft EX�Lll�ll��ri�1'� Design Control Result LUE Load Combination Critical Moment(Pos) 31353.55 lb ft @ 12-00-00 52788.40 lb ft Passed-59% 1.15 D+S Critical Shear 4737.27 lb @ 22-02-08 18354.00 lb Passed-26% 1.15 D+S Live Load Deflection 0-06 @ 12-00-00 U360 Passed-L/719 - S Total Load Deflection 0-14 @ 12-00-00 0240 Passed-L/309 - D+S Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. �#Y'C9��'7,R; B!"llirlLilS=��Llt _ "The dead loads used in the design of this member were applied to the structure as sloped dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown.These results should be reviewed by a qualified desiqn professional. UFP Belchertown,LLC Job ID: 15011983BF Status: Design Passed UFP New Windsor,LLC Village Hill:Upper Ridge Bldg B UFP Berlin,LLC Label: B3-2 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:4 of 5 UFP New York,LLC Member:3-1-3/4x7-1/4 LP-LSL 1.75E Date:04/28/2015 14:04:14 2 /2„ Graphical Illustration- Not To Scale LQgc IW(00; OWCk,DOWD yU111IXIM" Q4l�,Defle�tlon 3ummlaty: Roof Live Load-40 Building Code-IRC 2009 Live Load Deflection 0-03 @ 4-07-07 U360 Roof Dead Load-30 Design Methodology-ASD Total Load Deflection 0-05 @ 4-07-07 U240 Floor Live Load-40 Critical Moment(Pos) Passed-65 Floor Dead Load-20 Critical Shear Passed-27 Unbraced Length(Top/Bottom)-1-11-02/1-10-04 l;t�ctinhs• Maximum Analysis Reactions Support I End Floor Live Roof Live Snow 1 0-00 6-10 1247.00Ib 2390.00 lb - - 2 8-08-04 8-11-12 872.00 lb 1651.00Ib - - Maximum Load Magnitudes Tvoe art End Dead Floor Live Roof Live Snow Self Weight 0-00 8-11-12 13.00lb/ft - - - Point 10-00 10-00 345.00 lb 692.00 lb - - Point 10-00 10-00 153.00 lb 309.00 lb - - Point 2-10-00 2-10-00 345.00 lb 692.00 lb - - Point 2-10-00 2-10-00 153.00 lb 309.00 lb - - Point 4-10-00 4-10-00 345.00 lb 692.00 lb - - Point 4-10-00 4-10-00 153.00Ib 309.00 lb - - Point 6-10-00 6-10-00 354.00 lb 718.00 lb - - Point g 6-10-00 6-10-00 157.00 lb 320.00 lb "�'��l�kl - - m Eli :"a` tt;3„ Desian Control Result LDF_ Load Combination Critical Moment(Pos) 6729.44 lb ft @ 4-10-00 10297.70 lb it Passed-65% 1.00 D+L Critical Shear 2820.57 lb @ 1-01-14 10403.75 lb Passed-27% 1.00 D+L Live Load Deflection 0-03 @ 4-07-07 U360 Passed-U465 - L Total Load Deflection 0-05 @ 4-07-07 U240 Passed-U306 - D+L Design Notes: "Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. Y •The dead loads used in the design of this member were applied to the structure as sloped dead loads. •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. •Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified desiqn professional. UFP Bekhertown,LLC Job ID: 15011983BF Status: Design Passed UFP New Windsor,LLC Village Hill:Upper Ridge Bldg B UFP Berlin,LLC Label: B2-2 UFP Parker,LLC Member Type:Beam I Level: 1 st Floor Page:3 of 5 UFP New York,LLC Member:3-1-3/4x7-1/4 LP-LSL 1.75E Date:04/28/2015 14:04:14 1 2 3 2" 4 93/8- 3 4" 5'4 5/8" Graphical Illustration- Not To Scale l.mildlog loom Old WIi K: i rL, ,Defier M St MMMIrv: Roof Live Load-40 Building Code-IRC 2009 Live Load Deflection 0-00 @ 2-08-04 U360 Roof Dead Load-30 9Y Design n Methodolo ASD Total Load Deflection 0-01 @ 2-08-04 U240 - Floor Live Load-40 Critical Moment(Pos) Passed-22% Floor Dead Load-20 Critical Shear Passed-16 Unbraced Length(Top/Bottom)-1-10-04/1-10-04 Maximum Analysis Reactions Support $I�ti ED-d Floor iv Roof Llve Snow 1 0-00 3-08 1175.00 lb 2545.00 lb - - 2 5-00-14 5-04-10 550.00 lb 1018.00 lb - - Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 5-04-10 13.00 lb/ft - - Point 3-00 3-00 477.00 lb 1213.00 lb Point 3-00 3-00 210.00 lb 421.00 lb - - Point 1-11-08 1-11-08 326.00 lb 642.00 lb - - Point 1-11-08 1-11-08 145.00 lb 286.00 lb Point 3-11-08 3-11-08 345.00 lb 692.00 lb - - Point 3-11-08 3-11-08 153.00 lb 309.00 lb - - 9011111"'OOM Haub; Desian Control Result LUE Load Combination Critical Moment(Pos) 2315.33 lb it @ 1-11-08 10297.70 lb ft Passed-22% 1.00 D+L Critical Shear 167116 lb @ 4-05-10 10403.75 lb Passed-16% 1.00 D+L Live Load Deflection 0-00 @ 2-08-04 U360 Passed-U999 - L Total Load Deflection 0-01 @ 2-08-04 U240 Passed-U999 - D+L Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer, igumli *The dead loads used in the design of this member were applied to the structure as sloped dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown.These results should be reviewed by a qualified design professional. UFP Bekhertown,LLC Job ID: 15011983BF Status: Design Passed UFP New Windsor,LLC Village Hill:Upper Ridge Bldg B UFP Berlin,LLC Label: B4-3 UFP Parker,LLC Member Type:Beam I Level: 1 st Floor Page:2 of 5 UFP New York,LLC Member: 3- 1-3/4x9-1/2 LP-LSL 1.75E Date:04/28/201514:04:14 1 2 1/2„ 6'5" KGraphical Illustration- Not To Scale i Roof Live Load-40 Building Code-IRC 2009 Live Load Deflection 0-01 @ 3-02-07 U360 Roof Dead Load-30 Design Methodology-ASD Total Load Deflection 0-02 @ 3-02-07 U240 Floor Live Load-40 Critical Moment(Pos) Passed-39 Floor Dead Load-20 Critical Shear Passed-24 Unbraced Length(Top/Bottom)-1-08-0816-00-00 Maximum Analysis_Reactions Support $ta[t End Dead Floor Live Roof Live Snow 1 0-00 2-08 2631.00 lb 1313.00 lb - 2246.00 lb 2 6-02-08 6-05-00 2430.00 b 905.00 lb - 2246.00 lb Maximum Load Magnitudes Type Start End Dead Floor Live Roof Live Snow Self Weight 0-00 6-05-00 17.00 lb/ft - - - Uniform -0-00 6-05-00 600.00 lb/ft - - 700.00lb/ft Point 8-00 8-00 376.00 lb 758.00 lb - - Point 2-08-00 2-08-00 364.00 lb 730.00 lb - - Point 4-08-00 4-08-00 364.00 lb 730.00 lb Man"no",0011111dw Desian Control Result LDF Load Combination Critical Moment(Pos) 7593.45 lb It @ 3-00-03 19562.43 lb ft Passed-39% 1.15 D+0.75(L+S) Critical Shear 3760.94 lb @ 1-00-00 15677.38 lb Passed-24% 1.15 D+0.75(L+S) Live Load Deflection 0-01 @ 3-02-07 U360 Passed-U999 - 0.75(L+S) Total Load Deflection 0-02 @ 3-02-07 U240 Passed-U613 - D+0.75(L+S) Design Notes: *Member design a�..sy..s.{{umed proper ply to ply connection. Verify connection between plies with manufacturer. *The dead loads used in the design of this member were applied to the structure as sloped dead loads. 'The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be reviewed by a qualified desiqn professional. UFP Bekhertown,LLC Job ID: 15011983BF Status: Design Passed UFP New Windsor,LLC Village Hill:Upper Ridge Bldg B UFP Berlin,LLC Label: B5-2 UFP Parker,LLC Member Type: Beam I Level: Basement Page:1 of 5 UFP New York,LLC Member: 3-1-3/4x9-1/2 LP-LSL 1.r75E Date:04/28/201514:04:14 1 2 3 /2" Graphical Illustration- Not To Scale Lao"f Fri [I�l( ii� 1ri81\►: �..,�,..�,. = `a Roof Live Load-40 Building Code-IRC 2009 Live Load Deflection 0-02 @ 13-10-09 U360 Roof Dead Load-30 9Y Design n Methodolo ASD Total Load Deflection 0-03 @ 13-11-12 U240 - Floor Live Load-40 Critical Moment(Pos) Passed-44 Floor Dead Load-20 Critical Shear Passed-50% e Unbraced Length(Top/Bottom)-1-08-08117-06-04 Maximum Analysis Reactions Support Start End Dead Floor Live Roof Live Snow 1 0-00 3-08 2169.00 lb 5140.00/-453.00 lb - 2 4-11-10 5-04-14 3417.00 lb 7429.00 lb - - 3 9-03-02 9-08-06 4748.00 lb 9023.00 lb - - 4 17-09-12 18-01-04 887.00 lb 1854.00/-179.00 lb - Maximum Load Magnitudes End Qgad FJ9_QL Live Roof Love VY Self Weight 0-00 18-01-04 17.00 Wit - - Point 3-00 3-00 1694.00 lb 3752.00 lb - Point 1-11-06 1-11-08 693.00 lb 1376.00 lb - - Point 3-11-08 3-11-08 698.00 lb 1391.00 lb - - Point 5-11-08 5-11-08 2124.00 lb 3802.00 lb - - Point 7-11-08 7-11-08 2900.00 lb 5175.00 lb - - Point 9-11-08 9-11-08 698.00 lb 1390.00 lb - - Point 11-11-08 11-11-08 698.00 lb 1391.00 lb - - Point 13-11-08 13-11-08 69&00 lb 1391.00 lb - - Point 15-11-08 15-11-08 717.00 lb 1440.00 lb - Desian Control Result WE Load Combination Critical Moment(Pos) 7401.25 lb it @ 9-05-12 17010.81 lb If Passed-44% 1.00 D+L Critical Shear 6797.44 lb @ 8-05-10 13632.50 lb Passed-50% 1.00 D+L Live Load Deflection 0-02 @ 13-10-09 U360 Passed-U829 - L Total Load Deflection 0-03 @ 13-11-12 U240 Passed-U603 - D+L Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. •The dead loads used in the design of this member were applied to the structure as sloped dead loads. •The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. •Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown.These results should be reviewed by a qualified design professional. job . ITruss Truss Type Oty piy Greeks BUllding B Main Floors 15011983BF F17L GABLE 1 1 # , . Job Universal F- 4.r-a(.pfimell n5fL%� 3- 3,6 FP= 34 1 2 0 3 4 6 a6 7 A7 a M 9 49 IG 50 11 51 12 13 14 52 Is 53 16 5. 17 55 Is 56 Is 57 20 ------- 56 M -.......... .............. - ---------- . ............. 411 an sn s>, stn Ent sli, rm1 sin, Sit 411, fir, ffm ........... . ..... ........ 41 b 39 38 37 X 35 9I W 32 31 X n 27 26 25 4- 3b FP= -0-0 5-4-0 6-8-0 8-0-0 9-4 112V 1 1= L7 4:�O 80 I-V40 -M 23 12 �49 0-6-kIY2= 1 -0 -8-0 1 0 0 -1112 0_9� 1_� 0 1 0_ 1_ _0 l " 1-4-0 1-4-0 N-O W:O N-iO N N-0 1-3- 1-4-0 1-4-0 40 1 Plate Offsets [2:0-1-8 1-8,EM LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.00 23 rVr 1 20 MT20 197/144 TCDL 10:0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.0022-23 nt, 90 BCLL Stress Rep Stne 1= YES WB 0.09 Horz(Tl-) -0.00 41 n/a rVa 1 BCDL 0-0 Code IRC200SITP12007 (Matrix) Weight:86 lb FT=ff.F,0-/6E LUMBER- BRACING- 4 SPF N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 w purlins. TOP CHORD 2x BOT CHORD N4 SPF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc,bracing. WEBS a4 SPF Not or 2x4 SPF Stud(flat) OTHERS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 42-200/23-2-8,41-188F23-2-8,40=154/23-2-8,39-162J23-2-8,38-160123-2-8,37-160/23-2.8,36=160123-2-8,35=160/23.2-8,34-160/23-2-8,33=160/23-2-8,32-160/23-2-8,31=160/23-21,29�-160/23-2-8,28-160/23-2-8, Z7-160123-2-8,26=161/23-2-8,24=170/23-2,8,25-146/23-2-8 Max Grav 42--475(LC 23),41-461(LC 24),40-426(LC 25),39=434([-C 26),38=432(LC 27),37-432(LC 28),36-432(LC 29),35-432(LC 30),34-432(LC 31),33--432(LC 32),32--432(LC 33),31-432(LC 34),29-432(LC 35),28-432(LC 36), 27-432(LC 37),26-432(LC 38),24=445(LC 40),25=430(LC 39) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-0/0,2-43=-10/0,3-43=-1f7,3-4=0/0,4-44-0/0,5-44-010.5-45-0/0,6-45=0/0,6-46=0/0,7-46-0/0,737--0/0,847-W0,B-48-40,948-0/0,949-0/0,10-49-010,10-50-0/0,11-50-U0,11-51--&0,12-51-0/0,12-13.&0,13-14-0/0, 14-52=0/0,15-52---0/0,15-53--00,16-53--0/0,16-54=0/0,17-54--0/0,17-55--Wo,18-55-010,18-56=010,19-56-0/0,19-57--=,20-57=0(0,20-21=-17110,21-58--0/0,22-58=0/0,22-23--= BOT CHORD 4142--0/0,4041=0/0,3940=0/0,38-39--010,37-38--0/0,36-37=0/0,3536=010,34-35-0/0,3334=0/0,32-33--W0,31-32=0/0,30-31=0/0,29-30--WO,28-29--0/0,27-28--0/0,26-27=0/0,25-26--0/0,2425--010 WEBS 4-41=-42310'5-40=-404/0;6-39---406/0,7-38=-40510,8-37=405/0,9-3&-405/0,10-35-405/0,11-34-405/0,12-33=-40510,14-32-40&D,15-31--405/0,16-29--40W,17-28-40510,18-27-40,510,19-26-406/0,22-24---435/0,2-42--460/0 ,21-25"0113,241-0/0 NOTES I Unbalanced floor live loads have been considered for this design. 2�All bla'tes we 1.5x3 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Cable studs spaced at 1-40 oc. 5)This russ is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVFPl 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel poirds along the Top Chord,concurrent with live and dead loads 7)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongba&-%on edge,spaced at 10-0-0 wand fastened to each tons with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Jeb ' a Truss Tnss Type ay %y Gr'eek4 Building B Main Floors 15011983BR F17 Floor 8 1 Job Reference 7610 29 5 610 15 MT klnd on i 4. 15 Palls 1 urnersal Forest Products ID:AMLOd�uiN3l�XI31 >¢ asg-f��LKwBvCO4rm`b�icSi�n774�J4 '�c/ ga_zB1 0-9-4 2-" J 1-4-2- 2-2-7 T 2-2-7 0� I 1-8-7 6/e= 1.5x3 II 1.5x'II 1.SKf 4*= 3/e FP= 1 2 3 25 4 26 5 27 6 26 7 29 e 9 10 30 11 31 12 13 32 14 7A 29 22 21 20 18 17 16 15 4M- 1.SXi II 3M FP= 41e= 3A= 410= 0 11- 17-1-12 23-9-12 249-0 o-11 a 16-2-8 s-s-o 011 a Plate Offsets 6:0.1-8 E e 140-1-8 E 22:0-1-8 E LOADMG lost) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Vd PLATES GRIP TCLL Ill" Plate Gnp DOL 1.00 TC 0.53 Vert(LL) -0.24 22-23 >819 480 MI-20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.41 22-23 >484 240 BCLL 0.0 Rep Stress Ina YES WB 0.95 Horz(TL) -0.03 14 Na Na BCDL 10.0 Code IRC2009/rPI2007 (Matrix) Weight:105 lb FT=0%F,096E LUNBER- BRACING TOP CHORD 2x4 OF 2850F 2.3E(flat)-Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudirl5. Tt:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 1041-0 a bracing, Except: BOT CHORD 2x4 DF 2850F 23E(flat) 64)-0 oc bracing:17-18,16-17. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (IbIsde) 1=925/0$-12,14=276'/0-8-12,18-1577/0-5-8 Max Grav 1=12DO(LC 18),14-551(LC 28),18-1887(LC 15) FORCES. (lb)-Maximum Compression(Maximum Tension TOP CHORD 1-2-2204/0,2-3-2200/0,3-25=-2200/0,4-25--2200!0,4-26=3789/0,526=3789/0,55-27--378910,6-27--3789/0,6-28=-2860/0,7-2B=-2860/0,7-29=-2860/0,8-29=2860/0,8-9 /1064,9-10=0/1064,10-30=0/1066,11-30=0/1 066, 11-31--593/37,12-31--593/37,12-13=59397,13-32=593/36,14-32=-598'35 BOT CHORD 23-24=0/0,22-23--0/3443,21-22-=789,20-21-=789,19-20-0/1384,18-19-0/1384,17-18=-37593,16-17--37/593,1516=0/0 WEBS 10-18=-516/0,1-23=W2410,8-18-242M,3-23=-468/0,8-2D=0/1854,4-23-1491/0,7-20=52(56,4-22--0/646,6-2D--1254/0,5-22--276110,6-21=35/162,14.16=-44/700,11-18=-1514/0,11-17--WI,12-16=-325171 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 M72D unless otherwise indicated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502 02 11.1 and RB10.2 and referenced starWard ANSVTPI 1. 4)This truss has been designed for a moving concerarated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 5)'Semi-rigid pitchbreaks including Heels'Member end fixity model was used in the analysis and design of this tnus. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 wand fastened to each thus with 3-10d(0.131"X3)nails.Shongbad¢to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5DOin. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss 7nss Type Ory PN 1S011983B Unvesal Forest F e s1 Prrodxts F16 _�Floor 5 10 1 J_2o9 b Refe rPenrice-: 6 Muau G-9-4 &7 2-6-0 ID:AMLOdVuiW31Wiafxz Nht6g1 a in l Fvlo1 4 orrs T Cga d vN1 5f0 LAl:gL 65V„c>a_6z[ 1 a 37.CeMcf BUIWing B 1.54 11 15,0 11 4,8= 115011 1 17 2 3 /6 4 19 5 20 6 3M— 21 7 22 8 23 9 16 15 14 13 12 11 e— 3M= 1.5%11 418= 34= x11 4 17-4-8 0 11-4 16-5-4 Plate Offsets - 6:0-1-8 a 13:0-1�E LOADING(psi) SPACING 2-0-0 CSI. DEFL in (I=) Watt Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.2511-12 >778 480 MT20 197/144 TCDL 10.0 Lumbar DOL 1.00 BC 0.47 Vert(TL) -0.3613-14 >543 240 BCLL 0.0 Rep Stress Inv YES WB 0.82 HOR(FL) 0.01 10 Na Na BCDL 10.0 Code IRC2009/TP12007 (Malrix) Weight:73 lb FT=0%F,ME LUBBER- BRACING TOP CHORD 2x4 x 2850E 2.3E(flat)-Except' TOP CHORD Structural wood sheathing direct) pu except end verticals. 71:2x4 SPF NZ3E(flt) rg y applied acing.oc dins,ex BOT CHORD 2x4 DF 2850E 23E(flat) BOT CHORD Rigid wiling directly applied w 10.0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS (8Vsi2e) 10=982104-7,1=985x0$12 Max Grav 10=1256(LC 11),1=1260(LC 12) FORCE& (lb)-Maximum Compression/Maximum Tension TOP CHORD 10-16=-380/0,9-16=379/0,1-17=1730/0,2-17--1725/0,2-3=-1729/0,3-18=1729/0,4-18=-1729/0,4-19=-4205/0,519=-4205/0,520=3205/0,6-20.x-4205x0,6-21=3804/0,7-21=3804/0,7-22=-3804/0,&22=-3804/0,&23=-20/0. 9-23--2D/0 BOT CHORD 14-15--0/0,13-14=0/3347,12-13--0/42D5,11-12-0/4205,10-11=0/2317 WEBS 8-10=-2544/0,1-14=0/2061,8-11=0/1769,3-14---44110,7-11-566/0,4-14=-1910/0,6-11=-792J8,4-13=0/1198,5-13=405/0,6-12=-122/76 NOTES- 1 )Unbalanced flow live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 880210.2 and referenced standard ANSU7PI 1. 3)This truss has been designed for a moving concentrated bad of 250.O1b live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord,comwumsnt with live and dead loads. 4)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this tnra. 5)Recommend 2x6 strorgbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131^X 3')nails.Strorngbacks 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 w vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard At Truss Tnss Type Oty Ply Greeks Building B lilain FlOor3 . 101IMBF F14 Floor 1 1 .lob Reference �M Mac 2�s z4 Universal Forest Pmdicts R 1 ;� 29201§Priht:Z s,lu&sc2olbbT2e1L7a21L K Wt�11�1�Fi1tto75Z�r 4 IDAMLOdVuiN3�1C3C�31 a xzTTUSg-yTTkgb C; MIJIJ Q 9 9 0-9-4 �+ 2-6-0 1�3-1_4� 1 1-8-7 1 1-8-7-s��._,3]. 3i FP= rye= 6x,o= 4e II 6ffi= wo= 1 22 2 23 3 24 4 a 5 26 6 7 6 9 2] 10 29 11 29 12 30 ,9 21 20 19 Is 17 16 1s 4.2= 4E= ax4= 4x10= 3x12 M195H5 FP= 441= 4A= 0-11 4 23-10-8 0-11 4 22-11-4 Plate Offsets -[5:0-3-0,0-0-0 14: a 0-1-8 18:0-1-8 E e 119,0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CS. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.54 17-18 >514 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.93 17-18 >298 240 M18SHS 220/195 BCLL 0A Rep Stress Ina YES WB 0.97 Horz(TL) 0.04 14 Na n/a BCDL 10.0 Code IRC2009?PI2007 (Matrix) Weight:13516 FT=0%F,0-/6E LUMBER- BRACING- TOP CHORD 2x4 DF 2850F 2.3E(flat) TOP CHORD Stmctural wood sheathing directly applied or 6-0-0 oc pudinls,except end verticals. BOT CHORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (Ib/size) 1=137510-8-12,14=1379/0-5-8 Max Grav 1-1650(LC 15),14=1654(LC 14) FORCES (lb)-Maximum CompressioNMaximum Tension - 9/0 -24=-75980,4-25=-7598/0,525=-7598/0,526=-75980,6-26=-75980,6-7=7598/0,7-8=7638n0,&9=-7880,9-27=7838n0,10-27=76fl0, TOP CHORD 13-14=390/0,1-22=3307/0,2-22=-3307/0,2 23=-3347/0,3-23=-3347/0,3-24=-75fl 10-28--4444,'0,11-28=4444/0,11-29= 426/0,12-29-4426/0,12-30--010,13-30=&O BOT CHORD 20-21=010,19-20--0/5637,18-19=0!7598,17-18-0/6235,16-17=0/6417,1516=0/6417,14-15 /2457 WEBS 1-20-0/3645,2-20=-62610,3-2D--2625/0,3-19-W2388,4.19=4853/0,12-14=2873/0,12-15=0/2489,11-15=-594/0,10-15=-2304/0,10-17=0/1763,9-17=-538/0,7-17=712/0,5-18=-65/385.7-18=-936/310 NOTES- 1)Unbalanced floor live loads have been considered to this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502-1 1.1 and 8802.10.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated load d 250.01b live and 25.016 an dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 6)'Semi-rigid pitchbreaM including heels"Member end fixity model was used in the analysis and design of this trans. 7)Recommend 2x6 strorgbadus 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 walls at their outer ends a restrained by other means. 8)Gap between inside of top chord bearing and first diagonal a vertical web shall not exceed 0.500m. 9)CAUTION,Do not weak truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Oty, Py Greeks Building B Main Floors 15011963BF F13 Floor 2 1 r1 R� g�Q1JOb�ROef¢erenyce, rte,hoc M�yp� .2�p egg Universal Forest Products ID:AtvfLOtlGUIN:tKXW31L31i_XZI .610g,La1129QgR6V u;;tUFVUL2NVbfUVIB 'ItNIWRZJRS� 2-6_ 0 1�4� 2-2--`J7(RF'V509 1 X42-2-7 1-8-7 srsl..l:4a S0 II . 44= 1.5411 1.50 II 3x6 FP= 4x19- 1.50 II 6�6= 2 29 3 29 4 30 5 31 6 32 7 9 33 9 34 19 35 11 M 12 37 13 14 M 15 26 24 23 22 21 19 19 17 16 34- 4x10= 1.50 It 40= 316 FP= -0= 1.50 II 1.50 II 310= 19-9-0 23-1-14 27-0-4 7-11- 19-9-0 Plate Offsets 2:0-1-8 15:0-1-8 24:0-1-8 E e 3 4 14 3-10 6 11- LOADING(pst) SPACI4G 2-0-0 CS1. DEFL in (loc) Wall L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(U-) -0.49 24-25 >495 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.81 24-25 >291 240 BCLL 0.0 Rep Stress Ina YES W B 0.88 Horz(TL) 0.07 20 Na n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:115 lb FT-O%F,0%E LUMBER- BRACING- T3: TOP CHORD 2x4 SPF SPOOF 1.11E(flat)(lat) `Ezcapt' TOP CHORD Structural wood sheathing drecIty applied or 2-2-0 oc rims,ex 2z4 SPF No.2(6fl BOT CHORD W C8p1 end verticals. BOT CHORD 2x4 OF 2850E 23E(flaq-Except- Rigid ceiling directly applied a fro-0 oc bracing. B2:2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS (Ih/size) 26-1052/Mechanical,15-114/0$12,20-2078/0-5-8 Max Uplift15=-181(LC 2) Max Gmv 26-1327(LC 8),15.389(LC 32),20=2384(LC 14) FORCES (lb)-Maximum CompressomMaximum Tension TOP CHORD 1-26--380/0,1-27-WO,2-27=0/0,2-28--4082/0,3-28=-4082/0,3-29=408210,4-29=-4082/0,4-30--4461/0,5-30=-4461/0.5-31--4461/0.6-31=-4461/0,6-32--276410,7-32--2764/0,7-8=-276410,B-33--27320,9-33--2732/0,9-34-0/2499, 10-34--0/2499,10-35=0/2498,11-35=0/2498,11-36=-250/1023,12-36-250/1023,12-37 438/258,13-37=4381258,13-14=438'258,14-38=4321259,1538=437/259 BOT CHORD 2526=0/2478,24-25=0/4756,23-24_-0/4461,22-23_-0/4461,21-22--M22,20-21=01822,19-20.-102&25(),18-19---1023/250,17-18-1023250,16-17 /0 WEBS 10-20>�-496/0,2-26-2728/0,9-2P_-3367/0,2-25=0/1685,9-22=0/2434,3-25-485/0,&22=482/35,425-944!0,6-22--2009/0,4-24--602/276,524--141/126,6-23-0/327,1517--307/522,11-20=-195010,13-17-584/0,11-19 /359, 12-17-0/1013,12-18-321/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 lb uplift at joint 15. 4)This truss is des m designed in accordance with the 2009 Inteabonal Residential Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANSIITPI 1. 5)This Muss has been designed for a moving concentrated load of 250.Olb live and 25.0lb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads 6)`Semi-rigid ptchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend mend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each Muss with 3-1 Od(0.131"X 3")nails.Strongbacks to be attached to walls at their outer ends a restrained by other 8)Gap between inside of top chord bearing and first diagonal or,vertical web shall not exceed 0.500in. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Lim 4 Truss Truss Typo Oly Ply Greeks Building B Main Floors 15011983BF1 F12 Floor 3 1 Owr�tl Job Reference ReferPence Universal Forest Products bsgu � 8 LLMT,21M' N4f26 9 gi-ml 0-1-8 H1 2- 6-0 1 1-6-8 ' 2r 2-7 - 1 = i' 22-7-i' 1-8-7 4A= 3x1= 3x6 3x4= 3h6 FP= 4x10= 3A II 39= 3x1= 3x1= 66= 1 26 2 a 3 30 4 31 5 32 6 33 7 6 34 9 35 10 36 11 37 12 38 13 14 39 15 25 24 23 22 21 t9 18 17 16 3x3= 4x10= 3xi= 44= -FP= -0= 3x3= 20-0-8 23-5 6 27-3-12 �8-3-q 20-0-8 3 4 14 3 10 6 ;_11 4 Plate Offsets -[6:0.1-8,Edge 11:0-1-8 E 12:0-1-8 E e 15:0-1-8 E LOADING(ps1) SPACING 2-PO CS1. DEFL in (ioc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.49 24-25 >484 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.82 2425 >291 240 BCLL 0.0 Rep Stress Ina YES WB 0.89 HOrz(TL) 0.07 20 Na Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weigh:1221b F-r=OYaF,OgoE LUMBER- BRACING' TOP CHORD 2x4 OF 2850F 23E(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putins,except end verticals. T3:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF 2850F 23E(flat)-Except' B2:2x4 SPF 2100F 1.8E(0at) WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS (lb/sme) 26=1067/0-3-8,15-1190-8-12,20--2098/0-5.8 Max Upliftl5=-176(LC 2) Max Grav 26-1341(LC 8),15-394(LC 34),20-2401(LC 14) FORCES. (lb)-Maximum Compression Maximum Tension TOP CHORD 26-27-378/0,1-27=37810,1-28=-20/0,2-28=-20/0,2-29=-418510,3-29=1185/0,3-30a-4185/0,430--478540,431=4638/0,531=-4638/0,532=4MO,6-32=-0638/0,6-33-2834!0,7-33--2834/0,7-8=-2831V0,8-34=-28D4/0, 9-34=2804/0,9-35-0/2498,10-35-0/2498,10-36=0/2496,11-36--0/2496,11-37=-25411004,12-37=-254!1004,12-38=-445/249,13-38=-44&249,13-14---445/249,1439--439/250,1539=444/250 BOT CHORD 2526=0/2526,24-25--0/4923,23-24=0/4638,22-23=0/4638,21-22--0/869,20-21=0/869,19-20=10041254,18-19=1004/254,17-18--10041254,16-17 /0 WEBS 10-20-493/0,2-26.-277610,2-25=0/1945,3-25=482/0,425=-1016/0,424-599/299,524-1171141,9-20=340210,9-22=0/2467.&22----067/59,6-22>-2087/0,6-23-0/298,1517=296/530,11-20=-1934/0,13-17=-592/0,11-79 /313, 12-17-0/1017,12-18--276/0 NOTES- 1 )Unbalanced floor live loads have been considered for this design. , 2)All plates are 1.5X3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 176 ID uplift at joint 15. 4)This truss is designed in accordance with the 2009 International Residential Code sections 850211.1 and 8802.10.2 and referenced standard ANSVTPI i- 5)This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Top Chad,concument with live and dead loads. 6)'Semirigid pitchbreaks including heels'Member and fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 stiongbacks,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. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Oty Ply Greeks Building B Main Floors , 15011983BF F11 Floor 5 1 y� ,yIJ�ob Reference &cnal) 2�2p�� 4�s1 [I� fy��r1 �Lp416���,gyp 1t egg Universal Forest Produce PIV37KX1M3L i pl�rkrt:7WW1� 7 WM7C9hER10 71HZJIU OI:UF'l.1NYXFIZJRS9 IDAtvfLOdVuf I a_xz sg-c nuq o 1W 0-1-8 H t 1-7-9 1-7-9 — f 2-6-0 —� 1-3-10 0-9 ,56 II I I 156 I I 31b FP=3ie= 156 II = gy5= 1 19 2 20 3 21 4 22 5 23 6 L 7 g 25 9 10 11 g oT 1s 15 143 3 12 "E= 4x10= I 17-7-12 18-7-0 1 7-7-12 0-11-4 Plate Offsets - 14:0.1$E 15:0-t-8 E LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.33 15-16 >637 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.5615-16 >382 240 BCLL 0.0 Rep Stress Inv YES WB 0.70 Hoa fl-) -0.01 11 Na rVa BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight 78 lb FT-0%F,Oct E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat)-Except' TOP CHORD Structural wood sheathing directly applied,except end verb als. T1:2z4 SPF 2100E 1.8E(Sat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 OF 2850F 23E(flat) WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (tlVsaV 17=105510.3-8,11=1058/0-8-12 Max Grav 17-1329(LC 4),11=1333(LC 22) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-34810 1-18-30810,1-19=-18(0,2-19=-1810,2-20=-312610,3-20=-3126/0,3.213126/0,4-21=-3126/0,4-22=-4819/0,5.22=-4819/0,5-23=-4819/0,6-23=-4819/0,6-24=-4819/0,7-24-4819/0,7-8-4819/0,8-25=-2447/0, 325=-2447/0:9-10-241 3/0,10-11--2416/0 BOT CHORD 16-17-0/1770,15-16-0/4399,14-15=0/4819,13-14=0/4038,12-13-0/0 WEBS 11-13=0/2660,2-17=-214610,313=478(0,2-16=0/1775,8-13-1863/0,3-16=-472/0,8-14=0/1124,4-16=-1 540/0,6-14=41210,4-15=0rF79,5-15--309/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANSVTPI 1. 3)This thus has been designed for a moving concentrated bad of 250.011b live and 25.OIb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 4)'Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this tons. 5)Recommend 2(6 stmrgbacks,0n edge,spaced at 10-0-0 0c and fastened to each thus with 3-10d(0.131"X3")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 wt exceed 0.500in. 7)CAUTION,Do not erect truss backyards. LOAD CASE(S)Standard Truss Truss Type Q PIY GI'BekS Building B Main Floors 150119636E F10 Floor 1 1 Job Reference ontionsh Universal Forest Products ID-ANfLOdVUiNJ 9ia 3&'ram�-%S 5 a�� b3Vgi gz le `t�zJ4r's H3�n1mOzP..�r ' 69 YW P 0-1-8 Hi 2-6-0 1j-1-8 sara.,3, 1.5a n 1.54= 4,8= 1sa 11 3x6= i.5a 11 3x1= 1 Sa'II 4x10= 36= 1 17 2 1B 3 19 4 20 5 21 6 22 7 M 8 24 9 6 14 13 12 11 4x10= 1.5a 11 3M= 4x10= 4eo= sa= 19-9-0 19-9-0 Plate Offsets 4:0-1-8 10:E a 0-1-6 120-1-8 E e LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.69 Vert(LL) -0.42 11-12 .561 480 MT20 197/141 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(fl-) -0.7011-12 >333 240 BCLL 0.0 Rep Stress Ina YES W B 0.86 H=(TL) 0.09 10 n1a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:861b FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu fins,except end verticals. BOT CHORD 2x4 DF 2850F 23E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=116010-3-8,10=1166/0-3-8 Max Grav 15=1434(LC 4),10=14 1(LC 13) FORCES. (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1516=-378/0,1-16--37810,9-10=-384/0,1-17=-20/0,2-17=20/0,2-18=-4568/0,318-45 '0,3-19=- 810,419=7588/0,420=5642/0,520=5642/0,521=-5642tO,6-21=-5642(0,6-22=3640/0,7-22=-464(1/0,7-23=-0640/0, 8.23-3640/0,8-24=/0,9-24-0/0 - DOT CHORD 14-15=0/2719,13-14=0/5642,12-13=0/5642,11-12-/5585,10-11=0/2786 WEBS 8-10-3055/0,2-15=2988/0,&11=0/2160,2-14=0/2185,7-11=-495/0,3-14=-509/20,6-11=1229/0,4-14---1440/0.6-12=-271/527,4-13---55/197,512=-201164 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11 1.1 and RB02-10.2 and referenced standard ANSVTPI 1. 3)This thus has been designed for a moving concentrated load of 250.0Ib live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 4)'Semi-rigid Mchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,wedge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'XT)nails Strongbacks to be attached to walls at their outer ends a restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss T—Type ar PN Greeks Building B Main Floors "�I ISM19838F F09 Floc T 1 Universal Fore Job Ref�jeprence (�QS��j�92Q ]' �rpyune�,j Mp�M3y p6�@ 1@ 1 st Products FiNh;3KXW7��7Q��x429201 T�SQ-T7UYMC:OTCiV1C�f1?ISLITIYZSI881'bKkWUGSZ�C XZ 0-9-4 IDAtvfLOdVw �I f 2— 60 i 17-� 09d 3x6 FP= 3x6 FP= `+�= 3x6 II 6210= 3x6 II 3x6 II 4x6 II 36 I I 66= 3x6 II 6x6= yI�I 1 21 2 22 3 23 4 24 6 25 6 7 8 9 26 10 27 11 28 12 I �I 20 19 18 17 16 is 14 13 4x10= 3x'12 M185N6 FP= 4x10= 0-11-4 22-9-12 23-1 0 16-11-4 21-10-8 0 Plate Offsets [570-3-0,G-0-0], 17:0-1-6 E 18:0-1-8 E LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.OD TC 0.31 Vert(LL) -0.50 16-17 >538 460 WI-20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.66 16-17 >311 240 M18SHS 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.92 Hom(TL) -0.07 12 n1a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:130 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 2850E 23E(flat) TOP CHORD Stnx tural wood sheathing directly applied or 6-0-0 oc pudins BOT CHORD 2x4 OF 2850E 23E(ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (Iblsi2e) 1=132910-8-12,12=1329/0-8-12 Max Grav 1-1604(LC 13),12-16D4(LC 22) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-21--3202/0,2-21=3202/0,2-22--3242/0,3-22=-324210,3-23--7256/0,4-23--7256/0,4-24=-7256/0,524=-7256/0,5-25--7256/0,6-25=-7256/0,6-7=7256/0,7-8--7079/0,8-9=-7079/0,9-26--7079/0,10-26_-7079/0,10-27=3232/0, 11-27--323210,11-28--3196/0,12-28=-3195/0 BOT CHORD 19-20=0/0,1&19=0/5426,17-18=0!7'256,16-17=0/7696,15-16-0/5461,14-15=0/5461,13-14=0/0 WEBS 1-19=0/3529,2-19=-622./0,3-19=-2511/0,3-18=0/2269,4-18--809/0,12-14--63520,11-14=-598/0,10-14=-2552/0,10-16=0/1943,9-16=-531/0,7-16=-931/0,7-17-748/426,5.17=1061320 NOTES- 1)Unbalanced floor live loads have been considered fa this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R80210.2 and referenced standard ANSVTPI 1. 4)Ttis toss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 5)'Semi-dgid pnchbreaks including heels'Member end fixity model was used in the analysis and design of this tens. 6)Recommend 2x6 slmnglxacl s%on edge,spaced at 10-0-0 oc and fastened to each tons with 3-10d(0.131'X 3')nails.Shongbac s to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside of top chord bearing and firs diagonal or vertical web shall not exceed 0.500in LOAD CASE(S)Standard Joy 6 Try Truss Type City Ply Greeks Building B Main Floors 15011983BFF F08 Floor 8 1 Job FTefererxe Universal Forest Products ID'AtAL04 �31 /Via zz��sgs�zr9 sr�t bLu1 as e� rrLp° �A? 'UFflZ 0-1-8 H1 2-6-0 2so , 2-6-0 � 1 2so 260 2P7� t 1 I-�87� sue=sb 5x12 MTI WS= 3x6= 3x1= 3e FP= 5x12 wlws= 3x1= 6,S= 1 31 2 32 3 33 4 3L 5 35 6 36 7 37 6 e w 10 39 11 40 12 41 13 42 14 0.1 1516 N 17 26 27 26 25 24 23 21 20 1s 19 34= 4x10= 3+e6= -o= 4x,0=36 FP= -2= 4x10= 23-7-4 30-11-4 $1-8-� 23-7-4 7-4-0 b 9-4 Plate Offsets - 4:0-1-8 E e 13:0-1-8 E 14:0-1-8 E e 17:0-1-8 E 26:0.1-8 e LOADING(psf) SPACING 2-0-0 CSI. DER.- in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0-5725-26 >492 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(Q -0.9825-26 >287 240 MT18HS 197/144 BCLL 0.0 Rep Stress Ina YES INS 0.94 Horz(I L) 0.09 22 n/a Na BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weigh:1331b FT=0'/.F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 285OF 23E(flat)-ExospC TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins,except end verticals. T3:2x4 SPF No.2(Bat),T2:2x4 SPF 210DF 1.13E(flat) BOT CHORD Rigid ceiling directly applied or 51-1 oc bracing. BOT CHORD 2x4 DF 285OF 23E(flat)-Except' B2:2x4 SPF No.2(flat) WEBS 2x4 SPF Not or 2x4 SPF Stud(fiat) REACTIONS (Ib/size) 29--121310-3-8,17--168/G-8-12,22=2647/0-58 Max Uplift17-456(LC 2) Max Grav29=1487(LC 8),17=229(LC 3),22=2961(LC 32) FORCES. (Ib)-Maximum Compression/Mmimum Tension TOP CHORD 2--30-378/0,1-30-377/0,1-31--20/0,2-31=-2010,2-32--4809/0,3-32--480M,3-33=-0809/0,433 4809/0,434x-600B/0,534=-GOOfl/0.535--6008/0,6-36008!0,6-36--5220/0,7-36=5220/0,7-37=-5220/0,&37=5220/0, 8-9=-5220/0,938=-1840/0,10-38=-1840/0,10-39=-1810/0,11-39=-1810/0,11-40=0/4246,12-40=0/4246,12-41-0/4246,1331=0/4246,13-42--VAA1,1432--Q2041,14-43=-259/641,1543=-259/641,1576=259/641,1634=-256/643, 17-44--261/642 BOT CHORD 28-29=0/2833 27-28=0/6008,26-27=0/6008,2526=0/6041,2425=0/3795,23-24=108010,22-23=1080/0,21-22=2041/0,20-21--2041/0,1920=2041/0,18-19=0/D WEBS 12-22--44310,'2-29-3114/0,2-28-0/23D9,328=495/39,42B=-1609/0,427=-45721,11-22=-3811/0,11-24-0/2967,1()-24-498/0,9-24-244410,925-0/1858,7-25=487/0,6-25=-1181/0,6-26--378/524,526-175/93,17-19=764/309, 1 51 9=-6 4 910,1419=41763,1420=421/0,1322=-2680/0,1321=0/467 NOTES- 1 )Unbalanced floor live bads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. - 3)All plates are 1.5x3 MT20 unless oUerwise indcated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 Ib uplift at joint 17. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 880210.2 and referenced standard ANSVTPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacus,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 a restrained by other means. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.50n. 10)CAUTION,Do not erect truss backwards: LOAD CASE(S)Standard Job Truss Tnss Type Creeks Building B Main Floors 15011983BF F07 Floor 7- 177TPI 1 4 Job Reference Universal Forest Prodx;ts ID:AMLOd�u�3 3i�f�zzf87 �i5C 0 � 875�d�i r� 2-2-7 0-9-15 1-8-7 1 3x911 12 2 13 3 30= 14 41S,0 115 15 6 I 1 W, 2 w LSY1 11 LSYf II 3>6- D 9 e 3E 2-5-7 7-4-12 2-5-7 4-11-5 0 11-4 Plate Offsets - 1:E 41-8 2:0-1-8E 3:0.1-8E doel.[6:0-1-8,Edgel LOADING lips1) SPACING 2-0-0 CSL DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.D0 TC 0.77 Vert(LL) -0.07 B-9 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.DD BC 0.49 Vert(TL) -0.09 8-9 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.41 H=(TL) -0.01 6 rVa n/a BCDL 10.0 Code IRC2009/iP12007 (Matrix) Weight:34 lb FT=0%F,0%E LUMBER- BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD SbWural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS (lb/size) 11--446/0-5-8,6=443/0-8-12 Max Grav 11=721(LC 4),6.718(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-368tO,1-12=0/0,2-12=0/0,2-13=1024/0,3-13=-1024/0,314=-8S",4-14.-864/0,45=-864/0,8-15.-861/0,6-15=-067/0 BOT CHORD 10-11-/1024,9-10.0/1024,8-9.0/1024,7-8-/0 WEBS 6-8-W1030,2-11--1148/0,4-a=-500/0,3-9--140/57,3-8=-365/45,2-10.-1/195 NOTES 1)Unbalanced flow live loads have been considered for this design. 2)Thi truss is designed in accordance with the 2OD9 International Residential Code sections R502.1 1.1 and R802.102 and referenced standard ANSI/TPI 1. 3)Ttvs truss has been designed for a moving concentrated bad of 250.O1b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,corxwrrem with live and dead loads. 4)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 slrorgbacim,on edge,spaced at 10-40 oc and fastened to each truss with 3-10d(0.131'X 3')nails.Strorgbacks to be attached to walls at their puler ends or restrained by other means. 6)Gap between inside of top chord chord bearing a first diagonal a vertical web shall not exceed 0.500m. 7)CAUTION,Do not erect toss backwards. LOAD CASE(S)Standard Job Tnss Truss Type City Ply BUllding B Maim Floors 150119836P FO6 Floor 2 1 F�n Job Reference Universal Forest Products N:7.1 s J, 201 Print:7 1 29201 ML7rtI�fOdy510p;;,10y�.Men,[ y-O4--1§fi2S�pUdl KYrA ID:AtvfLOdVwIV31�CQN31�a xz Osg-F�j0M?T�MSA 66Iti CbN LJXFI I 0-1-8 H 1 2-8-0 1-3-9 2-2-7 0 1 8 I r —� sae 1.5X1= 9rM1= 1.5X1 11.54 11 14 2 36= is 31.54 11 16 4 17 1, 9N= 16 6 154= 12 NA 2 2 154 II 1.54 II 10 8 6 36= 11-10-8 11-10-8 Plate Offsets 4:0-1-8 5:0-1-8E e LOADING jp SPACING 2-0-0 (SL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.25 9-10 >565 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Ved(TL) -0.36 9-10 >392 240 BCLL 0.0 Rep Stress Ina YES WB 0.49 H=t(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:47 lb FT-OYDF,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 11--691/0-3-8,7--691/0-3-8 Max Gray 11-965(LC 4),7-965(LC 10) FORCES (lb)-Maximum GompressiontMaximum Tension TOP CHORD 11-12=-362/0,1-12=381/0,7-13--327/35,6-13=327/35,1-14=-20/0,2-14=20/0,2-15=-2439/0,3-15=-2439/0,3-16=-2439/0,4-16=-2439/0,4-17m-1788'0,577=1788/0,578=17/2,618=-17/2 BOT CHORD 10-11=0/1649, 0 0 9.1 /1788,69=0/1788,7-8.&1788 WEBS 2-11=180n 2-10-0/1019,3-1D=-628/0,4-10=0/889,4-9=-330/0,57=-2002/0,5-94/387 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 3)This truss has been deigned for a moving concentrated bad of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,concumem with live and dead loads. 4)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,wedge,spaced at 1440 oc and teetered to each truss with 3-104(0.131"X 3')nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Starxfard Job Truss Truss Type Oy Ply Greeks Building B Main Floors 150119B3BF FDS Flow 6 1 Job Reference Universal F«esti Products ID:AtvfLO�tii��3KX�3�iLa1f$zi�' .s1on1�91�g1tSA�gin� 11th I U0JL1OA8onvYV�420x5o�r8 G-1-8 H . 2-6-0 I 1-1-3 I 2-2-7 2-2-7 2-2-7 4A_ 1 1e 2 19 3 20 6 21 6 = 22 6 23 7 24 8 16 14 13 12 11 10 44= 3x10 MT20HS FP= 418= 3xb= 3A= 16-2-8 Plate Offsets X 4:0-1-6 a 16-2-8 5:0-i-8E e LOADING(psf) SPAC04G- 2-0-0 CSI. DEFL in (loc) Well Ud tMT2-OHS S fFT= TCLI, 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.25 13-14 >755 480 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.38 13-14 >499 240 BCLL 0.0 Rep Stress Ina YES WB 0.67 Ho (TL) 0.07 9 r/a n/a BCM 10.0 Code IRC2009?PI2(107 (Matrix) :64E LU6®FA• BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Sbucwral wood sheathing directly applied or 6-0-0 oc pudirs,except end verticals. BOT CHORD 2x4 SPF 2100E I SE(flat)•Except• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 82:2x4 SPF No.2(tlat) 2-2-0 oc bracing:10-12. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (Ihxsize) 15-951/0-38,9=951/0-3-8 Max Grav 15-1225(LC 4),9-1225(LC 12) FORCES (Ibl-Maximum CompressionfMaximum Tension TOP CHORD 1516=-380/0,1-16-379/0,9-17--368/0,8-17=-367/0,1-18=-2010,2-18=-20/0,2-19=-3656/0,3-19=-365&0,3-2D--.36%0,4-20--365&0,4-21-3992/0.5-21-399210,5-22=-3393 10,6-22=-3393x0,6-23--3393/0,7-23=-3393/0,7-24=-1910, 8-24=-19/0 BOT CHORD 14-15-0/2247,13-14=0/3992,12-13-0/3992,11-12=0/3992,10-11=0/3992,9-10=0/2034 WEBS 7-9=-2287/0,2-15=-2467/0,7-10-0/1648,2-14-0/1680,6-10=-510/0,3-14=-560/0,510=-94&0,4-14=-678/56,4-13=135191),512-59/173 NOTES 11 Unbalanced floor live loads have been considered for this design. 2)AJI plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 uness otherwise indicated. 4)T2 vuss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated bad of 250.011b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,wrimment with live and dead bads. 6)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this lass. 7)Recommend 2x6 strongbwks,on edge,spaced at 10-0-0 wand fastened to each taus with 3-10d(0.131"X 3")nails.Strorgbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Job 71"R Truss Type Ory Ply Cyee Ks Building B Main Floors 150119836/ Floor Girder 1 1 Jab Reference Urwersal Forest Products IDAMLOdvuMkWA 106 g fJ ck i ryvnn4 ELpAMSE3Lt gpI�1�L S�A r 1-8-7 1-3-15 0-9-4 � sme_,ea 56 II did= 3�6 II 315 II 6Y= 1 10 2 1, 3 12 4 13 5 4 T W1 W,Wi 2 W 3x1= 4*= 6 7 6 400= 6-10-12 6-10-12 0 11-4 Plate Offsets 4:0-3-0 a :0-1-8 E e 8:0-1-8 E 9:E 0-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.10 6 >786 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.18 8-9 >460 240 BCLL 0.0 Rep Stress Ina NO WB 0.63 Haz(fL) 0.03 5 We We BCDL 10.0 Code IRC20097TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBI]i- BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriiru,except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS (fib/size) 5=1544/0-&12,9=1547/0-9-1 Max Grav 5-1819(LC 12),9=1822(LC 4) FORCES. (lb)-Maximum CompressionfMaximum Tension TOP CHORD 1-9--590/0,1-10=0/0,2-1D-0/0,2-11--2418/0,3-11--241810,3-12--2418/0,4-12--2418/0,4-13=-241810,573=2418/0 BOT CHORD 8.9=017191,7-8=0/2418,6-7-/0 WEBS 57=0/2883,2-9--2679/0,3-8--173129,4-7—149310,2-8--281359 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This Miss is designed in accordance with the 2009 Intematioml Residential Code sections R502.11.1 and 8802.102 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated bad of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Tap Chord,concurrent with live and dead loads 4)'Semi-rigid pitchbreaks including 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 thus with 3.104(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 a vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect thus backwards. LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber Inaeasa=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6.9=-20,1-5--030 Job rn,s6 T"'�Type py P BuiWing B Hain Floors 1501 19838E F04 Floor 2 q `� reennce 1 r T�cln�Unversal Forest ProducLS ID:ANfLOdVUN37�sg6ri c�6�j3svY8m4 o�eyN_mKrKrSabgOSw>r 1 0-1-8 H 2-6-0 1 2-6-0 2-6-0 1-0-15 2-2-7 1-0-5 o-1 44= 3M II 4A_ 1 22 2 23 3 24 4 25 5 = 26 6 7 27 6 29 9 29 10 30 11 18 17 16 15 14 1 3ie= 4410= 3x6 FP= Sb= 4*= 3x8= 16-0-12 1 P-5-13 19-8-0 16-0-12 5 3 2-3 Plate Offsets X - 4:0-1-8 5:0-1-BE LOADING(psf) SPA;G7 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 PlatDOL 1.00 TC 0.90 Vert(LL) -0.23 17-18 >834 480 UT20 197/144 TCDL 10.0 LumL 1.00 BC 0.61 11.11 ) -0.34 17-18 >562 240 BCLL 00 Rep tress In r YES WB 0.78 Horz(TL) 0.04 13 rr/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:79 lb FT=O%F,0%E LUMBER- BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat)'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudirls,except end verticals. T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF 210OF I-SE(flat)*Except' B2:2x4 SPF No.2(flat) WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTION& (Ibrsize) 19=81610.38,13=1872/0-3-8,12=371/0-3-8 Max Uplik12=-555(LC 11) Max Grav,191090(LC 6),13=2274(LC 11),12=3(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 19-20=380/0,1-20=-380/0,12-21=36610,11-21--366/0,1-22=-20/0,2-22--20/0,2-23=302810,3-23=-302810,324=-302810,4-24=-3028/0,4-25=-2924/0,5-25=-2924 10,5-26=-1791/0,6.26-1791/0,6-7--179110,7-27=-1791/0, 8-27=1791/1).8-28=0/2165,9-28=0/2165,9-29-D/2154,10-29=0/2154,10-30=-19V0,11-30—19/0 BOT CHORD 18-190/1937,17-18=0/2924,16-17=0/2924,1516=0/2924,14-15=-54/294,1314=54/294,12-13=-1243/0 WEBS 413=-451/0,2-19=212610,8-13=-2517/0,2-18=0/1352,8-15=0/1974,3-18=58510,6-15=-480/11,4-18=-2281394,Sj5=1395/0,4-17-229/21,5-16-0/283,10-12=0/1416,10-13=-12590 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)At plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechan"connection(by others)of truss to bearing plate capable of withstanding 555 It,uplift at joint 12. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R80210.2 and referenced standard ANSVTPI I- 5)TNs truss has been designed for a moving ooncemrated load of 250.01b live and 25.OIb dead located at at mid panels and at all parted points along the Top Chord,owcuffent with live and dead loads. 6)'Semi-rigid pitchbreaks including heels'Member and fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,wedge,spaced at 10-0-0 m and fastened to each truss with 310d(0.131'X 3')nails.Strongbacks to be attached to walls at their aver ends or restrained by other means. 8)CAUTION,Do rot erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type ay Pry Greeks Building B Main Floors 1150111983189 F03L Floor Supported Gable 1 1 Job Reference(21262MD J Universal Forest Products U I D:AtvfL0dV61t'0W31ZaUi-r V60 ar8i 0*8 37 8 38 9 39 10 Q 11 41 2 Q 13 14 1 31 2 32 3 33 N 4 5 35 6 36 7 ............. ... ..........-...... T7-- ............. .................. tj S *Tj Sri rri sr S ST! sTl IL 26 25 24 23 22 21 20 19 18 17 16 15 3x6 11 FP= 16-7-8 16-7-8 Plate Offsets(XY)-11;Edoe,0-1-81,I29;EcIoe.0-1-8I LOADING W SPACING- 2-0-0 CSL DEFL in (10C) Udafl Idd PLATES GRIP TCLL 40.0 Plate Grip DOL too TC 028 Vert(LL) MT20 197/144 TCDL 10'0 Lumber DOL 1.00 BC O�07 Vert(TL) Na - Na 9M99 BCLL 00 Rep Stress Ina YES WB 008 Horz(TQ 0.00 15 Na Na 10�0 Code IRC2009)rrPI2007 (Matrix) Weight:57 lb Fr-O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 w purlins,except end verticals. BOT CHORD 2X4 SPF No"2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 SPF Not 2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF N0.2 a 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15-15/16-7-8,29-64/16-7-8,28-161/16-7,8,27-160/16-7-8,26-160/16-7-8,25-160/16-7-8,24-160/16-7-8,23=160I16-7-8,22=160/16-7-8,20-160/16-7-8,19-160/16-7-8,18=158/16-7-8,17=167/16-7-8,16.113/16-7-8 Max Uplift15-71(LC 14) Max Grav I 5-259(LC 16),29-338(LC 2),28--433(LC 17),27=432(LC 18),26=432(LC 19),25-432(LC 20),24--432(LC 21),23--432(LC 22),22=432(LC 23),20--432(LC 24),1 9=432(LC 25),1 8-430(LC 26),1 7-439(LC 27),1 6--376(LC 15) FORCES. (lb)-Maximum Compression/Maximum Tension 1,8-37-29/1,8-38-29/1,9-38-29/1, TOP CHORD 1-29-328/0,15-30-266/88,14-30-266188,1-31--29/1,2-31--29/1.2-32=-29/1.3-32=-29/1.3-33=-29/1,4-33-29/1,4-34--29/1,5-34--29/1.5-35--29/1,6-35-29/1,6.36-29/1,7-36=-29/1,7-37--29I 9-39---29/1,10-39--29/1,10-40--Ml,11-40--29/1,11-41--29/1,12-41=-29V1,12-42--2911,13-42=-29/1,13-14--29/1 BOT CHORD 28-29--1/29 27-28--1/29,26-27-1/29,25-26-1/29,24-25---1/29,23-24--129,22-23=-1129,21-22=-1129,20-21=-1/29,19-20--1/29,18-19-1129,17-18--1129,16-17=-1/29,15-16=-1/29 WEBS 2-28---40W:327=-406/0,4-26-A05/0,5.25=405V0,6-24---40510,7-23---40510,622=-405ffi,9-2().-40510,1610­406t0,11-18---404/0,12-17=41110,1316---361/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 co. 6)Provide mechanical con on(by others)of truss to bearing plate capable of withstancling 71 lb uplift at joint 15. 7)This truss is designed innech rdancis with the 2M International Residential Code sections R502.11.1 and R802-10.2 and referenced standard ANSI/TPI 1. acco oi rig with 8)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel prints along the Top Chord,concurrent th live and dead loads. 9)'Semi-rigid pitchbreaks including heels"Member arid fixity model was used in the analysis and design of this truss. 10)Recommend 2x6strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X31 nails.Strongbacksto be attached to walls at their outer ends a restrained by other means 11)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss Truss Type Oy Ply Greeks Building B Main Floors , 1501198381 F03GR Floor Girder 1 1 Job Reference �q2�1�L�T�1 �c Mr,�q 0pgg ¢¢,,QQ9g�z01l�� aa��gg Universal Faes7 Products F;�7�.�1p��J 29201 P�nnt9:7,@ j1 8I 7htU8LUIwp�I�ZOV9a'�IC'PJ( AO(.)bZJ tfr 1 ID:AtvfLOdVUt 3KXW31�a xz IU�UM8i7htU LUI 3X6 II 1-5-9 4411 34 II 1-8-7 6 7 2 6 3 22 M Scale.l9. T1 Ti Y W1 W/ W2 W3 W1 W1 T B1 44= 5 34= 1-o s 3-8-0 1-0-9 z LOADING(pst) SPACWG 2-0-0 CSI. DEFL in (loc) 1/Eefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC O.65 Vert(LL) 0.00 5 •••• 480 W20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.07 4-5 >614 240 BCLL 0.0 Rep Stress Ina NO WB 0.31 Harz(TL) 0.01 4 Na n/a BCDL 10.0 Code IRC2009(TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMER- BRACING- TOP CHORD 2x4 SPF No2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc pudins,except and verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (Ila'size) 5-1280/Mechanical,4=1047/0-3$ Kim Grav5=1576(LC 2),4=1338(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-877/0,3 -081/0,1-6=0/0,6-7-0/0,2-7=0/0,2-8--0/0,3-8=0/0 BOT CHORD 4-5-Wl 156 WEBS 2-4=-1378x0,2-5--140610 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 IMemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated bad of 250.011b live and 25.OIb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads.- 4)•Semi-ngid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbad s,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 a restrained by other means. 6)Use USP MSH422(With 10d nails into Girder 8 10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-8 from the left end to 2-7-8 to connect truss(es)F13(1 ply 2x4 DFl to back face of top chord. 7)Fill all nail Isles where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the thus are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber bcreasa�1.00,Plate Increase-1.00 Uniform Loads(pit) Vert:45=-20,1-3a-100 Concentrated Loads fib) Vert:6--958(B)8=-958(6) Jpb Truss Truss Type Oly Ph Greeks Building B Main Floors 15011983BF F03 Floor 4 1 Job 2Reference(oDbonalt �� 29 zo�s nor �t��s�c MoL1 klar�a�fl s,pe 20 �e Universal Forest Products tDAMLOdVUiN3l(XVV�3i1[at�i¢I Usgsy(:omCGnhbtlglJrmENXFa3el I L)NDIW3wtXYCxt9z.lr$ 0-1-8 2-60 i 1-2-0 i sayo$ 4*= 3w= 3M= 4e= 1 16 2 19 3 20 4 21 5 22 6 23 7 24 6 25 9 16 14 13 12 443= 3x1= 4x10= 3t®_ 19-8-0 19-8-0 Plate Offsets 4:0-1-8 12:0-1-8 E e LOADING(psf) SPACING 2-0-0 CSI. DEFL in (lw) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.42 11-12 >560 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.7011-12 >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 H=(TL) 0.09 10 Na Na BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:84 lb F?=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15--1159/G-3-8,10-1159A)-3-8 Max Grav 15-1433(LC 4),10=1433(LC 13) FORCES. (lb)-Maximum CompressiorMlaximum Tension TOP CHORD 1516=378/0,1-16.-378x0,10-17--379/0,9-17--378/0,1-18=-20/0,2-18=-20/0,2-19=4582/0,3-19=-4582/0,3-20=-458210,4-20=-058210,4-21=5633/0,521=5633/0,522=-5633/0,6-22=563310,6-23=1600/0,7-23--46MO, 4 7-24=-4600/0,8-24600/0,8-25=-20/0,9-25=-20/0 . BOT CHORD 14-15=0/2716,13-14-W5633,12-13-W5633,11-1M/5560,10-11-0/2728 WEBS 8-10=-2998/0,2-15=2985/0,8-11-/2181,2-14�"2182,7-11=-498/0,3-14=-509/21,6-11=-1244/0,4-14--1439/0,6-12--259/539,4-13=-54/196,512--206/59 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)Al plates are 1.5x3 MT20 unless otherwise indcated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502-1 1.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a moving concentrated bad of 250.0Ib live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 5)'Semirigid pitehbreaks including heels'Member end fixity model vies used in the analysis and design of this tens. 6)Recommend 2x6 shorgbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails.Stmngbades to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Job Tmss 7n1ss Typa Oty Ply =GreeksBuildirkq B Main Floors ISM1983BF F02L Floor Supported Gable 1 Universal Forest ProdIDts ID:ANUd ui 3 311.a�icZg°bsg��0 li�gzS �m3c C3g519w Z.16 f4V V�upglSLizP r 1 5418�131 3.1 3E FV_ gat= 30 2 35 3 36 4 37 5 38 a 39 7 40 a 41 9 42 10 43 11 M 12 45 13 48 14 47 15 4a 1s ....___. .... ......... _.... __.__. ---__ ._..... --___...._.... ..... _._ . .. w1 S1n S*a S*? s1 sr6 st, srp st 91e $n S'ril si stn art I I i i 'I 33 92 31 30 29 28 27 16 25 N 23 ZZ 21 20 19 t8 17 3M II 3ffi�= 3M II 19-9-0 19-9-0 Plate Offsets 1:E 0-1-8 33:E 0.1-8 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40,0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) Na - Na 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress In« YES WB 0.08 Horz(TL) 0.00 17 Na Na BCDL 10.0 Code IRC2009/TPI2007 (Mahix) Weight:67 lb FT=0%F,094.E LUMBER- BRACING- TOP CHORD 2,4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins,except end verticals. BOT CHORD 2x4 SPF No.2(flat) SOT CHORD Rigid ceiling Erectly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2«2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2«2x4 SPF Stud(flat) REACTIONS (lb/size) 33=65/19-9-0,17=52/19-9-0,32=159/19-9.0,31=160/19-9-0,30=160/19-9-0,29=160/19-9-0,28=160/19-9-0,27=160/19-9-0,26=160/19-9-0,25760/19-9-0,24=160/19-9-0,23=160/19-9-0,21=160/19-9-0,2(1=159/19-40, 19-165/19-9-0,18.139(19-9-0 Max Gmv 33=340(LC 2).17-327(LC 18),32-431(LC 19),31-432(LC 2(I),30=432(LC 21),29=432(LC 22),28-432(LC 23),27=432(LC 24),26-432(LC 25),25-432(LC 26),24-432(LC 27),23-432(LC 28),21-432(LC 29),20-431(LC 30), 19=437(LC 31),18=409(LC 32) FORCES. (Ib NM )-Maximum Compressioaximum Tension TOP CHORD 1-33--329/0,16-17-316/1,1-34=-27/0,2-34=-27/0,2-35--27/0,3-35x-27/0,3-36=-27/0,4-36=-2710,4-37=-27/0,537--27Po,5-38--27/0,6-38=27/0,6-39=-27/0,7-39=-27/0,740=-27/0,6-40=-27/0,841--27/0,931=-27/0,9-42=-27/0, 1032-27/0,1033-27/0,1133-27/0,11-44=-27/0,12-44=-27/0,1245=-27/0,13355-27/0,13-46=-27/0,1436=-27/0,1437=27/0,1547-27/0,15-48=-27/0,16-48=-27/0 BOT CHORD 32-33--0/27,31-32=0/27,30-31=0/27,29-30--0/27,2&29--0/27,27-28--0/27,26-27=0127,25-26--=7,2425x0 127,23-24--0127,22-23_-0/27,21-22 /27,20-21=0/27,19-200.0/27,18-19=0/27,17-184/27 WEBS 2-32=403(0,3-31-406/0,4-30=405/0,529=405/0,6-28-40510,7-27=305/0,8-26-405/0,9-25.-405/0,10-24-405/0,11-23-40510,12-21-406/0,13-20-404/0,14-19--40910,1518=-38810 NOTES 1)Unbalanced floor live loads have beer)considered for this design. 2)All pates are 1.5x3 MT20 unless otherwise inEcated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. 5)Non Standard bearing conEdon. Review required. 6)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.102 and referenced standard ANSVTPI 1. 7)This truss has been designed f«a moving concentrated bad of 250.011b live and 25.0lb dead located at all mid panels and at all panel points along the Top Chord,concurrent with five and dead loads. 8)-Semi-rigid pdchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strorgbacks,on edge,spaced at 10-0-0 oc and fastened to each truss With 3-10d(0.131'X 3')nails.Strargbacks to be attached to walls at their cuter ends or restrained by other means. LOAD CASES)Standard Jbb Toss Tmse type Qty Pty Greeks Building B Main Floors 15011983BF FO2GR Floor Girder 1 1 p� �g�p���y,J�agbReference Universal Forest Products ID:AtvfLOdVUiN:fKXW3iLaf'>� A 'eie�'tg�ai`J�7o' "fio' I�i,�'�Xr�`�a % qd o-1-8 H! 1-7-9 � 1r 6-10 1-79 1-7-9 1-7-9 � 2 3M= 3x1 11 be= 3�=M FP= 1 25 2 26 - 27 4 26 5 29 6 30 7 a 31 9 32 10 33 11 34 12 35 13 Z 77 2 22 21 19 16 1] 16 15 3*= 4x10= 4x10=3x10 MT20H5 4x3= 5-5-4 23-10-0 5-5-4 18-4-12 Plate Offsets 2:0-1-8 3:0-1-8 E 10:0-1-8 E 17:0-1-8 E LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.93 Vert(LL) -0.35 15-16 >629 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(R) -0.51 15-16 >434 240 MT20HS 148/108 BCLL 0.0 Rep Stress Ina NO W B 0.84 Hoa(TL) 0.06 14 rda n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat)-Except' TOP CHORD Structural wood sheathing directly applied or 55-7 oc pudins,except end verticals. T2:2x4 SPF 210OF 1.BE(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF No.2(flat)'Exoept' B2:2x4 SPF 210OF 1.11E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb�size) 23=241/0-3.8,20=280Sr0-3-8,14=958/0-58 Max Grav23-521(LC 8),20-3133(LC 11),14=1230(LC 20) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 23-24=-366/0,1-24—366/0,13-14--382/0,1-25.-19/0,2-25=-19/0,2-26=-513/19,3-26=513119,3-27=0/2429,4-27.&2429,4-28=0/2429,S2B=0/2429,5-29=-134lr266,6.29=-1341/266,6-30--1341/266,7-30=-1341/266,7-8=-3989/0, 8-31=-3989/0,9-31=3989/0,9-32-3989/0,10-32=3989/0,10-33=-3693/0,11-33=-3693/0,11-34=-3693/0,12-34.-3693/0,12-35-0/0,13-35-0/0 BOT CHORD 22-23---191513,21-22-19/513,20-21-19/513,19-20--8W/D,18-19=0/2975,17-18--0/2975,16-17=//3989,1516=/3989,14-15=0/2254 WEBS 4-20=4&W,2-23=-613"25,3-20=3099/0,2-22=70/93,3-21=-401133,12-14=-2481/0,520=-2427/0,12-1--0/1719,519=0/2111,11-15=-578/0,6-19--496/0,10-15--648/170,7-19=-2011/0,7-17-0/1325,10-16=-142/51,9-17=-455/0 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)All pales are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802-10.2 and referenced standard ANSVTPI 1. 5)This toss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,conwnent with live and dead loads. 6)'Semiiigid pilchbreaks including heels'Member arid fixity model was used in the analysis and design of this truss. 7)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 ata ends or restrained by other means. B)CAUTION,Do not erect toss backwards. 9)Use USP MSH422(With 1 D nails into Girder&10d nails into Truss)or equivalent at 3-7-4 from the left end to connect trusses)F03GR(1 ply 2x4 SPF)to frontlaoe of top chord 10)FlII all nail holes where hangar is in contact with lumber. 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 i Floor Live(balanced):Lumber Increase=1.00,Plate Incnease=1.00 Uniform Loads(p8) Vert:14-23-20,1-13-100 Concentrated Loads(Ib) Vert:3--1180(F) Job Truss Tn>$Type Qty Ply Greeks Building B Main Floors 15011983BF F02 Floor 4 1 Job Reference l)a� Universal Forest Products ID:AMLOdVui�3f�l�l�� 1knmpX'�I��c1n,e�°Ii�v7i 0-1-8 H 2-6-0 1-0-12� 0 9 ate_, 30.11 16 FP= 36 FP_ 1.5X1= WD= a.e II 4411 3.E II 8x10= 3ie II are= 1 21 2 22 9 D a 24 5 6 25 7 9 26 9 2r 10 ZB 11 4 to 17 16 15 14 to 12 9ie= 4x10= 15X1 II 1.5X1 II 4x10= 12 WIM45 FP= -0= 19-3-4 20-2-8 Plate OHSats - 4:0-3-0 E e 15:0-3-0,Edge],120:0-1-8,0-0-10] 19-3-4 0-11-4 LOADING(psf) SPACl4G 24)-0 CSI. DER.- in (loc) Udall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.38 15-16 >607 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.DO BC 0.66 Vert(TL) -0.61 15-16 >379 240 MT18HS 1971144 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(TL) 0.02 11 Na n/a BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:103 lb FT-0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Stmctural woad sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF 11o.2 or 2x4 SPF Stud(flat) REACTIONS (Ibsi2e) 19=115210-3-8,11=115510-8-12 Max Grev 19-1427(LC 4),11-1430(LC 22) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 19-20--388x0,1-20=388/0,1-21=-21/0,2-21=-21/0,2-22=-4790/0,3-22-1790/0,3-23-4790/0,4-23=-4790/0,4-24=-5827/0,524=-5827/0,5-F 5870/0,6-25=-5870/0,7-25=-5870/0,7-8=-5821/0,8-2f-5821/0.9-26=.5821/0,&27=-2838/0 10-27--283&0,10-28--2801/0,11-28--260/0 BOT CHORD 18-19-0/2825,17-18=0/5827,16-17=0/5627,1516=0/5827,1415=0/4705,13-14=0/4705,12-13=0/0 WEBS 2-19--3076/0.2-18-0/2278,3-18=-520/24,4-18=-1406/0,4-17=-17/97,11-13=0/3086,10-13=-595/0,9-13=-2144/0,9-15-0/1446,7-15-648/0,5.15=-504/403,5-16=-53/60 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)Al plates are MT20 plates unless otherwise irx➢cated. 3)This buss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSUTPI 1. 4)Ties truss has been designed for a moving concentrated bad of 250.01b live and 25.OIb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 5)'Semirigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 Wongbacks•on edge,spaced at 1040 m and fastened to each thus with 3-10d(0.131'X 3')nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside d top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard J6b Truss Type City Ply C Building B Mdn Floors 15011983BF F01 L Floor Supported Gable I I L Re Universal Forest Products W 3% 0 Li Sit wl 19 18 17 16 15 14 13 12 11 LOADING(psf) SPACIII 2-0-0 CSL DEAL in (Ioc) i/dell Ud PLATES GRIP LUMBER- BRACING- TORCHORD 2x4 SPIF NoMflat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudim,except and vewtical& BOT CHORD 2x4 SPF No2(flat) BOTCHORD Rigid ceiling chrecily applied or 1 D-0-0 oc bracing. OTHERS Z,4 SPF No.2 or 2x4 SPIF Stud(flat) Max Upfittl 1-25(LC 10) FORCES. (lb)-Maximum CornpressionfMaximurn Tension NOTES- I)Unbalanced fim live loads have been considered for this design. 3)Gable rectuires continuous bottom chord bearing. 4)Truss to be fully sheathed from one few a securely braced against lateral movement(i.e.ciagonal web). 6)Provide mechanicall connection(by others)of truss to bearing plate capable of withstantling 25 It,uplift ad joint 11. 7)Tris'rus"is designed in accordance�with the 2009 IntannationaJ Residential Code sections R502-1 1.1 and R802.10.2 and referenced standard ANSLTPI 1- 8)This truss has been designed for a moving concentrated load of 250.011b live and 25-01b dead located at at I mid pianals and at all panal points along the Top Chord,concumant with live and dead loads- 9)"Semi-rigid pitchbreaks including heels"Member arid fixity model was used in the analysis and design of this truss, 10)Recommord2x6sirongbacks,wedge,spacadatIO-0-0 oc and fastened to each truss with 3-10d(0.131"X 3*)nails.Strongloacksto be attached tD walls at their outer ends or restrained by other LOAD CASE(S)Standard Job Truss Tres Type I]ly PN Greeks Building B Main Floors 150119838E F01GR Floor Girder 2 1 .lob Reference universal Forest Products ID:AM1-0dVuUN1 31( JJ'3ai° t!TzY V2'A Nkcrtp bTzV6 6TJD'kpy��9&"ZAgUN 1-7-7 1-7-9 7 2 8 3 3x6 II IM= 1.Se II Srale�tE. T1 6 1.5A= W1 W1 v W3 W1 T IK1 B1 � 5 1-1-7 3-9-0 1-1-7 2-7-9 Plate Offsets - 1:E o-1-8 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (lm) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Ven(LL) 0.00 5 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(rl-) -0.07 4-5 .571 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 4 n/a Wit BCDL 10.0 Code IRC20OWMI2007 (Matrix) Weight:18 lb FT-0%F,01/.E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100E 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-30 oc pudins,except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 w bracing. WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS (lWsize) 5=787/0-3-8,4=761/0-3-8 Max Grav 5=1062(LC 2),4.1031(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-578x0,46=-535/0,36=-534/0,1-7=Q/0,2-7-0/0,2-8=-28/0,3-8=-28/0 BOT CHORD 4.5=0/866 WEBS 2-4--1046/0,2-5--1043/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 21X19 International Residential Code sec lions R502.11.1 and 8802.10.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated bad of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chard,concurrent with live and dead loads. 4)'Semi-rigid pitcllxeaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strorgbacks,on edge,spaced at 10-0.0 oc and fasterled to each truss with 3-10d(0.131'X 3')nails.Strorgbadks to be attached to walls at their puler ends or restrained by oth«means. 6)CAUTION,Do not«ect truss bac(wards. LOAD CASES)Standard 1)Dead+Floor Uve(balanced):Lumber Irl«ease=1.00,Plate In«ease=1.00 Uniform Loads(plf) Vert:4-5---20,1-3.-430 Jdb Truss Truss Type Oty Ply Gi eBkS Building B Main Floors �15011983BF F01 Flow 9 1 Job Reference I a 8g- fiGh 1Unversal Forest Products ID:AfvfLOd\MW 3i92z M;tZgV.&6a 45 73M 0-1-8 2-6-0 2-6-0 2-6-0 „ 1-8-10 „ 1-8-7 , 3*FP= 36 FP= 1.SO= 6YI2= 5>6 Sib II 618= 6A= 1 25 2 26 3 27 4 28 5 29 6 7 M 8 9 10 31 11 32 12 33 13 M 14 �?a 22 21 20 19 18 17 16 is I_ 3i8= 4x10= 1.5411 3M= 3x12 M185115 FP= 442= 15X1 SP=418= 22-9-4 23-8-8 22-9-4 0-11 4 Plate Offsets 4:0-3-0E 5:0-3.00-0-0 20:0-1-BE 24:0-1-80-0.10 LOADING(psi) SPACING 2-0-0 CSI. DEFT- in (loc) Well Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) _0.5319-20 .519 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(fl-) -0.8719-20 >315 240 M18SHS 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.95 Horz(IL) 0.03 14 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Mainz) Weight:135 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 OF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing. WEBS 2x4 SPF No.2 a 2x4 SPF Stud(Oat) REACTIONS (lb/size) 23=1362/0.3-8,14=1365/0-8-12 Max Grev23=1637(LC 4),14-1640(LC 28) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 23-24---411/0,1-24-410/0,1-25--27JO,2-25=-22/0,2-26=-5698/0,3-26=-5698/0,3-27=-5735/0,4-27=-573&0,4-28=7533/0,528--7533/0,5-2}-7533/0,6-29=-7533/0,6-7=-7968/0,7-30=-7968/0,8-30=-7968/0,8-9=-7968/0,9-10.-7968/0 ,10-31=-6392/0,11-31--6392/0,11-32--6392!0,12-32=6392/0,12-33=3256/,13-33=3256/0,13-34--3211/0,14-34=-3211/0 BOT CHORD 22-23=0/3372,21-22=0/7533,20-21=0!7533,19-20=0/8130,18-19=0(7293,17-18=0!7293,16-17=0/4956,15-16=MO WEBS 2-23=-3653/0,2-22=0/2710,3-22=483/88,4-22=2247/0,4-21-0/114,14-16-0/3544,13-16=-561/0,12-16=-2(193/0,12-17-/1829,11-17>=510/,10-17--1224/0,10-19=0/998,8-19-4431,6-19=-427/85,6.20>927/266,5-20=87/480 NOTES- 1 )Unbalanced floor live loads have been considered fa this design. 2)All plates are M1720 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANSVTPI 1. ls 5)This tns has been designed for a moving concentrated load of 250.0111 live and 25.Olb dead located at all mid panels and at all panel points along tine concurrent e Top Chord,co with live and dead loads. 6)-Semi-rigid pitchbreaks including heels'Member and fixity model was used in the analysis and design of this toss. 7)Recommend 2x6 stmngbacks,wedge,spaced at 10-0-0 oc and fastened to each toss with 3-10d(0.131"X r nails.Strongbacks to be attached to walls at their outer ends a restrained by other means. 8)Gap between inside of top chord bearing and first diagonal or vertical web shell not exceed 0500in. 9)CAUTION,Do not erect thus backwards. LOAD CASE(S)Standard Job �T Truss Type PlY Greeks Building B Main Floors 15011983BF 2F99L Floor Supported Gable Universal Forest Products Job Reference,(opfitmal) Ptir ��6-61 0§ 2V 201 � 'frA 2015 Xe IDAMLM."MkMiR XZ S9_j ZAM 31"r U1 X, 2 21 3 4 n 5 25 7 26 a 9 10A It .............. o ISTI. ;T11 ..................... .......... 19 is 17 is Is 14 13 11-0-12 11-0-12 Plate Offsets(&Y)-[1:Edge,G-1-8j,[l9:gdqe,0-1-8j - LOADM(pso 2-0-0 CSL DEFIL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate GNP DOL 1.00 TC 0.29 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 100 Lumber DOL l.DO BC 0.10 VertffL) n1a Va 999 BCLL 0:0 Rep Stress Inctr YES WB 0.09 HorzffL) 0.00 11 rVa rVa BCDL 10.0 Code lRC2009/TPI2DD7 (Matrix) Weight:40 lb Fr-O%F,0'/.E LUMBER- BRACING- TOP C14ORD 2x4 SPIF No 2(::al) TOP CHORD Structural wood sheothing directly applied or 6-0-0 oc purlins,except end varticals. BOT CHORD 2,4 SPIF N0�2(at) BOTCHORD Rigid calling directly applied or 10-"oc bracing. WEBS 2x4 SPF No-2 or 2x4 SPIF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Studlflat) REACTIONS. (lb/sae) 19-7&114)-12,11=gWll-O-IZ18-147/11-0-12,17-163/11-D-12,16-159/11-&12,15-160/11-D-lZl4-161/11412,13-156tll-0-12,12-175/11-0-12 MmGm�19-350(LC2),11--352(LCIl),18-419(LC13),17=435(LC14),16�431(LC15),15=432(LC16),14-433(LC17),13-428(LC18),12-"7(LC19) FORCES. (lb)-Maximum CompressionfMaximurn Tension TOP CHORD 1-19--33410,10-11-74/95,1-20�-43/0,2-2D=-43(0,2-21=-43tO,3-21=-43/0,3-22-43/0,4-22--43/0,4-23=-43tD,5-23=-43tO,5-24-A3/0,6-24---43fO,6-25--43/0,7-25--43/0,7-26-43/0,8-26-4310,8-27--"0,9�27=-4310,9-ID.-1515 BOTCHORD 18-19=0/43,17-18-0143,16-17-0/43.15-16-0/43,14-15-0/43,13-14-0143,12-13--0/43,11-12.&43 WEBS 2-18--397/0,3-17=-407/0,4-16=-405/0,5-15=-405/0,6-14--406/0,7-13--403fo,8-12--415/0,9-11--318/0 NOTES- 1)Unbeanced floor live loads have been considered for this design. 2)All plates an�1.5x3 MT2D unless,offiBrivists indicated. 3)Gable reWi—continuous bottom chord bearing 4)Truss to be fully sheathed fr=�face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced ad 1-4-0 oc. 6)This muss is designed in aco�rdanoa with the 2DD9 IntemabonaJ Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVrPI 1 7)This trusts;has bear designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,mincurrent with live and dead load& 8)-Semi-rigid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this mus& 9)Recommend 2x6 shongbacls,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 a restrained by other means. LOAD CASE(S)Standard �JM r Greeks Building B Main Floors TI F1 ' LOADING SPACING, 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL Plate Grip DOL TC 0.56 Vert(LL) _0 10 5 >420 480 WT20 197/144 BCLL Rep Stress[nor NO WB 0.21) Ho.(TL) .:010 nta We B DL -T IRC2009/TPI2D07 (Matrix) Weight:22 to Fr-VI.F,0'/6E LUMEP, BRACING- TOP CHORD 2x4 SPF 210OF 1.BE(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purfirs,except end verticals. BOT CHORD 2x4 DF 21350F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2x4 SPF No.2 or 2.4 SPF Stud(flat) NOTES- I Unbalanced floor live loads have been considered for this design. 2�This truss is designed in accordance vvith the M9 International Residential CA)de sections R502.1 1.1 and R802.10.2 and referenced standard ANSUTPI 1. 3)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all pane,1 points along the Top Chord,concurrent with live and dead loads. 4)*Semi-rigid pitchbreaks including heels7 Member end fixity model�vas used in the analysis and design of this truss. 5)Recommend 2x6 strorVbackA on edge,spaced at 10-0-0 wand fastened to each Inuss with 3-10d(0.131"X 3")naft Strongbaclu;to be attached to walls at their outer ends a restrained by other means. 6)Use USP MSH422(With I Od nails into Girder&1 Od nails into Truss)or equivalent at 1-10-4 from the left end to connect truss(es)F20(I ply 2x4 SPR to front face of top chord. 7)Fill all nail holes wtiere hanger is in contact Wth lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss we noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Rom Live(balanced):Lumber Incresse-1M,Plate increas�1.01) Uniform I oad,(pit) Concentrated Loads(lb) Job —Type I QtY Fly Greekii;Building B Main Floors 15011983B Floor Supported Gable 1 Un,varsal Forest Products Job Reference,(OPOMA IDAtvfLOdVui 2 11;rn 3.6 FP= 2 35 3 36 4 37 5 30 6 30 7 4C a 41 9 a 10 43 11 12 13 1. 45 is 46 is 47 17 .............. .......... . ............... ........... will STI T1 vt T? 31 25 V as 25 20 19 �a 34 FP= 10-8-4 19-8-4 Plate Oftsetsf&n-[1:Edge,o-lA.j33:Edoe,o-l-sl LOADING(psf) SPACIING� 2-0-0 CS1 DEFL in (too) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL TC 0.28 Ve't(LL) n/a rVa 999 MT20 197/144 TCDL Lumber DOL I DD BC 0.06 Vert(TL) n/a rVa 999 BCLL 10.0 Rep Stress Ina YES WB 0.08 H=(TL) 0.00 1 8 rd. n/a BCDL 0.0 Code IRC20OWMI2007 (Manix) Weight:67 lb FT.C%F,01Y.E LUMBER. BRACING- TOP CHORD&4 SPF NO'2(f:at) TOP CHORD Structural wocd sheathing directly applied or 6-0-0 oc purlins,except and verticals. BOT CHORD N4 SPF No.2(f at) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc,bracing. WEBS 2x4 SPF No.2 or 2X4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIOW (ltbtsi�e) 18-48/19-&4,33-65119-",32-160119-8-4,31-160/19-8-4,30-16(Vl9-94,29.160/19-8-4,28-16Q(1!�-8-4,27-160/19-84,26-160/19-&4,25-160/19-&4,24-160/19-84,23=160/19-8-4,22-1 1 20=16-1,09-8-4 19--13511"-4 601 9-84,21-159/19-8A, Max&a�18_322([_C ),33-339(LC2),32-432(LC19).31-432(LC20),30-432(LC21),29--432(LC22),28-432(LC23),27-432(LC24),26-432(LC25),25-432(LC26),24-432(LC27),23.432(LC28),22-432(LC29),21-431(LC30), 18) 20-437(LC 31),19-405(LC 32) FORCES. (lb)-Maximum CompressionlMaximurn Tension TOP CHORD 1-33-32910,17-18-312/9,1-34---27/0,2-34--27/0,2-35-27/0,3-35-27/0,3-36--27/0,4-36-27/0,4-37-27/0.5-37--27/0,5-38-27/0,6-38--27/0,6-39.-27/0,7-39--27/0.7-40--27/0,8-40=-27/0,841--27/0,9-41--27/0,9-42--2710, '0-42=-27tD'10-43�27/0,11-43=-27/0,11-12�-27/0,12-13--27/0,13-44--2710,14-44--27/(),14-45�27/0,15-45--27/0,15-46�-27/0,16-46--27/0,16-47=-27/0,17-47=-27/0 BOT CHORD 32-33--0/27,31-32=0/27,30-31=0127,29�30--&27,28-29--0/27,27-28--0/27,26-27-W27,25-26=0127,24-25--0/27,23-24--0/27,22-23--W7,21-22=0/27,20-21=0/27,19-20=0127,18-19--M7 WEBS 2-32-4WC,3-31-406/0,4-30-405/0,5-29--405/0,6-28-40510,7-27-40510,11-26"OW,9-25-Q5/0,10-24--405/0,11-23-405ffi,13-22--406/0,14-21-404/0,15-20--409/0,16-19--38" NOTES- i Un anced floor live loads have been considered for this design. 2�Mliplates are 1.5x3 MT20 unless otherwise inclicated. 3)Gable requires contmuous bottom chord bearing. 4)Truss to be fully sheathed from one tacei or securely braced against lateraJ movement(i.e.diagonal web). 5)Gabi studs spaced at 1-4-0 oc. 6)This=is designed in accordance with the 2009 IntemationaJ Residential Code sections R502.1 1.1 and BB02.10.2 and referenced standard ANSI/TPl 1. 7)This truss has been designed for a moving concentrated load of 25D.01b live and 25-01b dead located at all mid panels and at at panel points along the Top Chord,concurrent with live and dead loads 8)"Semi-rigid pitchbreaks including heels"Mernber arid fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbad(s,on edge,spaced at 10-0-0 oc arid fastened to each truss with 3-10d(0.131"X T)nails-Strongbacks to be attached to walls at their outerends or restrained by other means. LOAD CASE(S)Standard J 1501 1983BF 2F98GR Floor Girder 3ullding III Unin Floors Pb Truss Truss Type rsal Forest Products Unive In:Atvfl n%, W&F 6 2 TI wl W1 wl wl 81 4 3-2-0 3-2-0 Plate Ottsets(XYt--[1:Edw.0-1-81 LOADING(pso SPACING­ 2-0-0 CSL DEFIL in (Ioc) llj!Ll Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 DO TC 0.45 Vert(LL) 0-00 5 480 MT20 197/144 TCDL 100 Lumber DOL 1:00 BC 029 Ven(TL) -0.04 4-5 >987 240 BCLL 0�0 Rep Stress Ina NO WB 0:20 H=(TL) 0.00 4 n1a rVa BCDL 10.0 code IRC2009rrPI2007 (Matrix) Weight:16 to Fr-O%F,0*/.E LUMBER- BRACING- TOPCHORD N4 SPF No 2 1 TOP CHORD Stwurad ood sheathing directly applied a 3-2-0 oc purlins,except end verticais. .(f�at) BOTCHORD 2x4 SPF No.2(at) BOT CHORD Rigid wiling directly applied or 1 D-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 5­545IMectranical,41-545IMecharrical Max Grav5-82G(LC 2).4.M(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5--33410,3A--334/0,11-0/0,2-6-010,2-7-0/0,3-7--WO BOT CHORD 4-5=0f716 WEBS 2-5-930/0,2-4---93010 NOTES- 1)Unbalanced floor Inte loads ha�e been considered for this design. 2 TNs truss is designed in accomiance with the 2009 international Residerdial Code sections R502.1 1.1 and RB02.10.2 and referenced standard ANSLTPI 1. 3�This"'as has been designed for a moving concentrated load of 250.01b We and 25.Olb dead located at all mid panels and at all panel points,along the Top Chord,concurrent with We and dead loads- 4)'Semi-rigid pitchbreaks including heels"Member end fixity model�used in the analysis and design at this trues. 5)Recommend 2x6strongbacits,on edge,spaced at 10-D-0 wand fastened to each truss Win 3-10d(0.131"X 3*)nails.Strongbacks lobe attached to walls ad their outer ends a restrained by other mews. 6)Use USP MSP422(With 1 Od nails into Girder&1 Od nails into Truss)or aWwalent at 1-7-0 from the left end to connect truss(es)F22(I ply 2x4 SPF)to back face of top chord 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the huiss we noted as front(F)or back(B). LOAD CASE[S)Standard 1)Dead!.Floor Lhie(balanced):Lumber lncr�1.00,Plate Increass-1.00 Unifionn Loads(pit) Vert 4-5--20,1-3-100 Concentrated Loads(lb) Vert;2--740(B) Job T Tnes Type Holing B Main Floors 15011983BF 2F97GR Floor Willer LhversaJ Forest Prodicts Job Reference(00-01) IDAMI(M]'11TRIZ 1-.15 n .610 i g I - u g 4 8i w CU 1-8-7 1-1-2 scaw-11.4 42 4_ 12 4 T1 TI 7 On -1 wi wl a, -------------- If 7 3. 5-3-0 5-3-0 Plate Offsets MY)-[2:0-3-O.Edgel,[3:0-3-0,Eogej LOADING SPACING- 2-G-0 CS1' DIEFL in (loc) Udall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL I DD TC 0. Vert(L-) -0.03 7 �999 480 MT20 197/144 TCDL 100 Lumber DOL I�00 BC 0.4449 Vert(r-) -0.04 7 >999 240 BC1-L 0:0 Rep Stress Incr NO WB 0A7 HoM(TL) 002 5 rVa rk/a BCDL 10.0 Code IRC2009/'rPI2007 (Matrix) Weigtd:29 lb FT-O%F,OY.E LUMBEP, BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Stnictural wood sheathing directly applied or 5-3-0 oc purlins,except arid verficais. BOTCHORD 2x4 SPF No.2lflat) BOT CHORD Rigid wiling directly applied or 10-0-0 oc bracing. WEBS 2X4 SPF No-2 or 2x4 SPF Stud(flat) REACTIONS. (lb/sue) 8=1039110lechanicaJ,5=1120/0-5-8 MaxGrav8-l336(LC4),S.1423LC8) FORCES. (lb)-Maximum CornpressiorMaximm Tension TOPCHORD 1-8-400/(),4-5--49010,1-9-0/0,2-9-010,2-10--1745/0,3-IO.-1745/0,3-11-Wo,ii-12.V0,4�12=0/0 BOTCHORD 7-8-0/1745,6-7-&1745,5-6�1745 WEBS 2-8--204010,2-7-A/47,3-5--2040/0,3-6-W62 NOTES- 1 Unbalanced floor live loads have been considered for this design. 2�This truss is deaugned in accordance with the 2009 International Residential Code sections RS02,1 1.1 and R802.10.2 arid referenced standard ANSVTPI 1. 3 This miss has been designed for a moving concentrated load of 250.011b live and 25.Olb dead located at all mid panels and ad all panel points along the Top Chord,conctrment with live arid dead loads. 4�"Serni-rigid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this truss- 5)RecarnmencIZ,15 strongltbad�%wedge,spaced at 10-0-0 0C and tastenedlo each truss with 3-10d(0.131"X 3")nails.Strongba&s to be attached to ails at their otfier ends cr restrained by other means. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or eWivalent spaced at 2-0-0 oc max.starting at 1-9-8 from the left arid 10 3-9-810 connect Iniss(m)21`09GRB(I ply 2x4 SPF),2FIO(1 ply 2x4 SPF)to backface of top chord. 7)Fill all"ail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss we noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead.Roor Live(balanced):Lumber increaas�1.00,Plate Increass-1.00 Uniform Loads(plf) Vert:5-8--20,1-4-100 Concentrated Loads(11b) Vert:2-910(B)11=-649(8) i City -���dlng B Main Floors 15011983BF R Floor Girder 1 Univers,al Forest Produc.is 15.P g4 ME Yd4o" R r IDAMLOd 0MY? q,MR MM, NOn ge MYM� 1-6-15 1-7-9 7 2 3 T, wl On En s,s 5 4 3-8- 1--77 2-7-1 Plate Offsets()�Y)-fl:Edw,0-1-81 LOADING(psf) SPACING, 2-0-0 CSL DEFL in (loc) 1/1!11 LJd PLATES GRIP TCLL 400 Plate Grip DOL TC 0.72 Vert(I-L) 00 5 480 MT20 197/144 BC 055 Vert(TL) -0 07 4-5 >592 240 TCDL 1&0 Lumber DOL I OD BCLIL 0.0 Rep Stress Ina NO WB O�42 Fiorz(TL) &01 4 rita We BCDL MO Code IRC2009/TPI2007 (Matrix) WeigInt;18 lb FT=0-/.F,MAE LUMBER- BRACING- TOP CHORD b(4 SPF No.2(flat) TOP CHORD Structural wood sheathing clirectly applied or 3-8-8 oc,purtins,except end verticals. BOTCHORD 2x4 SPF No.2(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (Ikdsjze) 5--1028AAechmical,4=1104/MechanicaJ MaxGra�5-1315(LC2),4=1392(LC5) FORCE& (lb)-Maximum CompressionfMaximurn Tension TOPCHORD 1-5-40510,3-4=-451/0,1-6-0/0,6-7-0/0,2-7-0/0,24�=WO,3-8-0/0 BOT CHORD 4-5-0/1 470 WEBS 2-4---180310,2-5-1783/0 NOTES- 1)Unbalanced floor live ioads have been considered for this design. 2)This truss is designed in accordance wft the 2009 mernational Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1 3)This truss has been designed for a moving concent=load of 25D.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,cancurrent with live arid dead loads. 4).Semi-figid pitchbreaks including heals"Member arid fixity moded was used in the analysis and design of this truss. 5)Recommard2xii strongbad;s,onedge,spaced at 10-G-0 wand 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 mews. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or ecluivalent at 1-10-4 from the left arid to connect truss(es)21`21(1 ply 2x4 DF)tobackfaceoftopchorcl. 7)Fill all nail holes w1here harigar is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss we noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead.Roor Live(balanced):Lumber lncressa�1.00,Plate lrcn�1.00 Uniform Loads(pit) Vert:4-5-20,1-6-ADO Concentrated Loads(lb) Vert:2--1208(B) Trapezoidal Loads(pit) Vert:6-265-to-3=-265 Job Tnss Truss Type 71 -Ty Greeks BUlldin I B Main Floors , 15011983BF 2F95GR FLOOR GIRDER - 1 Job Reference MAY Universal Faesl Products IDA I&Od�ui�J3 3ai af�zz 8sg7-�ill�Vy Wpw Sc.r nil Cln4ouigKUo6kzcJM SUP r Or5-13 1-7-10 1 1-9-4 a i sral.:3/t_1 Mswzs Mstwz2 916 II 6 // fir12= 3.11 M 316 II 916 I I 7r14 Mi2p15= 316 II 1 2 14 3 15 18 5 6 t] 18 ] 19 20 8 12 11 to ]x16= fiID= 66= N6 II ]N4 MRelle= 10-2-0 10-2-0 Plate Offsets - 6-0-3-00-0-0 9:E a 0.3-0 10:0-1-8 E 13:E 0-3-0 LOADING W SPACING 1-0-0 CSI. DEFL in (1oc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.1011-12 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.1811-12 >675 240 KF20HS 148/108 BCLL 0.0 Rep Stress Ina NO WB 0.64 Horz(TL) 0.04 9 n/a We BCDL 10.0 Code IRC2009/TP12007 (Mabix) Weigh:74 lb FT=0%F,0%E LUMII BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc pudins,except and verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS (Ib/size) 9--2719/0-3-8,13--4122/0-3-8 Max Grav9=2994(LC 12),13-4397(LC 4) FORCES (lb)-Maximum CompremonfMaximum Tension TOP CHORD 1-13--369/0,8-9=-490/0,1-2=0/0,2-14=-12(17/0,3-14=-1207/0,315=-7156/0,4-15--71560,4-16=-7255/0,516=-7255/0,5-6=-7125/0,6.17=-71250,17-18..-7125/0,7-18--7125/0,7-19=0/0,19-20-/0,8-20=0/0 BOT CHORD 12-13=0/5042,17-12-0!7125,10-11=0/7125,9-10=0/4733 WEBS 3-12--0/2626,4-12--146610,5-12--115W,5-11=-060/0,7-9=-5451/0,7-10=0/2903,6.1D--1186(1,2-13--2510/0,3-13--45860 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8802.102 and referenced standard ANSVTPI 1. 4)This truss has been designed for a moving concentrated load of 250.0Ib live and 25.O1b dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 5)'Semirigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this mm. 6)Recommend 2x6 shongbacks,on edge,spaced at 10-0-0 wand fastened to each trLw wdd13-11)d(0.131'X3')nails.Strorgbac ks to be attached to walls at their outer ends a restrained by other means. 7)Use LISP MSH426(With 16d nails into Girder 8 16d nails into Truss)a equivalerrt at 0-7-12 from the left end to connect truw(es)Fl3GR(1 ply 2x4 DF)to front face of top chord. 8)Use USP MSH422(With 1 Od nails into Girder 8 1 Od nails into Truss)or equivalent spaced at 2-0-0 w max.starting at 2-7-12 from the left end to B-7-12 to connect truss(es)F30(1 ply 2x4 DF)to front face of top chord. 9)Fill all nail holes where where is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted w front(F)or back(B). LOAD CASE(S)Standard 1)Dead.Floor Live(balanced):Lumber increase-1.00,Plate Increase-1.D0 Uniform Loads(p8) Vert:9.13--10,1-8--50 Concentrated Loads fib) Vert:2=-2126(F)15--1030(F)16=-1030(F)17=-1030(F)19=-1030(F) J9b Truss Tess Type Oty PH Greeks Building B Abin Floors 15011983BF 2F am Floor Girder 1 1 Jab Reference Unversal Forest Products IDANLOdvu 3'ft�a� ."Y 7u%"gO mp f na-mum 0-1-8 H 2-6-0 1 1-7-9 1-7-9 0 1 4x10= 3M= 3x4= 5x12 1.s= 1 IB 2 19 3 20 4 21 5 M 6 M 7 N B 25 9 lar 16 14 13 12�— 11 4x10= 4,®= 3�8= 4*= 18-6-8 18-6-8 Plate Offsets 4:0-1-8 a 10: e0-1-8 12:0-1-8 E e LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.4311-12 >515 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.73 11-12 >299 240 MT18HS 197/144 BOLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.09 10 Na Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:821b FT-0°/F,M.E LUMBER- BRACING TOP CHORD 2x4 OF 2850F 2-3E(fiat) TOP CHORD Structural woad sheathing directly applied or 5-511 ac pudins,except end verticals. BOT CHORD 2x4 OF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=1198/0-5-8,10=213110-3-8 Max Grav 15=1475(LC 4),10-2439(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1516--3711/0,1-16=377/0,10-17--346/0,9-17--34610,1-18--20/0,2-18--20/0,2-19=-4739/0,&19-4739/0,3-20=-0739/0,4-20=-0739/0,4-21=58880,521--5888V0,5-22--5888/0,6-22=588810,6-23=-4587/0,7-23=-0587/0, 7-24=-4587/0,8-24--4587/0,8-25--16/0,9-25=-16/0 BOT CHORD 14-15=0/2801,13-14-W5888,12-13=05888,11-12=(/5708,10-11=013284 WEBS B-10--4027/0,2-15=3079/0,8-11-W1693,2-14-0/2265,7-11=464/0,3-14--498158,6-11--137410,4-14--1599/0,6-12=-267/522,4.13=0/208,512--230/38 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All pates are WT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)Thus thus is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 880210.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated bad of 250.O1b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 6)'Semi-rigid ptchbreaks including heels"Member end fixity model was used in the analysis and design of this thus. 7)Recommend 2x6 stro gbad(s,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131^X 3')nails.S[mngbacks to be attached to walls at their outer ends a restrained by other means. 8)Use USP MSH422(With 1 Od nails into Girder 8 1 Od nails into Truss)or equivalent at 16-8-12 from the left end to connect truss(es)2F96GR(1 ply 2x4 SPF)to front face of top chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. 9)Fill all nail holes where hanger is in contact with lumber. 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 Uve(balanced):Lumber Inoreasa-1.00,Plate Increase-1.00 Uniform(dads(pit) Vert:10-15='20,1-9---100 Concentrated Loads(ib) Vert:8-1146(F--1075,B=-71) Job Tnss Tr use Type (]ly PIY Greeks Building B Min Floors 15011983BF 2F22 Floor 2 1 Job Reference Universal Fwest Products ID:AtvfL0dru N9Mi2atzM;'Sf/q)vJZM=IIMu�"l$4pc� ,YA',1 9�W4 njbl 0-1-8 H 2-6-0 1 46 1-7-9 1-7-9 o- 8 4 3*= 44= 1 16 2 19 3 20 4 21 5 22 6 23 7 24 a 25 9 16 14 13 123i0— 11 410= _ 44= 18-6-8 18-6-8 Plate Offsets Y)- 4:0-1-8 12:0-1-8 E LOADING(per) SPACING 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.34 11-12 >645 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.DD BC 0.46 Vert(TL) -0.58 11-12 >380 240 0 BCLL 0. Rep Stress Inw YES - WB 0.80 Hwz(TL) 0.07 10 nda rda BCDL 10.0 Code IRC2009i rP12007 (Matrix) Weight:79 lb Fr=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2850F 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ir,s,except and verticals. BOT CHORD 2x4 DF 285OF 23E(flat) BOT CHORD Rigid calling direct WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) 9 n8 ry applied w 10-0-0 oc bracing. REACTIONS. (Iti/size) 15=1091/0.5-8,10=109110-3-8 Max Grav 15-1365(LC 4),10=1365(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 15.16=-379/0,1-16.-37810,10-17=-347/0,9-17=-347/0,1-18=-20/0,2-18=-20/0,2-19=-428810,3.19 4286/0,3-20--4288/0,4-20=3288/0,4-21=5087/0,521.-5087/0,522=-5087/0,6-22=5087/0,6-23--3238/0,7-23=-323&0, 7-24=-3238/0,8-24=3238/0,8-25=-1810,9-25=-18/0 BOT CHORD 14-15-012563,13-14-0/5087,12-13-0/5087,11-12=0/4593,10-11=0/1824 WEBS 8-10--2211/0,2-15-2817/0,8-11=0/1845,2-14-WM29,7-11-472/0,3-14=-533/23,6-11=-1635/0,4-14=-1215/0,6-12-0/870,4-13--72/138,512--32?JO NOTES 1)Unbalanced flow live loads have been considered for this design. 2)All plates are 1.54 MT20 urdess wherwise indicated. 3)This hum is designed in accordance with the 2009 International Residential Cade sections R50211.1 and R802.102 and referenced standard ANSVTPI 1. 4)This truss has been designed for a moving concentrated bad d 250.011b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 5)'Semi-rigid ptchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strorgbacim,on edge,spaced at 10-0-0 cc and fastened to each thus with 3-10d(0.131"X 3')nails.Strongbacks to be attached to walls at their outw ends or restrained by other means. LOAD CASE(S)Standard Job Tess Tnss Type City Ply Greeks Building B Yain Floors 15011983BF 2F21 Floor 1 1 Job Reference is Universal Forest Products ID:AMLOAZiN�3 I'2.Z-'PfQ U�fy�JMnY''90r-VyGnryjlh76x-96'6'r9A 0-1-8 H 2-6-0 1-57 1-7-9 , � � 15,0 II 1.5X1= 44= 1.5,0 II 3x0= 1.5411 34= 3.I 1 16 2 17 3 16 4 19 5 — 20 6 21 7 22 8 FL , h 13 12 10 8 4.s= 1S.s II tSXi II 4,8= 3A= 36 16-7-0 16-7-0 Plate Onsets(X,Y)- 4:0-1-8 E 15-0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/de8 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.2312-13 >855 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.35 12-13 >565 240 SCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IRC2009/TPl2007 (Matrix) Weigh:72 lb FT=O/F,OYE LUMBER- BRACING- TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.except end verticals. BOT CHORD 2x4 DF 2850F 23E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradrg. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) ' REAC110NS. (lb/size) 14=974/0-5-8,9=1308/Mechanical Max Grav 14=1248(LC 4),9=1583(LC 12) FORCES. (Ib)-Maximum CompressionfMaximum Tension TOP CHORD 14-1rx-380/0,1-15c380/0,8-9=70810,1-16-20/0,2-16=-20/0,2-17=-3762/0,3-17=3762/0,&18=-3762/0,4-18=-3762/0,4-19=-4140/0,519=-4140/0,520=3729/0,6-20=3729/0,6-21--3729/0,7-21=-372910,7-22=0/0,8-22=0/0 BOTCHORD 13-14=0/2297,12-13--0/4140,it-12=0/4140,10-11=0/4140,9-10/2303 WEBS 7-9=-2535/0,2-14=-2522/0,7-10=011685,2-13./1742,6-10=487/30,3-13=-564/0,51 D=-801/0,4-13=-733113,4-12=129/88,511=761180 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This ill is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 3)Ths truss has been designed for a moving concentrated bad of 250.0lb live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 4)'Semi-rigid ptchbreaks including 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.Strorgbacks to be attached to walls at their outer ends a restrained by other means. 6)CAUTION,Do not erect thus backwards. 7)Hanger(s)or other connection devicels)shall be provided sufficient to support concentrated loads)164 lb down at 16-8-10,and 164 lb dovm at 16-8-10 on top chord.The designtselection of such connection de ros(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES)Standard 1)Dead+Floor Live(balanced):Lumber Increase-1.00,Plate Increase-1.00 Uniform Loads(ptf) Vert:9.14-20,1-8=-100 Concentrated Loads(lb) . Vert:8=-328(F--164,B=-164) . Job Truss Truss Type Oy Ply LGr".Building B Main Floors 150119836E 2FZOGR Floor Girder 1 Reference Universal Forest Prodilcts IDAMLOTMOMM"rzlsg�Yl�CiyJsJylsw` l�rvyj�i7" tW�bc'gin d 0-1-8 H 1 2-6-0 —� 1-8-7 1-7-9 1-5-0 ,sr u 153= 4M= 1.5X3 II 3A= ,.SXi II 3M= 154 II M 3xf is 1 17 2 18 3 19 4 20 5 21 8 22 7 23 9 24 9 .......... 1a 14 13 12-_ 11 4x10= 1.5X1 II 4�_ 3a= 4e— 18-3-0 18-3-0 Plate Offsets - 4:0-13 110:Edo-0-1-8 12:0-1-8 E LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.DD TC 0.85 Vert(L-) -0.39 11-12 >560 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.67 11-12 >324 240 BCLL 0.0 Rep Stress Ina NO WB 0.87 Horz(TL) 0.08 10 n/a Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER. BRACING- TOP CHORD 2x4 DF 285OF 2Millet) TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc puriins,except and verticals. BOT CHORD 2x4 DF 2850F 23E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=1169/0-5.8,10=2137/Mechanical Max Grav 15=1447(LC 4),10-2446(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 15-161-378/0,1-16=-378/0,9-10=-339/0,1-17=-20/0,2-17=-20/0,2-18=-4616/0,3-18=-46160,3-19=-0616/0,4-19=-0616/0,4-20=-566,5/0,520=5665/0,521--5665/0,621=5665/0,6-22=1244/0,7-22--4244/0,7-23=-4244/0, 8-23--4244/0,8-24 010,9-24=0/0 BOT CHORD 14-15=0/2737,13-14-0/5665,12-13=0/5665,11-12=0/5413,10-11=0/2914 WEBS 8-10=-3747/0,2-15=3008/0,&11=0/1724,2-14=/2199,7-11..-468/0,3-14=-507/47,6-11m-1424/0,4-14=-1487/0,6-12=-202/593,4-13=-13/189,512--249122 NOTES• 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 880210.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated bad of 250.01b live and 25.OM dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 4)'Samitigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss 5)8ecommend 2x6 sfrongbacks,on edge,spaced at 1040 oc and fastened to each truss with 3-10d(0.131'X 3')nails.Strongbacks to be attached to walls at their outer ends a restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)a equivalent at 16-8-12 from the left end to connect truss(es)21`96GR(1 ply 2x4 SPF)to hack face at top chord. 8)FlII all nail holes where hanger is in contact with lumber. 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 i Floor Live(balanced):Lumber Inaeasa=1.00,Plate Increase-1.00 Uniform Loads(p8) Vert:1D-15=-20,1-9--100 Concentrated Loads(Ib) Vert:8-1152(F=-112,B=-1040) Jdb Truss Truss Type ON PN Greeks Building B Main Floors 15011983BF 2F20 Floor 4 1 Job Reference Universal Forest Products ID:AML08�FdA3 I�a�s�¢ (�s9 -HRS��h W r`�j-1kc`V1 6m'jmiF s9 �116�i1 r8e 0-1-8 H P-6-0 �1-5-14 r 1-7-9 1-7-9 5X II 1.5X1= 41®= 15X1 II 39 1.5a 11 SEi_ 3M is 1 17 2 16 3 16 4 20 5 N 6 22 7 23 6 w.24 9 14 13 12s*`_ 11 to 4x10= 1.5X1 II 41a= 36= 3r6= 18-3-0 18-3-0 Plate Offsets 4:0.1-8 E e -B.EdQel E LOADING(psf) SPACING 2-0-0 CSI- DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.31 11-1 2 >698 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(1L) -0.53 11-12 >405 240 BCLL 0.0 Rep Stress 1= YES WB 0.78 Hoa(TL) 0.07 10 Na Na BCDL 10.0 Code IRC2009, P12007 (Matrix) Weight:79 lb FT=0%F,ME LUMBER- BRACING TOP CHORD 2x4 DF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except and verticals. BOT CHORD 2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=1074/0-5-8,10=1080/Mechanical Max Grav,15-1348(LC 4),10-1355(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 15-16=-379/0,1-16--379/0,310=349/0,1-17=-20/0,2-17--20/0,2-18=-4207/0,3-18=3207/0,&19-4207/0,4-19=-4207/0,4-20=-4960/0,5-2D=-4960/0,5-21=-4960/0,6-21=4960/0,6-22=-3183/0,7-22=-3183/0,7-23=-3183/0, 8-23=-318310,8-24 O/0,324=0/0 BOT CHORD 14-15=0/2523,13-14=0/4960,12-13=0/4960,11-12=0/4500,10-11=0/1798 WEBS B-10--2183/0,2-15--2773/0,B-11-O/1809,2-14-/1963,7-11=-471/0,3-14=533/13,6-11=159210,4-14=-1147/0,4-13=-78/132,55-12=-307/0,6-12=0/821 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections 8502 and 11.1 a 8802.10.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated bad d 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,cons inem with live and dead loads. 4)"Semi-rigid pitchbrllaks including Heels Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 1040 wand fastened to each truss with 3-10d(0.131"X 3")nails.Shongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job Truss r I Ply Greeks Bul d1ing B Main Flom I SM 1 9838F 21=18L poned Gable I Universal F "oductS Job Reference 16' :47f;1.5.Pr JDAMB 49&V 110 qS ME 0,18M®R5, v ain Q '7 21 1 1 7 So ST'. ILI ........... ................... L 12 11 10 7-8-10 7-3-6 LOADING(Pat) SPACINIG- 2-0-0 CS1 DEFIL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) n1a rVa 999 MT20 197/144 TCDL 100 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa is 999 BCLL O:o Rep Stress Ina I YES WB 0M Horz(TL) 0.01 8 rVa in/a BCDIL 10.0 Code IRC2009frP 2007 (Matrix) Weight:29 lb Fr=O%F,01Y.E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(fiat) TOP CHORD Struaural wood sheathing directly applied or 6-0-0 oc purfins,except arid varticaJs. BOT CHORD 2x4 SPF No.2(flat) BOTCHORD Rigid calling directly applied or 6-"oc bracing, Except: WEBS 2X4 SPF No.2 orN4 SPF Stud(flat) 10-0-0 oc bracing:13-14. OTHERS 2x4 SPF No.2 or 2X4 SPF Stud(flat) BLl:44 Sp No.2(flat) REACnONS. (lb/size) 14--6f7-8-10,8-36/7-8-10,16-4717-8-10,13-16417-8-10,12-15917-&10,11=159,7-8-10,lD.16317-8-10,9-147(7-8-10 ..Uplift8-2(LC 7) MUG-14_6(LCl),"-10(LC9),16--122(LC2),13=436(LC10),12--431(LC11),11-431(LCI2),10=435(LC13),9-418(LC14I FORCES. (lb)-Maximum Compression/Maximurn Tension TOPCHORD 8-15�-304/9,7-15-303/9,1-17--16/0.2-17--16/0,2-18--1610,3-18-16/0,119.-1610.4�19--16/0,4-2D=-16/0,5-20-1610,5-21--1610,6-21=-16/0,6�22--16/0,7-22--1610,1-16=-32?JO BOTCHORD 13-14-0/0,12-13---0/16,11-12--Wl6,10-11=-0/16,9-10=-0/16,8-9--0116 WEBS 2-13=-412VO,3-12=-404/0,4-11=-405/0,5-10---408/0,6-----393/0,1-13--1/22 NOTES- I I Unbalanced floor live loads have been considered for this design. 2)At plates,we l.5x3 MT20 unless othervAse indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal eb). 5)Gable studs spaced at 1-4-0 oc. 6)Bearing at joint(s)16 considers parallel to grain value using ANSVrPl I angle to grain formula.Building designer should verity capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 Iti uplift at joint 8. 8)Beveled pled or shim required to provide full bearing surface Mth trues chord at joint(s)16. 9)This 1�is=gned in awordawe vdth the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)This true"has been designed for a moving wncentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,�nant with live and dead loads. 11)"Semi-rigid prichbreaks including heels"Member end fixity model was used in the analysis and design of this tms& 12)Recommend ZK6 strongbacks,wedge,spaced at 1D-0-0 wand fastened to each truss with 3-10d(0.131"X3�nails.Strongbacks to be attached to walls at their outer ends or restrained by all- m.ans- 13)CAUTION,Do not wed truss badwrdrds. LOAD CASE(S)Staindard Job Truss Truss Type Cry Pry LGreeks Building B Main Floors 15011983BF 2F18GR Floor Girder 1 1 Reference Universal Forest Products ID:ANfLOdVui310C�1�3iaxzOsg-bieof28d�v16�Lg) Icw '1HSr81 1-8-7 � I 1-8-5 0�8 era 3's 11 3i6 II 3,6 II 1 13 2 14 3 15 4 16 5 rr 11 0_1 .5% 2 W2 1 4�8= 1.90 1 1.SD It 10 B 8 6 3�6— 0-5-4 7-8-10 0-5-4 7-3-6 Plate Offsets 11:0-1-80-0-10 LOADING(psf) SPACING 2-0.0 CSL DEFL in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 028 Vert(LL) -0.05 8-9 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) -0.07 8-9 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 6 n/a n/a BCDL 10-0 Code IRC2009/TPI2007 (Matrix) Weight:41 lb FT=OYF,0P/6E LUMBEP, BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins,except and verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied a 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 4x4 SP No.2(flat) REACTIONS. (lb/aze) &=441/0-5-8,12--441/0-2-10 Max Grav,6=713(LC 9),12=716(LC 4) FORCE (lb)-Maximum Compression(Maximum Tension TOP CHORD 6-11=314/40,5-11=313/40,1-13--931/0,2-13=-931/0,2-14=-963/0,3-14=-963/0,3-15.-989/0,4-1Fi=-989/0,4-16=-17/2,516=-17/2,1-12=-716/0 BOT CHORD 9-10-0/0,8-9 /989,7-8-0/989,6-7-0969 WEBS 1-9--0/1095,2-9--5"0,3-9=-252/162,3-8--40/15,4-6--1156/0,4-7=0/102 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Bearing at joints)12 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verity capacity of bearing surface. 3)Provide mechanical connection(by others)of truss to bearing date at joint(s)12. 4)This hues is designed in accordance with the 2009 International Residential Code sections R502 and 11.1 a 880210.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated b and ad of 250.o1b live a 25.01b dead located at all mid panels and at all par,el points along the Top Chord,concumem with live and dead loads. 6)-Semi-rigid pitchbreaks including 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 oc and fastened to each thus with 3-10d(0.131"X 3')nails.Sbongbacks to be attached to walls at their outer ends a restrained by other means. 8)CAUTION,Do not area thus backwards. LOAD CASE(S)Standard Ja, Boss T"'ffi Type �' Pry Greeks Building B Main Floors 15011983BF 2F18 Floor 6 1 Job Reference �� �ea� Universal Forest Products ID:ANfLOdVuil�3l �3i'SC)2 Usg-bz t)T4 og4hl!b28 vf6NM X66TMS5bM 1-7-9 1-10-15 -i 3M= 1 34 13 215,111 14 3 15 4 3xt= 16 51SXi 11 �1 11 12 W 1 50= W 1.5,1 It 1.5X1 II ,D g 6 � 6 36= a5 2 7-8-10 a5-2 7-3-8 Plate Offsets - 3:0-i-8 401-8E LOADING(pst) SPACING- 2-0-0 CSI. DER- in (hoc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.13 8-9 '666 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.18 8-9 >492 240 BCLL 0.0 Rep Stress Ina YES WB 0.42 Haz(TL) -0.02 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:31 lb FT=0%F,O%E LUMEA- BRACJNG- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Stnlchnal wood sheathing directly applied a 6-0-0 oc Purim,except end verticals. BOB CHORD 2x4 SPF No.2(or 2 BOT CHORD Rigid ceiling drectly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 a 2x4 SPF Stud(flat) OTHERS 44 SP No.2(tlat) REACTIONS (lb/si2e) 6-441/0-5-8,12-441/02-10 Max Grav 6a713(LC 9),12-716(LC 4) FORCES (lb)-Maximum CompressioWaximum Tension TOP CHORD 6-11=-315131,5-11-315/31,1-13--087/0,2-13=-887/0,2-14=-887/0,3-14=-887/0,3-15=-943/0,4-15=-943/0,4-16.-16/2,S1f 16x2,1-12=-716/0 BOT CHORD 9-10 /0,8-9-943,7-8-0/943,6-7=0/943 WEBS 1-9':0/1061,2-9s-54410,3-9=-270/127,3-8=-159/2,4£=-1132/0,4-7-G220 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Bearing at joint(s)12 considers parallel io grain value using ANSVTPI 1 angle to grain formula.Building designer should verity capacity of bearing surface. 3)Provide mechanical connection(by others)of thus to bearing plate at joint(s)12 4)This thus is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R80V 0.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated bad of 250.Olb live arid 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 6)'Semi-rigid ptchbreaks including heels Member and fixity model was used in the analysis and design ot this truss. 7)Recommend 2x6 strorgbadls,on edge,spaced at 10-0-0 cc and fastened to each truss wth 3-1Od(0.131'X3")nails.Strongbacks to be attached to walls at their outer ends a restrained by other means. 8)CAUTION,Do not arect truss backwards. LOAD CASE(S)Standard Jt1b Truss Truss Type Ory Py Greeks Building B Main Floors 15011983BF 21F17 Floor 2 1 Job Reference Universal Forest Products ID:A1VfLOdVulN31Z131 -zzSrOsg-lnv TTWPAl rrtju0rjh%idgcvOLG6LtVdnHETYvL PZJr8i 0-1-8 2-8-0 1H�' 1H-4 2� 1—7-9� 1-7-9 �p� 8 H 1 26 2 27 3 28 4 29 53.- 3D 6 31 7 6 9 32 10 33 11 M 12 35 13 2 22 21 20 19 18 16 15 = 41e= 4210= 36 W= 4210= 341= 3&= 17-3-4 25-0-0 17-3-4 7-8-12 Plate Offsets 40-1-8 a 5:0-1-8 E 10:0-1-8 E 15:0-1-8 E LOADING lost) SPACING 2-0-0 CSI. DEFL. in Qoc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(i -0.29 21-22 >707 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.44 21-22 >469 240 BCLL 0.0 Rep Stress Ina YES W B 0.83 H=(TL) 0.07 14 Na Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weigh:971b FT=O%F,0%E LUMBER- BRACING TOP CHORD 2x4 SPF No.2(flat)-Excel TOP CHORD Stmctural wood sheathing directly applied or 2-2-0 oc purim,except and verticals. T7:2x4 SPF 210OF 1.811(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B07 CHORD 2x4 SPF No.2(flat)'Except" B7:2x4 SPF 2100E 1.8E(flat) WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS (Iblsim) 14=26910-5-8,23=942/0.5-8,17=1746A0-5.8 Max Uplik14-22(LC 2) - Max Grav 14-542(120),23=11 8),17=2039(LC 16) FORCES. (Ii-Maximum CompressiontMaximum Tension TOP CHORD 23-24=-380/0,1-24-380/0,14-25=-32611,13-25-32611,1-26=-20/0,2-26=20/0,2-27=3624/0,3-27--362410,3-28=-3624/0.4-28-3624/0,4-29=-3900/0,5-29=-3900/0,530=-2970/0,6-30=2970/0,631=-2970V0,7-31=-2970/0,7-8--0/1439 8-9=0/1439,9-32=0/1439,10-32=9/1439,10-33=-5631364,11-33=563/364,11-34-563/364,12-34=-563/364,12-35=-17/0,13-35=17/0 BOT CHORD 22-23-0/2226,21-22--0/3900,20-21=0/3900,19-20=0/3900,1619=0/1289,17-18=0/1289,1617=-364/563,1516=-364/563,14-15=-W597 WEBS 9-17=-512/0,2-23=-2445/0,7-17-2823/0,2-22-Wl677,7-19=0/2092,3-22-57210,6-19--535/0,4-22-597181,579-1220/0,4-21-140/81,520=35/186,12-14=-723(116,10-17-1743/0,12-15=-353B2,10-16=&178,11-15=-109/161 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Al plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint 14. 4)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and 8802.10.2 and referenced standard ANSIi 1. 5)This teas has been designed for a moving concentrated load of 250.Olb live and 25.&b dead located at all mid panels and at ail panel points alorg the Top Chord,concurrent with live and dead loads. 6)'Semirigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - 7)Recommend 2x6 strorgbacks,on edge,spaced at 10-0-0 oc and fastened to each teas with 3-10d(0.131'X3")nails.Strongbacks Lobe attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Job �Truss Truss ype Foly 15M1983BF 2FI6L Floor Supported Gable ply 1 Greeks Building B Main Moore Produc Job Un,ws.J rorest _fs Reference IDAMLOV, Swis-127S 3A FP� 3* 3 M 4 36 5 37 6 38 7 39 a 4* 9 41 10 Q 11 12 a 14 15 tz Sri ST $T STt $To P.................... I ......... 27 N 23 M A 20 Is It 17 16 31 16-9-14 7-3-r 16-9-14 11)-5-4 (psf) DEFIL in lloc) Well L/d PLATES GRIP 40.0 00 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 100 00 BC O�02 Vert(TL) n/a n/a, — BCLL 0:0 Rap St�Ircr YES WB 0.08 Florz(TL) 0.01 32 n/a n/a BCDL 10-0 Code IRC2009/'TP[2007 (Matrix) L Weiglht:59 lb FT�0'/.F,0I/.E LOADNG SPACV4G- 2-0-0 CS1. TCLL Plate Grip DOL 1- TC 0 28 Lumber DOL I LUME14. BRACING- TOP CHORD�14 SPF No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except arid vertices- BOT CHORD a4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 1 O-G-0 oc bracing. WEBS 2M SPF No 2 or 2x4 SPIF Stud�,f:at OTHERS 2x4 SPF No�2 or 2.4 SPF Stud at�_Except. BL2:4x4 So No.2(ftat) REACTIONS. (lb/sie) 16=5/17-3-2,30-53/17-3-2,32-45tl7-3-2,29-166117-3.2,28-159/17-3-2,27-160/17.3-Z 26=160/17-3-2,25--160/17-3-2,24=160/17-3-2,23=160/17-3-2,21-160/17-3-Z20-160/17-3-2,19=160/17-3-2,18-161/17-3-2, 17.157/17-3-2 Liu Gra�1&--S(LC 1),30-328(LC 2),32--320(LC 16),29==�%LG 19),28-431(LC 20),27-432(LC 21),26=432(LC 22),25-432(LC 23),24-432(LC 24),23-432(LC 25),21-432(LC 26),20--432(LC 27),1 9-432(LC 28),1 B-433(LC 29), 17-430(LC 30) FORCES. (lb)-Mmimum Compression/Mmimum Tension TOPCHORD 30-31--319/0,1-31-319/0.1-33--16/0.2-33--16/0,2-34---16/0,3-34---16/0,3-35--16/0,4-35=-1610,4-36--1610.5-36---16M,5-37-1610,6�37­16/0,6-38--16/0,7-38--16/0,7-39--16/0,8-39-1610,8-40--16/0,940--16/0,941--16/0, 10-41=-1 610,10-42-16/0,11-42=-16/0,11-12=-16/0,12-13---16/0,13-43---16/0,14-43�1610,14-44=-16/0,15-44---16/0,15-32-32D/O BOT CHORD 29-30--0/1 6,28-29=0/16,27-28--0116,26-27�W16,25-26=0/16,24-25=0116,23-24=0116,22-23=0116,21-22=0/16,20-21=0/16,19-20--0/16,18-19--0/16,17-18--0/16,16-17=0/0 WEBS 2-29.-410/0,3-28--40510,4-27--40610,5-26=-4MO,6-25--405/0,7-24--40510,8-23-4D5/0,9-21--405/0,10-20--4MO,11-19-40510,13-18--405/0,14-17---408/0,15-17-0/24 NOTES- I)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT2D uniess otherwise indicated. 3 Gable requires continuous bottom chord bearing. 4�Truss to be fully sheathed from one f�or securely braced against lateral movement(i.e.cliagoned web). 5)Gable studs Spaced!at 1-4-0 M. 6)Beanng at joints)32 considers parallel to grain vadue using ANSVrPl 1 angle to grain formula.Building designer should verify capacity of bearing surface. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)32 8 Th :ru is designed in accordance with the 2009 International Residential Gode sections R502.1 1.1 and R802.10.2 and referenced standard ANSVrPl 1. g�':rum has been designed for a moving concentrated load of 250.Olb live and 25.0lb dead located at ail mid panels and at al pand points along the Top Chord,concurrent with live and dead loads. 10)"Semi-rigid pitchbreaks including heels"Member and fixity model vias used in the an*sis and design of this truss. 11)Recommend Z(6 strongbacks,on edge,spaced at 10-0-0 ac 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� 12)CAUTiON,Do hot erect truss backwards. LOAD CASE(S)Standard Jdb I Truss TntssType Oty Pry Greeks Building B Villain Floors 15011983BF 21`16 Floor 7 1 outionall Job Reference Universal Forest Products :i' 29-2015 Pg0b7.61,C,L X2011 A(Tek Ityl4Slne¢ (tc„_M May-Q4 I6 gWjF-yfz r8 ID:A1vfLOd�ui 331 f_xz I VSg U M (XJLffll'IY!nbZDlaC7VVC]ulVe Ne 0-1-8 H I 2-6-0 1-2-10 5X 11 1.5X1= axe= t.SXi II 3N= 1.5X1 II 3M= t.SXi II <*_ 1 17 2 16 3 19 4 20 5 21 6 22 7 23 6 e12 5 13 12 113N_ 10 9 4x10= 1.5X1 II 1.0= 3* 16-10-0 1,7-3- F 16-10-0 s z Plate Offsets - 4:0.1-8 8:0-3-8 E e 11:0-1-8 E LOADING(psf) SPACING- 2-0.0 (SI. DEFL in (loc) I/dell Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.2410-111 >850 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) -0.4110-tt /195 240 BCLL 0.0 Rep Stress incr YES WB 0.73 Horz(TL) 0.08 16 rda n/a BCDL 10.0 Code IRC2009/rP12007 (Matrix) Weight:76 lb FT=O%F,OY E LUMER- BRACING TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriirs,except end verticals. BOT CHORD 2x4 OF 285OF 23E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 SPF Not or 2X4 SPF Stud(flat) OTHERS 4x4 SP No.2(flat) REACTIONS. (Ib/size) 14=1013/0-5-8,16-1014A)-2-10 Max Grav 14=1287(LC 4),16=128%LC 12) FORCES (Ib)-Maximum CompressionfMaximum Tension TOP CHORD 14-15=-379/0,1-15-379/0,1-17--20/0,2-17=-20/0,2-18=-3934/0,318=-3934/0,3-19=3934/0,4-19=-3934/0,4-2D=4489/0,520=-4489/0,521=-4489/0,6-21=-4489/0,6-22--2514/0,7-22>-2504!0,7-23=-2467/0,8.23=-2467/0, &16=-1289/0 BOT CHORD 13-14-0/2385,12-13-0/4489,11-12=W4489,10-11=013901,9-10=0/0 WEBS B-10=0/2715,2-14--2620/0,7-10=568/0,2-13-0/1633,6-10=-1666/0,3-13=-545/0,6-11=0/923,4-13=-925/0,4-12=94!99,511=337/0 NOTES- 1)Unbalanced floor live Toads have been considered for this design. 2)Bearing at joint(s)16 considers parallel to grain value using ANSVTPI 1 angle to grain fomlula-Building designer should verify capacity of bearing surface. 3)Provide mechanical connection(by others)of buss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802 10.2 and referenced standard ANSVTPI 1. 5)This truss has been designed for a moving concentrated bad of 250.01b live and 25.01b dead located at all mid parcels and at all parcel points along the Top Chord,concurrent with live and dead loads. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbadcs,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. 8)CAUTION,Do not erect truss backyards. LOAD CASE(S)Standard Job 150ml 19SM38 Unwrsal Forest Products 28�'P, 0�1-r8 I D:AtVfL-0C()Tj1 0 KA ffj h 0-pF8 S."-127A 33 2 U 3 35 4 36 5 37 6 38 7 39 8 40 9 41 10 11 42 12 ....... ........ -3 13 1. 46 15 ST? $Tj Sri 29 26 25 24 21 20 Is 17 Is 3�4 17-6-0 Plate Offsets()�n—115,0-1-11 17-6-0 LOADING(psf) SPACING- 2-0-0 CS! DEFIL in (loc) I/detl Ud PLATES GRIP TCU 400 Plate Grip DOL 1.00 TC' 0.29 TCDL 100 Vert(LL) n/a rva 999 MT20 197/144 Lumber DOL 1.DD BC 0.07 Vevt(TL) We n/a M BCLIL 6.,0 Rep Stress,Ina YES WEI Om H=(TL) 0.00 16 n/a rVa BCDL 10-0 Code IRG2009ITP12007 (Matrix) Weig :591b FT=O%F,W6E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) 130T CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purims,except arid verticals. WEBS 2x4 SPIF No.2 or 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/si'e) 16.72J17-6-0,30-64/17-",29-153117-6-0,28-162/17-6-0,27.15W17-",26-160/17-6-0,25-160/17-",24.160/17-",23.160/17-6-0,21.15Wl7-",2D-163/17-6-0,19-163/17-",18-157/17-",17-169/17-6-0 Max Grav 1 6=339(LO 16),3D.329(LC 2),29-425(LC 19),28=434(LC 2D),27-432(LC 21),26"M(LC 22),25-432(LC 23),24-432LC 24).23-432LC 25),21-431(LC 26),20-435LC 27).1 9-435LC 28),1 8-429(LC 29),17-441(LC 30) FORCES. (lb)-Maximum Compression/Maximurn Tension TOPCHORD 30-31--322/0,1-31-32210,16-32--331/0,15-32-33110,1-33--31/0,2-33---31/0,2-34--31/0,3-34--31/0,3-35�-31/0,4-35--31/0,4-36---3110,5-36--31/0,5-37--31/0,6-37--31/0,6-38---31/0,7-38--31/0,7-39.-31/0.8-39-31/0,840--31/0 9-40--31/0,9-41--3110,10-41-31/0110-11=-31/0,11-42--31/0,12-42--31/0,12-43.-3110,13-43-31/0,13-44--31/0,14-44---31/0,14-45=-31/0,15-45-31/0 BOTCHORD 29-30-0/31,28-29-0/31,27-28--0/31,26-27=0/31,25-2-"/31,24-25-&31.23-24-Ml,22-23-W31,21-22-MI,2G-21-Ml,19-20=0/31,18-19-Ml,17-18-0 WEBS 2-29--40DIO,3-28-407/0,4-27=40510,5-26=4MO,6-25---405/0,7-24-405/0,8-23-406/0,9-21---40510, /31,16-17-Mi 10-20---408/0,12-19--409/0,13-18---40NO,14-17=-41?JO NOTE& 1)Unbalanced floor live loads have been considered for this design. 2)All plates ana 1.5x3 MT20 unlM othenvise indicated. 3)Gable requires continuous bottom chord bearing. 4)Trues to be fully sheathed trw one face or securely braced against lateral movement(i.e.diagonal�eb). 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10-2 and referenced stanclard ANSfrrPI 1. 7)This truss has been designed for a moving concentrated load of 250.01b live and 25.Ofb dead located at all mid panels and at all pand points along the Top Chord,concurrent vvith live and dead loads 8)"Serni-rigid pitchbreaks including heele Member end fixity model�used in the analysis and desi is truss -edge,spaced at 10-0-0 wand tastanedto each truss with 3-10d(0.131"X 3")nail&Strongbacks to be attached to walls at their outer ends a restrainad by other 9)Recommend 2x6 strongbaclus, gn of th means. LOAD CASE(S)Standard � Tn1ss Truss Type OtY PIY CareekS Building B Neel Floors a 15ot196380 2F75 Floor 4 1 ��D�� Jzo9b Reference universal Forest Products ID:AtvfLOdVu G71N3iyaf_¢11�Osg I��o/�sl �w�i V�o�zemM��1�S�xe�sX�a Ki at 0-1-8 01s H I 2-6-0 �� 4A 1 Is 2 19 3 20 4 21 5 =6 22 7 23 9 24 9 16 14 13 12 11 4x10= 4AD= 38= 3x6= 17-6-0 17-6-0 Plate Offsets 4:0-1-B E e 5:0-1-8 E e LOADING(pst) SPACING- 2-0-0 CSI. DFFL, in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.28 13-14 >747 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.42 13-14 >491 240 BCLL 0.0 Rep Stns Ina YES WB 0.74 Hom(TL) 0.06 10 nta Na BCDL 10.0 Code 1RG20)9/TP12007 (Matrix) Weigh:71 lb F-F=0%F,0%E LUMBER- BRACJNG TOP CHORD 2x4 SPF 2100E 1.8E(flat) TOP CHORD Stmcturd wood sheathing directly applied or 570-6 oc pudins,except end verticals BOT CHORD 2x4 OF 21150F 23E(flat) SOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (lbluze) 15=1029/0-58,10=1029/45-8 Max Grev 15-1303(LC 4),10-1303(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1516=-379/0,1-16=-378/0,1417=379/0,9-17=-378/0,1-18=-20/0,2-18=-20/0,2-19=-4ODB/0,3.19=-400&0,320=4008/0,4-20=-4008/0,4-21=-4588/0,521=-458&0,56=-4DOBIO,6-22=1008/0,7-22=-0W8r0,7-23=-0008/0,&23=-0008/0 ,8-24--2D/O,9-242010 BOT CHORD 14-15-0/2422,13-14-0/4586,12-13=0/45B6,11-12--0/4586,1411=0/2422 WEBS 8.10=-2661/0,2-1 5 2 661/0,8-11-0/1873,2-14=&1873,7-11=-548/0,3-14=-548/0,611=-957/0,414957/0,4-13=9&144,512--98/144 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indcated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502-11.1 and 8802.102 and referenced standard ANSVTPI 1. 4)This thus has been designed for a moving concentrated bad of 250.011b live and 25.OIb dead loured at all mid panels and at all panel points along the Top Chord,concumem With live and dead loads. 5)'Semi-rigid pdchbreaks including heels'Member end fixity model was used in the analysis and design of this truss 6)Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X3")nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES)Standard Job Truss T—Type Qty ply Greeks Building B Main Floors 15011983BF 2F10 Floor 1 1 Job Ref Universal Forest Products Reference Indu r %4 :2M ,MX"jj&hPa U KZ 115 P 2-&0 ID:AtvfLOdVuig3'kft"daa?L')czT6;VqfMtVrhlgu4'9y PUMP 1-11-12 15Y1 II 1.5Ki II 13M II 11 236= 12 3 13 4 14 5 3* Is 63M 11 2 wv .......... 7 12-8-12 -1-8,Edclel.19:0-1-8.Edwl Plate Offsets?Q0-11:Edge,o-1 A,[BIG 12-8-12 LOADING(W) SPACING— 2-0-0 TCLL 40.0 CSI. DIEFL in (loc) Wall] Ud PLATES GRIP Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.20 7-8 >742 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0 Vert(TL) -0.44 7-8 >339 240 BCLL 00 Rep Stress Incr YES WB 0'5814 Hoaffl-) 0.04 7 Na Na BCDL 10-0 Code lRC2009(TP 2007 (Matrix)' Weight:4916 FT-O%F,W.E LUMBEP, TO CHORD 2x4 SPF 2100E 1.&E(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid calling directly applied or 100 oc bracing. W EBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 10=749/Mechanical,7=749/Mechanical Max Grav 1 0.1024(LG 4),7-1024(LC 10) FORCES. (lb)-Maximum CompressionfMaximurn Tension TOP CHORD 1-10--380/0,6-7--380/0.1-11-0/0,2-11-0/0,2-12=-2560/0,3-12--2560/0,3-13---2560/0.4-13-2560/0,4-14=-256010,5-14=-256010.5-15.&0.6-15-0/0 BOT CHORD 9-1 O-0/1770,8-9-012560,7-8-0/1770 WEBS 5-7--1949/0,2-10--1949/0,5-8-W1083,2-9-0/1083,4-8--377/0,3-9.-377/0 NOTES- I)Unbalanced floor live loads have been considered for this design, 2)This truss is designed in accordance with the 2(109 International Residential Code sections R502 11.1 and 8002.10.2 and referenced standard ANSVrPl 1. 3)This truss has been designed for a moving concentrated load of 250.O1b live and 25.Oib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 4)*Sem"gid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 amngba&-%on edge,spaced at 10-0-0 oc and fastened to each bum with 3-104(0.131"X 3")nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Jtk1 Truss Truss Type Oty Ply Greeks Building B Main Floors 150119MBO 2F09GRB Floor Girder 1 1 Job Relererxx Universal Forest Products ID-AtvfL0dVuiNA 1 j f(%P'iil� in 9wJ.1�15� ourb h"0VtMy�?E C�F Sz r81 0-1-8 H 2-6-0 1 r__7-14 _ 1-7-9 1-7-9.--- 0%—II 1.5411 3x4= 1.SXi 11 Is 4 19 5 - 20 6 21 74'6_ 22 3 12 10 6 = 1.5X1 11 t.5X1 II 4ie- 3e= 3A= 1511-0 1511-0 Plate Offsets -14.0-1-8, 5,0-1-8.Edoel LOADING(psf) SPACING 2-0-0 CS. DEFL in (loc) t/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.150 TC 0.75 Vert(LL) -0.31 12-13 >615 480 MT20 197/144 TCDL 10.0 Lumber DOL 1 DO BC 0.83 Ved(TL) -0.47 12-13 >402 240 BCLL 0.0 Rep Stress Ina NO WB 0.85 Hom(TL) 0.07 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:66 lb FT=O%F,0%E LUN81 BRACING TOP CHORD 2x4 DF 2850F 23E(flat) TOP CHORD Structural wood sheathing Erectly applied or 6-0-0 oc outline,except end verticals. BOT CHORD 2x4 SPF 210OF 1.BE(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 14=1279/0-3-8,9=1010/Mechanical Max Grav 14-1553(LC 4),9=1285(LC 12) FORCES (lb)-Maximum CompressionfMaximum Tension - -17-4 -17=-4 -18=-0201/0,4-18=42010,4-19= 19310,519=-4193r0,5-2f=-2930,6-20=-2933/0,6-21=-293310,7-21=-2933/0,7-22=0/0,8-22 /0 TOP CHORD 14-15=-385/0,1-15=384/0,8-9=-34810,1-16=200,2-16=-20/0,2 0 BOT CHORD 13-14=0/2949,12-13=0/4193,11-12=0/4193,10-11=014193,9-10=0/1673 WEBS 7-9=-2031/0,2-14=-3240/0,7-10=0/1665,2-13=/1512,6-10=-067/56,3-13=61f-J0,510=-165310,4-13=-342/340,4-12x176/16,571=0239 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502-11.1 and R80210.2 and referenced standard ANSVTPI 1. 3)This buss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 4)"Semi-rigid pltchbreaks including 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 muss with 3-104(0.131"X 3")nails.Strongbacks lobe attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect buss lowkwaards. 7)Use USP MSH422(With 1 Od nails into Girder&10d nails into Truss)or equivalent at 3-0-8 from the left end to connect truss(es)F11GR(1 ply 2x4 DF)to back face of top chord. 8)Fill all nail hales where hanger is in contact With lumber. 9)In the LOAD CASE(S)section,loads applied to the face of the muss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Floor Uve(balanced):Lumbor Irlaeasa�1.00,Plate Increase--11.00 Uniform Loads(Pit) Vert:9-114-20,11-8-1100 Concentrated Loads(lb) Vert:2=415(6) Job T Truss Type Ofy Py Creeks Building B Main Floors 1507198;-462 Floor Girder 1 T— Job Reference(opfionall Universal For Prodhxls IDAtVfLOdVui 7 1p3i�a x�zsg`�v17E'��2mr�,1.�1NC2DEXOUh-?Dtcrx ( c I�FfSSP 1 0-t-8 H 2-6-0 1 t- 1_s to-s 1 is-s 1 a 4,e 1 1] 2 M 1B 3 19 4 ZO 5 3x1— 21 6 22 7 23 6 15 1 13 12 10 4,®_ 3,e= 4,0= 36= 16-2-8 t 6-2-8 Plate Offsets - 4:0-1-8 E e 5:0-1-6 E LOADING SPACING 2-0-0 CSL DEFL in Doc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.DD TC 0.77 Vert(LL) -0.3212-13 >6 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.49 12-13 x394 240 BCLL 0.0 Rep Stress Inv NO WB 0.88 Fbrz(TL) 0.06 9 Na rVa BCDL 10.0 Code IRC20ORIP12007 (Matrix) Weigh:70 lb FT.09'oF,WeE LUMBEP, BRACING TOP CHORD 2x4 OF 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied a 6-0-0 oc pudirs,except end verticals. BOT CHORD 2x4 OF 28502 or 2X4 at) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 14=1329/0-3-8,9--1026/0-3-8 Max Grav 14=1603(LC 4),9=1300(LC 12) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 14-15=-384/0,1-15=384/0,9-16=-3450,&16=-344/0,1-17--20/0,2-17=-20/0,2-16�-034M0,3-18--4344/0,319=-0344/0,4-19.-0 344/0,4-20=-4343/0,55-20=-4343/0,5-21=-2994/0,6-21=-2994/0,6-22.-2994x0,7-22--2994/0,7-23.-18/0, 8-23¢18x0 BOT CHORD 13-14-0/3061,12-13-0/4343,11-12=0/4343,10-11-0/4343.9-10-0/1705 WEBS 7-9---206610,2-14--336310,7-10--011701,2-13-/1545,6-10=-45&66,3-13--615x0,55-10=-1763x0,4-13=-361/340,4-12=206/11,571-277 NOTES- Unbalanced floor live loads have been considered for this design. 2)All plates are 1.54 MT20 uNess otherwise indicated. 3)This truss is designed in accordance with the 20D9 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSVTPI 1. 4)This DIM has been designed for a moving concentrated load d 250.OIb live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads 5)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this buss. 7)Use m nd 2x6 s ro��on�,��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 a restrained by other In (With 10d nails into Girder 8 10d nails into Truss)a equivalent at 3-48 from the left end to connect tus(es)F11 GR(1 ply 2x4 DF)to frond face of top chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as from(F)a back(B). LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber Increase-1.D0,Plate Increase-1.00 Uniform Loads(pt) Vert:9-14-20,1-8--100 Concentrated Loads(lb) Vert:2=452(F) Jdb F Truss Truss Type Oly Ply Greelt4 BUllding B Mein Floors 15011983SO 2Ffl9CR Floor Order 1 1 Job Reference Universal Forest Products ID:AhfL0fVuiN3�ilai�xz(-7Osg u2s YrIX9�Arro ?IL?tiPbuimuamyAlswl�z�B o-1-8 H tr 2-6-0 1 1-11-6 1-7-9 1- -9 o-t9 44_ 1 17 2 1a 3 19 1 2D 5 21 6 22 7 23 9 15 3 3 12 11 10 4 0= 46= 4*= 3�e= 16-2-s 16-2-8 Plate Offsets(X -Wi 15:0-1-1 I9,Edgi LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.29 12-13 >652 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(rL) -0.43 12-13 >445 240 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.06 9 Na n/a BCDL 10.0 Code IRC20OWTP12007 (Matrix) Weigh:671b FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.SE(flat) TOP CHORD Structural wood sheathing directly applied or 580 oc pud'ms,except and verticals BOT CHORD 2x4 OF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 2(4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 14=1000/0-3-8,9--1347/0-3-8 Max Grey 14=1274(LC 4),9.1621 LC 12) FORCES (lb)-Maximum CompressioNMaximum Tension TOP CHORD 14-15a-379/0,1-15=379/0,9-16=-349/0,8-16=-349/0,1-17=20/0,2-17=-2010,2-18=3869/0,3-18=-386910,3-19=-386910,4-19=-3869 10,4-215-20---4265/0,5-21=3311/0,6-21=-3311/0,6-22=331110,7-22--331110,7-23-1810, 8-23=-18/0 BOT CHORD 13-14--012354,12-13-0/4265,11-12=0/4265,10-11=0!4265,9-10=0/2170 WEBS 7-9--263110,2-14---2586/0,7-10-011518,2-13-/1801,6-10=-505/9.3-13=566/0,5-10=1329/0, -13--79810,4-12=137/118,511=-50/208 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.54 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502-1 1.1 and 880210.2 and referenced standard ANSUTPI 1. 4)This truss has been designed for a moving concentrated bad of 250.01b live and 25.9Ib dead located at all mid panels and at all panel points along the Top Chord concurrent with live and dead bads. 5)'Semi-rigid pitchbreaks inGuding heels'Member and fixity model was used in the analysis and design of this truss 6)Recommend 2x6 strorlgbacks,wedge,spaced at 10.0-0-and fastened to each truss with 3-10d(0.131'X 3')nails.Sbongbacks to be attached to walls at their outer ends or restrained by other means. 8)Us--L nail holes win ere h lod nails into Girder 8 10d nails into Truss)a equivalent at 14-412 from the left end to connect truss(es)F10G8 If ply 2x4 SPF)to back face of top chord. anger is in contact with lumber. 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+Floor Live(balanced):Lumber Irlaease=1.00,Plate Inaease=1.00 Uniform Loads(p8) Vert:9-14=20,1-8=-100 Concentrated Loads(lb) Vert:7=445(B) L150119783:BF Truss Truss Type Oty Ply T eeks Building B Main Floors 2Fn8 Floor 1 •� ut 78�5 1' �dn292t M7�kJnd�tn�5) orest Products IDAtvfLOdVuIN'3KXW31L8t XZ6(]S�NLVH13JDID7'J UKO Ma��aa 1 :23 zzpp�P�1 1 01-8 P ocg04u97i�pxvlNdr�S H 1 2-6-0 1-8-15 1-7-9 1s�o= 1s�a n 3w1= ,.so u 1 14 'M= 15 3 16 4 17 5 is 1 2 2 to y e �= 1-5411 3�b= 3A= 14-3-0 Plate Offsets(X n- 4:0-1-8 E e 9:0.1-8 E 14-3-0 LOADING(psi) SPACING- 2-0.0 CSL DtR. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.33 10.11 >508 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.47 10.11 >360 240 BCLL 0.0 Rep Stress Ina YES WB 0.71 H=(TL) 0.04 8 rVa to BCDL 10.0 Code IRC2009TP12007 (Matrix) Weigh[:551b FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(ilat) TOP CHORD Stn cturat wood sheathing directly applied or 5-3-4 oc pudins,except and verticals. DOT CHORD 2x4 SPF 2100F 1.BE(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc WEBS 2X4 SPF No.2 or 2x4 SPF Stud(flat) bracing. REACTIONS. (lb/uze) 12=834/0.38,8=840/Mechanical Max Grev 12=11 Oil 4),8.1115(LC 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 12-13=-381/0,1-13-381/0,7-8--350/0,1-14=-20/0,2-14=-20/0,2-15=-3134/0,3-15=-3134/0,316=-3134/0,4-16--3134/0,4-17--2929/0,577=2929/0,578=-2929/0,6-18--2929/0,6-19Ar0,7-19=0/0 BOT CHORD 11-12-0/1980,10-11=0/2929,9-10=0/2929,8-9-0/1442 WEBS 2-12--2174/0,2-11-0/1411,3-11-622/0,4-11--264/476,4-10=-232/1,6-8=-1751/0,6-9-0/1791,59=-57210 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving co rcenlrated load of 250.0Ib live and 25.01b dead located at all mid panels and at all Panel points along the Top Chord,concurrent with live and dead loads 4)'Semi4igid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss- 5) )CAUTION,Recommend 2x6 erect rut a on back�ds��at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nails.Strorgbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Jab Tnxts Truss Type OtY PA' Greeks Building B lMabt Floor3 1 5011 96 3 8E 1 2F07GRA FLOOR GIRDER 1 1 q 7 t��� Job�Reference Universal Forest Products ID:AtvfLDdTuiNSIOM�V inf°izTos9 yfW79GH10dOwSSce'�errX6i5Ga3W_gYU dUtIFNP97ZJi 0-1-8 H 2-6-0 2-6-0 2-6-0 r 1_3-2 , 1-7-9 �1 M 4xie= 3x4= 3M= 4x10= II 5A2MTI"= 1 22 2 23 3 24 4 m 5 26 6 27 7 28 5 29 10 30 11 31 12 2 18 17 16 15 14 416= 3M= 3x6= 6xs= 41a= 3x8= 9-4-10 11-0-3 19-8-0 9-4-10 1-7-9 8-7-13 Plate Offsets - 4:0-1-B E e 13:E 0-1-8 760-148 E LOADING(psf) SPACNG- 2-0-0 CSI. DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.47 15-16 >500 480 MT20 197/744 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.78 15-16 >299 240 MT18HS 197/144 BCLL 0.0 Rep Stress[nor NO WB 0.90 H=(TL) 0.11 73 n1a Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weigh:941b FT=0%F,0%E LUMBER- BRACING TOP CHORD 2x4 OF 2850F 2.3E(flat)-Excepr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. T2:2x4 SPF No.2(8at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF ZMOF 23E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/si-) 19--1322/0-3-8,13-191510-3-8 Max Grav 19=1596(LC 4),13=21 B9(LC 15) FORCE (lb)-Maximum CompressionfMaximum Tension TOP CHORD 19-20=-384/0,1-20=384/0,13-21--36810,12-21--367/0,1-22=-20/0,2-22=-20/0,2-23=-5204/0,3-23.-5204/0,3-24=-5235/0,4-24=-5235/0,4-25=-675310,5.25=-075310,5-26=-675310,6-26=675310,6-27--7001/0,7-27=-7001/0, 7-2B=-70(1510,B-28-7008/0,8-29--5636/0,9-29---5636M,9-10-5550/0,10-30=-5572/O,11-30=5572/0,11-31=19/0,12-31-19/0 BOT CHORD 18-19--0/3142,17-1 8.0/6753,16-17=0/6753,1576=0/7156,14-15=0/6692,13-14--0/3060 WEBS 11-13=-367310,2-19=-3437/0,11-14=0/3226,2-18=0/2426,9-14=-1302/0,3.18=-485143,8-14=-1459/0,4-18-1954/0,8-15=0/524,4-17 /266,7-15=-174/127,6-15=-3751130,6-16=-74210,5-16=0/271 NOTES- 1)Unbalanced floor live loads have been considered fa this design. 2)All plates are MT20 plates unless otherwise inclicated. 3)All plates are 1.54 MT20 uness otherwise indicated. 4)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 5)This truss has been designed for a moving concentrated bad of 250.01b live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord,concunent with live and dead loads. 6)'Semi-rigid pBchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 stmngbacks,wedge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0131'X3")nails.SMxxJbacks to be attached to walls at their outer ends or restrained by other means. 8)Use USP MSH422(With t Od nails into Girder 8 10d nails into Truss)or equivalent at 16-0-12 from the left end to connect tluss(es)F09GR(1 ply 2x4 SPF)to back face of top chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as from(F)or back(B). LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber increase-1.00,Plate Increase-1.00 Uniform Loads(pit) Vert:13-19='20,1-12=-100 Concentrated Loads(Ib) Vert:9=-920(8) Job Truss Truss Type Oty Ply Greeks Building B Main ROOrB ' r 15011983BF 21`07GR Floor Girder 1 1 Job Reference Urwersal Faesl Products 1 Q Jan 15 P 7 10. 29 15 ek nd I 1 � 15 P 1 fD:AMLOdVUiN3317af_xzsgA�Cwpes4ob3e_v sjNV�l i41Ubegzr U 0-1-8 H 1 2-6-0 1-2-0 , 0-1 Sue.{�o. 4x10= 3M— 3M— —2= 1 19 2 19 3 2p 4 21 6 22 6 M 7 24 a 26 9 16 13 12 4e= 3x1= y®_ beo= bee= 19-8-0 19-8-0 Plate Offsets(X,Y)- 4:0-1-8 a 10: 0-1-8 12:0-1-8E LOADING(psf) SPACING 2-0-0 CSI - DEFL in (loc) I/defl LJd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.4811-12 >486 480 W20 197/144 TCDL 10.0 Lumber DOL 1.D0 BC 0.73 Vert(TL) -0.83 11-12 >281 240 BCLL 0.0 Rep Stress Ina NO WB 0.87 Horz(TL) 0.10 10 Na Na BCDL 10.0 Code IRC200917PI2007 (Matrix) Weight:93 lb FT=O%F,09/6E LUMBER- BRAgRG TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc pudins,except end verticals. BOT CHORD 2x4 DF 2850F 23E(flat) BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. WEBS 2x4 SPF Not or 2x4 SPF SNd(flat) REACTIONS. (lb/size) 15=1278/0-3-8,10=1485/0-3.8 Max Grav 15=1552(LC 4),10=1759(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1516=-384/0,1-16-384/0,10-17--379/0,9-17=-378/0,1-18=-20/0,2-18=-20/0,2-19=-5017/0,3-1%5017/0,3-20=-5048tt),4-20=-5048/0,4-21=6467/0,521=-8467/0,5.22=-6467/0,6-22--6467/0,6-23--5983/0,7-23=-5983/0, 7-24--592210,8-24-5922/0,B-25--20/0,9-25---20/0 BOT CHORD 14-15=0/3044,13-14=V6467,12-13-0/6467,11-12=0/6704,10-11=0/3441 WEBS 8-10-3784/0,2-14=012328,8.11 /2871,7-11=-93710,3-14--486/44,6-11=992/0,4-14=1853/0,6-12=602/135,4-13-/262,512=-114/150,2-15=-3328/0 NOTES- Unbalanced floor live loads have been considered for this design. 2)All plates are 1.50 MT20 unless otherwise indicated. 3)This thus is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 4) his truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all parlel points along the Top Chord,concurrent with live and dead loads. 5).Semi-ngid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbadcs,on edge,spaced at 1 D-0-0 oc and fastened to each truss with 3-1 Od(0.131'X 3')nails.Strongbacks to be attached to walls at their outer ends or restrained by otlier means. 7)Use USP MS14422(With 1 Od nails into Girder 8 IOd nails into Truss)or equivalent at 141-12 from the left end to connect truss(es)F10GR(1 ply 2x4 SPF)to from face of top chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)In the LOAD CASE(S)section;loads applied to the face of the truss are noted as front(F)or bads(B). LOAD CASES)Standard 1)Dead.Floor Uve(balanced):Lumber Increase=1.00,Plate Increase-I.00 Uniform Wads(pit) Vert:10.15=-20,1-9=-100 Concentrated Loads(lb) Vert:7=145(F) Job • Truss Truss Type Oty Ply GreHr_S Building B Main Floors 15011983BF 21`07 Floor 6 1 Job Reference �3�3� �ape Universal Forest Products y0:,7.610s Ja02920153JL7¢1HWITIFO ;1 Mr �zf,M9M�pswHy�c6�MFXUjCtZJ1$1 ID:AtvfLOd�w 3KKW31 f_xz 0 I I F S 0-1-8 H — Z—6-0 2-0 1 18 2 19 3 20 4 21 5 22 6 23 7 24 8 25 9 16 1 i 14 13 12 11 4x10= 3x0= 4x10= 3x8= 3x8= 19-8-0 19-8-0 Plate Offsets - 4:0.1-8 E e 12:0-1-B E LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.42 11-12 >560 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.70 11-12 >332 240 BCLL 0.0 Rep Stress Ina YES WB 0.86 H=(fL) 0.09 10 Na n/a BCDL 10.0 Code IRC2009lTP12007 (Matrix) Weigh:84 lb FT=O%F,OY E LUMBER- BRACING- TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 OF 2850F 23E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=1159/0-3-8,10--1159/0-3-8 Max Grav l5.1433(LC 4),10=1433(LC 13) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1516=-378/0,1-16-378/0,10-17-379/0,9-17=37&0,1-18=-20/0,2-18=-2D/0,2-19=-458710,3-19=-4582/0,3-20=-45B7JO,4-20=-4.562/0,4-21=5633/0,521--5633/0,5225633/0,6.22=-5633/0,6-23=-4600/0,7-23=-4600/0, 7-24-46M.8-244600/0,B-2--20/0,9-25--2010 BOT CHORD 14-15=012716,13-14-0/5633,12-13=0/5633,11-12=015560,10-11--0/2728 WEBS 8-10=-2998/0,2-15=-2985/0,8-11=D/2181,2-14=/2182,7-11=498/0,3-1 4 5 0 9/21,6-11=1244!0,4-14=-1439/0,6-12--259/539,413=-54/196,512206/59 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.54 MT20 unless otherwise indicated 3)Thus truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSVTPI 1. 4)This truss has been designed for a moving concentrated bad of 250.OIb live and 25.Olb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead bads. 5)'Semi-rigid pitchbreaks including heels"Member end fixity model vvas used in the analysis and design of this truss. 6)Recommend 2x6 strongbacics,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES)Standard Job Truss Tnuc Type Qty Ply Greeks Building B Main Floors 150119MBF 2FO6L Floor Supported Gable 2 1 Universal Products Reference F loptionali IDAt,fLGdV.iW3MSi;nt7.it6ig'-'S6Vbl4�-Vrri26U'or.r4Lfa%%-'qg'n3k1VS?nbNC'VX,8'X 0-k8 FP- 6's 38 2 39 3 Q 4 41 5 Q a Q 7 N a 45 9 e8 10 47 11 48 12 a 13 14 SO 16 51 16 11 .H ........... - ............-- ........... 12 31 In $ri 28 as 3* 19-10-0 Plate OHsets(KYi-[18:0-2-0,Edgel 19-10-0 "6- LOADING(psf) SPACING- 2-0-0 CSI. �DEFL -0.in (Icc) i/djefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.73 Vant(L-) -007 - 120 TCDL 10:0 _0. 11819 r/r 120 MT20 197/144 _0 I Lumber DOL 1.00 BC 0:02 V:rt(TL) 09 8-9 n/r 90 1819 BCLL 0.0 Rep Stress Inc- YES WB 0.19 Horz(fl-) 0.00 21 Na Na BCDL 10.0 Code I RC2009/TPI2007 (Matrix) Wei ght:69 lb FT=O%F,01/.E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purlins,except and verticals. T2:2x4 SPF 2100F I.BE(flat) BOT CHORD Rigid ceiling chrectly,applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2X4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 36-51/20-4-0,35.171/20-4-0,34-156/20-4-0,33-161/201-4-0,32=160120-4-0,31=160/20-4-0,30--160/20-4-0,29-160/20-4-0,28-160/20-4-0,27-159/20-4-0,26-162'2D4-0,24-152J204-0,23-194/20-4-0,22=19120-4-0, 21-378/2040,20-9/2040 Max Uplift22--344(LC 34) Max Gmv36-326(LC 2),35-443(LC 20),34-428(LC 21),33-433(LC 22),32=432(LC 23),31-432(LC 24),30-432(LC 25),29--432(LC 26),28-432(LC 27),27-432(LC 28),26-"LC 29),24-424(LC 30),23-466(LC 31),22-292(LC 32), 21-950(LC 34),20--9(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 3637=-317/0,1-37-316/0,1-38---16/0,2-38--16/0,2-39---16/0,3-39--16/0,3-40---l6/0.4-40=-16/0,4-41=1610,5-41=-1M,542-16/0,6-42=-1610,6-43=-16/0,7-43----1610,7-44=-16/0,8-44---16/0,845=-16/0,9-45=_1 6/0,9-46-16/0, 10-46-16/0'10-47-16/0,11-47-16/0,11-48-16/0,1248-16/0,12-49-16/0,13-49-16/0,13-14-16tO,14-50-1610,15-50-16/0,15-51-16/(),16-51-16/0,16-17--119/0,17-52-16/0,18-52-16/0,1619-0/0 9-0/0 BOTCF40RD 35-36-0/16,3�435-0/16,33-34-0116,32-33--0/16,31-32-0/16,30-31-0/16,29-3D-0/16,28-29-Wl6,Z7-28-0/16,26-27--Wl6,25-26=&16,24-25=&16,23-24-0/16,22-23-0/16,21-22-WI6,20-21-WO WEBS 2-35--415/0,3-34--40210,4-33--406/0.5-32--405/0,6-31-405/0,7.30---405/0,8.29"05/0,9.28-405/0,10-27---40&0,11-26=-407/0,12-24--398/0,13-23-03910,15-22-2651371,17-21-924/0,1621-0/23 NOTES- 1 Unbalanced floor live loads have been considered for this design. 2� b All plates we 1.5x3 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed fro one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 10-0 W. 6)Provide mechanical connection(by others)at truss to bearing plate capable of withstanding 344 lb uplift at joint 22. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R80210.2 and referenced standard ANSVrPI 1. 8)This truss has been designed for a moving concentrated load of 250.011)live and 25.011)dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads 9)'Semi-rigid pitchlbreaks including heels"Member arid fixity model was used in the analysis and design of this truss. 10)Recommend 2x6 strongbacks,wedge,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. 11)CAUTION,Do not area truss backwards. LOAD CASE(S)Standard J& Truss Truss Type City Ply Greeks Building B Main Floors 15011983BF 2FO6 Floor 3 1 Jab Reference Universal Forest Products ID:AMLOR�/tii� �C�iZ�afi� `bsg�zOZtB'OSl9"'V m Y'IW e47UW[ .Sg2 r8 0-1-8 H 1 2-6-0 1-5-8 s 1.54 II 3A FP= 1.54= -o= 1.54 11 3»t= 3z6= 1 19 2 20 3 21 4 22 5 3N— 23 6 24 7 25 9 9 10 6 16 15 14 13 12 11 a4= 4z10— 1.54 11 1.5,1 11 34= 4x10— 19-8-0 0-4- 19-8-0 Plate Offsets(X,Y)— 4:0-1-8 j5;0-l-8,Edqej LOADING(psf) SPACMG 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.43 13-14 >550 480 MT20 197/144 TCOL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.68 13-14 .349 240 BCLL 0.0 Rep Stress Ina YES WB 0.88 Horz(TL) -0.01 10 Na n/a BCDL 10.0 Code IRC200%TPI2007 (Matrix) Weigh:861b FT=0%F,0%E LUMBER- BRACING TOP CHORD 2x4 DF 285OF 23E(flat)-Except' TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc pudins,except end verticals. T3:2x4 SPF No.2(flat),T2:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 2850F 23E(flat) WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (lb/sae) 17=1117610-3-8,110=1117910-5-8 Max Grw 17=1450(LC 4),10=1454(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-379/0,1-18—37810,1-19=20/0,2-19=-20/0,2-20=-4662/0,320=-4662/0,321=466210,4-21=1662/0,4-22=-5756/0,522--5756/0,523=-573810,6-23=-5738/0,6-24=-572a10,7-24=5728/0,7-25.-2703/0,&25=-2703/0, 8-9-267410,9-10=-2677/0 BOT CHORD 16-17=0/2755,1516=0/5756,14-15=0/5756,13-14--0/5756,12-13--0/4585,11-12=0/0 WEBS 2-17-302810,2-16=0/2228,3-16=-512/23,4-16=-149N0,4-15=-381236,10-12=0/2948,8-12=-475/0,7-12=2189/0,7-13=0/1453,6-13-598/0,513=554/344,514=182/91 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502-11.1 and R802.102 and referenced standard ANSUTPI 1. 3)This truss has been designed for a moving concentrated load of 250.Olb live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 4)'Semi-rigid pdchbreaks including heels'Member end fixity model was used in the analysis and design of this tens. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each thus with 3-104(0.131'X 3')nails.Strongbacks lobe attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal a vertical web shall not exceed 0.500n. . 7)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard �1:501 Truss Truss Type Oty Ply =JobRefwe� ing B Main Floors 198 3BF 2F05 Floor 2 Universal F orest I"duds IDAMLOdVuRiFJ31 M,2a2fzi �sg-�pG�m�u �'S2 C c S Sl6 15r l�H ad rili r 1 o-1-8 H 2-gyp L 1-3-9 , 1 2-2-7 8 $w4-1'le 1.54= 3M— 11.5,0 h 14 2 36= 15 31.W II 1.5Y1 II 16 9 77 5 3M= 1a 6 1.5,0= 12 2 2 10 a1.5Yi II i.5Y1 II e 36= 36= are= 11-10-8 11-10-8 Plate Offsets - 4:0-1-8 5:0-1-8 E LOADING(psf) SPAClIG- 2-0-0 CSL DEFL in (loc) Waft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.25 9-10 >565 460 MT20 197/144 TCDL 10.0 Lumber OOL 1.00 BC 0.71 Vert(TL) -0.36 9-10 >392 240 BCLL 0.0 Rep Stress Ina YES WB 0.49 HDIZ(TL) 0.03 7 nta n/a BCDL 10.0 Code 1RC2009/P12007 (Matrix) Weight:47 lb FT=O%F,0%E LUMBER- BRACING- TO CHORD 2x4 SPF 2100E 1.BE(flat) TOP CHORD Stmcblral wood sheathing directly applied or 6-0-0 oc pudins,except end verticals BOT CHORD 2x4 SPF 2100E 1.BE(Ilat) BOT CHORD Rigid calling direct) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) 9 n9 y applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=691/0-3-6,7-691/0-3-8 Max Grav,11=965(LC 4),7=965(LC 10) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 11-12=-382/0,1-12=381/0,7-13=327/35,6-13=-327/35,1-1420/0,2-14=-20/0,2-15=2439/0,3.15=-2439/0,3-16=-2439/0,4-16--2439/0,4-17--1788/0,577=1788/0,5-18=-17/2,618=-17/2 BOT CHORD 10-11=0/1649'9-10-011788'69=0/1788,7-8=V7788 WEBS 2-11=1809/0,2-10-0/1019,3-10=-628(0,4-10=0/889,4-9a-330/0,57=-2D0210,5g=1/3a® 7 NOTES- 1 ) truss is floor live loads have been considered for this design. 2)This tr is designed in accordance with the 2009 Intemationai Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 3)This truss has been designed for a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at at parcel points along the Top Chord,cone ment with live and dead loads. 4)'Semi-rigid pltchbreaks including Heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbad s,on edge,spaced at 10-60 oc and fastened to each thus with 3.10d(0.131"X 3")nails.Strongbacks to be attached to walls at their outer ends a restrained by other means. LOAD CASE(S)Standard Tress T pY %y G�IBulldlng B Main Floors 150119836E 2F04 Flow 1 1 Job Universal Forest Products ID:AtvfLOd�U I af�i¢�asg-��/F�iM�1�1N MxwbeJ��3dgi��? 0-1-8 H 1 2-6-0 i-r- 2-6-0 1 2-6-0 X113-8�F 1-8-7-; 22.1 316 FP= 3E FP= 1.5X1= 5x12= 516 II 41E II 66= 6X10= 1.5fl= 1 27 2 28 3 29 4 30 5 31 6 7 a 9 10 32 11 33 12 34 13 35 14 36 15 23 22 21 ZO 18 /8 17 yg= -0= I.Sfl II 3x4= 44= 302 MIBSHS 6P= 44- 4fl= 9-7-0 23-10-0 9-7-0 14-3-0 Plate Offsets XY 2:031 E 4:0-3-0 a 5:0-3-00.0-0 16:E e0-1-8 21:0-1-6E a 25:0-1-80-0-10 26:0-1-8011-10 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.58 20-21 >488 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0,96 20-21 >295 240 M18SHS 197/144 BCLL 0.0 Rep Stress Ina YES WB 0.98 Hoa(TL) 0.16 16 rWe n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:13B lb FT-0°/.F,(46E LUMBER- BRACING TOP CHORD 2x4 DF 2850E 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6.40 cc pudlns,except end verticals. BOT CHORD 2x4 OF 2J350F 23E(fl at)'ExcW* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SPF 2100E 1.8E(8at) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 24=1409/0-3-8,16-140910-5-8 Max Grav 24=1683(LC 4),16=1683(LC 17) FORCES. (Ib)-Maximum Compression Maximum Tension TOP CHORD 24-25---412/0,1-2r5=411/0,16-2f-394/0,15-2f-394/0,1-27=22/0,2-27--22N,2-28-591210,3-28--5912/o,3-29-5949/0,4-29---594910,4-30-787110,530=-787110,5-31--7871/0,6-31=-7871/0,6-7=-859810,7-8-859810,8-9=-8598/0, 9-10=4598/0,10-32-732510,11-32=7325/0,11-33=-7325/0,12-33=732510,12-34--4501/0,13-34=-4501/0,13-3rx-4474/0,14-35=-4474/0,14-36=-21/0,15-36=-2110 BOT CHORD 23-24=013482,22-23-0/7871,21-2250/7871,20-21=08613,19.20-0/8063.18-19=0/5998,17-18-0/SM,16-17=0/2503 WEBS 2-24=-3772/0,2-23--0/2824,3-23=-482/76,4-23=2359/0,4-22=0/119,14-16=-2920/0,14-17=0/2486,13-17=-572/0,12-17-1879/0,12-19=0/1717,11-19=-53410,10-19=-1055/0,10-20=0/845,8-2200-452/0,6-20--267/236,621=-1088/168, 5-21-37/559 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless offd3rwise indicated. 3)All plates are 3x6 MT20 unless c4herwise indicated. 4)This truss is designed in accordance with the 2009 International Residential Code sections 8502/1.1 and R802.10.2 and referenced standard ANSVTPI 1- 5)This thus has been designed for a moving concentrated load of 250.Olb live and 25.0Ib dead located at all mid parcels and at all parcel points along the Top Chord,concurrent with five and dead loads- 6)-Semi-rigid pitchbreaks including heels"Member end fixity model vas used in the analysis and design of this truss. 7)Recommend 2x6 stronlgbacxs,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 walls at their outer ends or restrained by other means. LOAD CASE(S)Standard Job Truss Tn1ss Type Oty Ply Greeks Building B Mein Floors 150119MBF 2FO3 Floor 1 1 t� 1anJloo9bReference z ,1an��o�� �d �n 44z�z n1 universal Ford Products ID:Atvf dMiiNAlV 3 75f— I�sg tk87��F34%P'SM�y�?O eoVe�?a[i�uk3NlyHUM1 G-1-8 H 2-6-0 �1-4-0 Sak�131. 6x10= 3M- 3x1- M FP= 1x10= 3M II 1 21 2 22 3 23 4 24 5 25 6 26 7 27 a 9 2e 29 10 11 I le 17 16 15 12 4x10= 3x1= 3x12 MiesMS FP= 4x10= 3ie= 3a- 1 19-8-8 0-2_ lsss s_ Plate Offsets - 4:0-1-8 E 13:0-3-0 E doel,116:0-1-8,Edool LOADING SPACING 2-0-0 CSt. DEFL in (loc) I/detl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.44 14-16 >533 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.75 1416 >315 240 M18SHS 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.87 Hoa(TL) 0.09 13 Na Na BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:86 lb FT-O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 2850F 23E(flat)•Except• TOP CHORD Stnlctural wood sheathirg directly applied or 5-11-7 w pudirl%except end verticals. T2:2x4 SPF 210OF 1.BE(flat) BOT CHORD BOT CHORD 2x4 DF 2850F 23E(flat) Rigid ceiling directly applied or 1000 oc bracing. WEBS 2x4 SPF Not or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 13=1228/0.5-8,19=1168/0-3-8 Max Grav 13-1509(LC 16),19=1442(LC 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 19-2D---378/0,1-20-37a/0,11-12=-120/86,1-21=-20(0,2-21=-20/0,2-22=-4624/0,3-22=3624/0,323=-4624/0,423=-4624/0,424=-570810,5-24--570810,5-25=-570810,6-25=-5708/0,6-26=-4637/0,7-26=-4637/0,7-27=-4637/0, 8-27-4637/0,13-9-4637/D.9-28--0/0,2B-29=0/0,10-29=6/0,10-11=/o BOT CHORD 1619=0/2738,17-18-0/5708,1617=0/5708,15-16=0/5624,1415=0/5624,13-14=0/2745,12-13=0/0 WEBS 10-13---421/0,2-19--3009/0,2-18--0/2206,3-18=.507/29,418-1486/0,4-17-50/201,9-13-3022/0,914=0/2203,7-14=395/0,614=-1272/0,616=-251/568,5-16-212/51 NOTES- 1 )Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates uniess otherwise indicated. 3)All plates are 1.5x3 MT20 uNess otherwise indicated. 4)This ss tru is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 5)This truss has been designed la a moving concentrated load of 250.01b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,conwnent with live and dead loads. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 simngbacks,on edge,spaced at 10-0 wand fastened to each truss with 3-104(0.131"X3")nails.Strongbacks lobe attached to walls at their ouaerends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S)Standard Truss 15011983B 2F;02L -NL)6Y0ns1j'01F4WJG6kPEj IM' t 4111 S11 sm 36 34 33 31 w 29 28 27 26 25 U 21 Q 39 38 37 FP- 23-10-0 1 LOADING(w) SPACVJG- 2-0-0 CS1 DEFIL in (Ioc) Vclefl Ud PLATES GRIP TCD- 10.0 Lumber DOL 1.01) BC 0.06 Vert(TL) n/a rwa 999 LUMBER- BRACING- TOPCHORD a4 SPF NG.2lfiat) TOPCHORD Structural wood sheathing directly applied 6-0-0 oc purlins,except end verticals- BOTCHORD 2x4 SPIF No.2(flat) BOT CHORD Rigid calling directly applied or 1D-0-0 oc bmang. WEBS 2X4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS Z(4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 21=51/23-10-0,40=60123-10-0,39--159/23-10-0,38--161/23-10-0,37=160123-10-0,36.160/23-10-0,35--16Dr23-10-0,34--160/23-10-0,33--160123-10-0,32=160/23-10-0,31=160123-10-0,30--160123-10-0,28--159/2,3-10-0, FORCES, (lb)-Maximum Compression/Maximurn Tension NOTES- 1 Un anced floor live loads have been oon4dered for this design. 3)Gable requires continuous bottom chord bearing. 4)Truss 10 be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal v#eb). 6)This truss is designed in accordance vAth the 2M International Residential Gods sections R502.1 1.1 and R802.10.2 and referenced!standard ANSVTPI 1. 7)This huss has been designed for a moving concentrated IDW of 250.011b live and 25.01b dead located at all mid panels and at all panel points along the Top Chord,concurrent vwith live and dead 8)"Serni-tigid pitchloreaks including heels7 Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 stiongbacits,on ed9%paced at 10-0-0 oc and fastened to each trum With 3-1 Od l0.1 31"X 3")nEjl&Strongbacks to be attached to alls at their outer ends or restrained by other LOAD CASE(S)Standard Job Truss Truss Type Ory Ply Greeks BulWing B Main Floors 4 1 1501191 2F02 Floor 17 1 ' Job Reference �F�1 �L 1¢.2�,� ZQ Universal Forest Products R 7.610 J �0]Sprirrt f -J 1 1 TgklpduslLHttlErON5hi81 ikU fl KKUJ�Page 1 ID:AML�VuiN iC l xz I VSQ 9911 7hUl 8 & 0-1-8 H 2-6-0 2-6-0 2-6-0 1-5-8 1 1-8-7 0-u1-8 said 3A FP= 316 FP= W2= 56 II 16 II 6E= 6x,0= 19X1= 1 27 2 29 3 29 4 30 5 31 6 7 e 9 10 32 11 33 12 34 13 35 14 36 15 23 T2 2i 20 18 18 17 3�= Z. = 1.5x1 II 3x1= 44= 3x12 Nn&MS FP= 44= 4A_ 23-10-0 23-10-0 Plate Offsets X - 2:0-512 4:0-3-0 a 5:0-3-00-0-0 16:E 0-1-8 21:0-1-8 ej,j :G-1-8,0-0-101,[26:0-1-8,0-0.101 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (10c) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0,58 20-21 >488 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.68 VBrt(TL) -0,96 20-21 >295 240 M19SHS 197/144 BCLL 0-0 Rep Stress Ina YES WB 0.98 Horz(TL) 0.16 16 n1a rVa BCDL 10.0 Code IRC2009/TP12DO7 (Matrix) Weight:138 lb FT-0%F,Oq,E LUMBER" BRACING TOP CHORD 2x4 OF 285OF 23E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur iris,except end verticals. BOT CHORD 2x4 DF 28WF 23E(flat)•Except• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SPF 2100F 1-8E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 24=1409/0-3-8,16=1409/0-5-8 Max Grav,24-1683(LC 4),16=1683(LC 17) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 24-25-412/0,1-25"11/0,16-26=-39410,1526=-394/0,1-27=-2210,2-27=-22/0,2-28--5912/0,3-28=-5912 10,3-29=-594910,4-29--5949/0,4-30--7871/0,530=-7871/0,5-31-7871/0,6-31-7871/0,6-7=-8598/0,7-8=-859810,8.9=-859810, 9-10--859810,10-32--7325/0,11-32=-7325/0,11-33=-7325/0,12-33=-732510,12-34---4501/0,13-34=4501/0,13-35=-4474/0,14-35=-4474/0,14-36=-21/0,15-36=-21/0 BOT CHORD 23-24=0/3482,22-23--0!7871,21-22=0/7871,20-21-0/8613,19-20=0/8063,18-19-0/5998,17-18--0/5998,16-17-0/2503 WEBS 2-24=-3772/0,2-23-0/2824,3-23=482/76,4-23=-2359/0,4-22=0/119,14-16=-2920/0,14-17=0/2486,13-17=-572/0,12-17=-1879/0,12-19--0/1717,11-19=-53470,10-19=-1055/0,10-20=0/845,8-2D-452/0,6.20=-267/236,521=-37/559, 6-21=1088/168 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 3x6 MT20 unless o8,erwise indicated. 4)This truss is designed in accordance with the 2009 International Residental Code sections 850211.1 and 8802.10.2 and referenced standard ANSVTPI 1. 5)This hurss has been designed for a moving concentrated load of 250.01b live and 25.Ofb dead located at all mid panels and at all parlel points along the Top Chord,concurrent with live and dead loads. 6)"Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 stmrgbacks,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 LOAD CASE(S)Standard P" 1��77�11dftll lillain�Iloors Truss Truss Type Oty ply Greeks Building 8 Main Floors F F01 L Floor Supported Gable 15011983BF 2 1 lob Reference(2pyonaQ Universal Foresl-Prodwts ID:AtvfLOdVb'iW�KM�iZaiLizTOsg-unKE 15s9n2alE?y9SGa9Ux3uacullzyzsuut-ATuzird 0 -8 -1-8 0-�k8 M FP-. Q 2 3 45 5 47 6 a 7 A9 a so 9 51 10 52 11 53 12 5' 13 14 55 is 56 16 SV7 17 19 So ............... Err, 1.4 Vi sy., sn' ST.1 s'n 0 Q 39 38 37 36 35 3. 32 31 W 29 28 27 26 25 24 23 22 21 34 FP� 3- 3. 24-0- 24-0-0 LOADING(psf) SPACING- 2-0-0 CS! DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Ven(LL) n/a rVa 999 MT20 197/144 TCDL 100 Lumber DOL 1.00 BC 005 Vert(TL) n/a n/a 999 BCLL 0'0 Rep Stress;Ina YES WB 0.08 Hotz(TL) 0-00 21 rVa n/a Weight:80 lb FT=0%F,091.E BCDL 10.0 Code IRC2009TM12007 (Matrix) LUMBSI- BRACING- Top CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins,except end verticals- BOTCHORD N4 SPF No.2(flat) BOT CHORD Rigid ceiling cirectly applied or 10-0-0 oc bracing. WEBS 2)(4 SPF No.2 or 2x4 SPF ftd(f�at) OTHERS 2X4 SPF N0.2 or.4 SPF Stud(f at) REACTIONS. (ib/size) 40--62124-0-0,21--6?J24-0-0,39--156124-0-0,38=161/24-G-0,37=160124-0-0,36=160/24-0-0,35=160/24-0-0,34=lM4-0-0,33=160/24-0-0,32=160/24-0-0,31=160/24-0-0,30--160/24�0-0,28--159124-0-0,27=163/24-0-0, v26-163124-0-0,25=159124-0-0'24=160/24-0-0,23-161/24-0-0,22-156124-" -432(LC 31),31-432(LC 32),3D--432(LC 33),28=431(LC 34),27--435(LC 35), Max Gra 4D--326(LC 2),21-326(LC 21),39-428(LC 24),38-433(LC 25),37-432(LC 26).36=432(LC 27),35-432(LC 29),34=432(LC 29),33=432(LC 30),32 26=4WLC 36),25-431(LC 37),24-432(LC 38),23=433(LC 39),22.428(LC 40) FORCES. (11b)-Maximum Compression/Maximum Tensim 647--25/0,6-48--2510,748-2510,7-49--2510,0-49-2-1VO,8-50=-25/0, TOPCHORD 4041--321/0.1-41-321/0,2142=-321/0,20-42=-321/0,IA3-25/0,243-2510.244-M,3-44--25/0,3-45--25/0,4-45=-25/0-4-�25/0,546-25/0,547=-2510, 9-50---2510,9-51--2510,10-51-25/0,10-52--25/0,11-52-2510,11-53--25/0,12-53--2510,12-54-2510,13-54--2510,13-14--2.5YO,14-55--2510,15-55--25/0,15-56-25/0,1&-56=-25/0,16-57-25/0,17-57=-25/0,17-58--25/0,18-58--25/0, 18-59-2510'19-59--2510,19-60=-2510,20-60-25/0 2 - -24-0/25,22-23=0/25,21-22=0125 BOTCHORD 39-40--0/25,38-39--0/2.5,37-384125,36-37--&25,35-36--0/25,34-35-0/25,33-34=025,32-33=0/5,31-32=0/25,30-31=11125,29-3D--0125,28-29--W25,27-28--0/25,26-27=0/25,25-26--0125,24-25-0/25,23 - WEBS 2-39�-�2/0,3-38=4D6/0,4-37--405/0,5-36--40510,6-35=405(0,7-34=-405/0,8-33.-405/0,9-32--AOS/O,10-31-40&0,11-30-40610,12-28---40-110,13-27--40810,15-26-408/0,16-Z5-405/0,17-24-405/0,18-23=-4MO,19-22--40210 NOTM i)Unbalanced floor live loads have been cw�sideredl for this design. 2)At plates we 1.54 MT20 unless otherwise indcated. 3)Gable recluires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.dagonaJ walo). 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2OD9 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIfTPI 1 7)This truss has been designed for a moving concentrated load of 250.01b live and 25.0lb dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads, 8)*Semkgid pitchbreaks including heels7 Member and fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongloacIL%on edge,spaced at 10-0-0 oc and fastened to each nusswith 3-10d(0.131*X 3R)nails.Strongbacks lobe attached to walls ad their outer ends a restrained by other means. LOAD CASE(S)Standard Job Truss Truss Type Ory Ply Greeks Building B Main Floors 1501191338E 2F01 Floor 6 1 Universal For Products Job Reference t 15 P' 7.610 J 15 ek kdustrias 1 IDAtvfLOd lii93 31�la Xz 7Sg-'W] 3cd/ns3Xra21prb�4YSOIVpnlx?16461m r%1 0-1-8 H 2-6-0 2-6-0 z-s-o L 1-6-0 1 1-8-7 8 5dld.,�9. 36 FY= 36 FP= 6x12= 5*II 1 ?7 2 28 3 29 4 30 5 31 6 7 6 9 10 32 11 33 12 N 13 M 14 36 15 23 22 20 9 e 4'6= 4x10= 1.5X1 11 44= 3x12 M195H5 FP= 44= 44_ 5-3-0 20-4-2 2400 5-3-0 15 1-2 3-7-14 Plate Offsets X 4:0-3-0E a 16: e0.1-B 24:E 0.1-8 25:0.1-60-0.10 26:0.1-80-0.10 LOADING 400 SPAlX4C 2-0.0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.59 20.21 >482 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.98 20-21 >291 240 M18SHS 197/144 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.17 16 n1a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weigh:1431b FT=0%F,0%E LUMBER- TO BRACING P CHORD 1,4 DF 2850E 2-3E(flat) TOP CHORD Stnrcturel wood sheathing directly applied or 6-0-0 oc pudirs,except end vert icals. BO7 CHORD 2x4 DF 2850E 10OF I at)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 62:2x4 SPF 2100E 1-8E(Baq WEBS 2x4 SPF No-2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 24=1419/0.5-8,16=1419/0-58 Max Grav24=1693(LC 4),16=1693(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2425=-393/0,1-25-393/0,16.26=-39510,1526=-394/0,1-27=-21/0,2-27-21/0,2-28=5951/0,3.28=-5951/0,3-29=-5985/0,4-29=-5985/0,4-30--7967/0,530--7967/0,531=-7967/0, 6-31=7 967/0,6-7-- 809.10=8696/0,10-32-7391/0,11-32--7391/0,11-33=-7391/0,12-33-7391/0,12-34=-4534/0,13.34_-4534/0,13.35=-4507/0,14-35= 4 .7-8--8698/0&9=8698x0,BOB CHOflD 23-24=0/3447,zz-z3=on967.21-22�nss7.20-z1=0/873s.19-zo®N a 7 , = , = WEBS , 0 , , , -0 , , =- , 22=0121,1416-29MO,14-17=0/2506,1317=-575/0,12-17-1860,12-19= 1739,11-19=535/0,10.19=-1071/0,10-20=0/857,8-20 445/0,6-20=-298/215,6-21=-1123/177, 521=-39/563 NOTES i)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)This thus is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802102 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.0lb live and 25.011,dead located at all mid panels and at all panel points along the Top Chord,concurrent with live and dead loads. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)means.mend 2x6 strongbacks wedge,spaced at 10-0-0 oc and fastened to each huss with 3-10d(0.131'X 3')nails.Strongbadcs lobe attached to walls at their outer ends or restrained by other LOAD CASE(S)Standard / UFP Belchertawn, LLC A Universal Forest Products Company 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep:Mike Ellerbrook Villasm Hill Building B - Floors Floor Truss Profiles For Submittal 5/4/2015 These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179. SHOP DRAWINGS THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job#15011983BF Upper Ridge—Building B Northampton,MA 5/4/15 ( Lc)TESTING CRITERIA FIRE SPRINKLER Hampshire Fire Protection, LLC is responsible for setting up and coordinating all sprinkler system testing, including a 200psi hydrostatic test and testing of all water flow,tamper, and alarm devices provided under this scope.All testing will be in accordance with NFPA 13R, and the Massachusetts State Building Code. FIRE ALARM By Others. HVAC By Others. Section 2—Equipment and Tools FIRE SPRINKLER Hampshire Fire Protection,LLC is responsible for providing all required equipment and tools, including but not limited to: 200psi hydrostatic testing equipment,pressure gauges,hoses, manufacturers instructions, etc. FIRE ALARM By Others. HVAC By Others. Section 3—Approval Requirements Hampshire Fire Protection, LLC shall obtain written approval of all acceptance testing from the Northampton Fire Department and will provide the Northampton Fire Dept. with copies of NFPA 13R testing certificates, instruction manuals, and record drawings. 3 of 3 Upper Ridge—Building B Northampton,MA 5/4/15 A water flow switch is located on the wet system riser and will indicate water flow by sending a signal to the local alarm panel and activate the electric alarm bell. Quick Response and/or Residential sprinklers are being utilized throughout the building areas.New pipe and fittings in these areas will consist of CPVC plastic on upper floors and black steel pipe and cast iron, grooved, and/or threaded fittings in the basement. The 1.5" Fire Department Connection is located in the front of the building and meets all requirements of the authority having jurisdiction, including size,type, location, and thread type. System design criteria is based on a wet system designed NFPA 13R, 2013 standard. FIRE ALARMS: By Others. HVAC : By Others. ( Lb) SEQUENCE OF OPERATION FIRE SPRINKLER Wet Pipe Sprinkler System: Heat produced from a fire melts the fusible link or glass bulb on a single sprinkler head, or group of sprinkler heads, causing the sprinkler(s)to open. The water from the water filled pipe is discharged immediately from the sprinkler head(s)to extinguish the fire. The Fire Department may supplement the system by positioning a Fire Department pumper truck between a fire hydrant and the fire- department connection. The sprinkler system water flow switch will activate upon system flow and indicates an alarm condition by sounding an electrical alarm bell located on the exterior of the building. The sprinkler(s)will continue to flow water until the water control valve is manually closed. FIRE ALARM By Others. HVAC By Others. 2of3 Upper Ridge—Building B Northampton, MA 514/15 (La)BASIS (METHODOLOGY) OF DESIGN Section 1 —Building Description Refer to Architect. Section 2—Applicable Laws Regulations and Standards Refer to Architect. Section 3—Design Responsibility for Fire Protection Systems Fire Protection System: Hampshire Fire Protection,LLC 507 Southampton Rd Westfield,MA 01085 413-642-3287 Fire Alarms: By Others. HVAC: By Others. Section 4—Fire Protection Systems to be installed FIRE SPRINKLER System Description: Automatic sprinkler protection is provided throughout all areas of the building in accordance with NFPA 13R, 2013 edition. Owner to provide heat throughout the entire building to maintain a minimum temperature of 40 degrees Fahrenheit for all areas of the building protected with a wet pipe sprinkler system. A 4-inch underground fire service main is capable of providing adequate water pressure and volume to the fire sprinkler system. This fire service main is connected to the city water main in Village Hill Rd.. A Double Check Backflow Assembly,with indicating isolation valves, is installed immediately upon the 4-inch water service main entrance into the building. 1 of 3 AUTOMATIC FIRE SPRINKLER SYSTEM NARRATIVE REPORT 780 CMR—903.1.1 Upper Ridge, Building B Village Hill Northampton, MA Prepared By: HAMPSHIRE FIRE PROTECTION, LLC 507 Southampton Road Westfield, MA 01085 Tel 413-642-3287 Prepared For: Northampton Fire Department May 4, 2015 ENERGY EFFICIENCY PLAN Liahtittl�&A©prlattCes Specifications Used in Analysis Lighting 100%compact fluorescent bulbs Refrigerator ENERGY STAR Dishwasher ENERGY STAR Clothes Washer Any 2. Preliminary Home Energy Rating Results Based on the assumptions described above,we have calculated the following Preliminary Home Energy Rating results. Preliminary HERS Index ENERGY STAR v3.1 HERS Requirement Unit B1 44 57 Unit B2 53 64 Unit 63 53 65 Unit 134 48 63 Meets requirements of Mass Save Prescriptive Incentives—Option II (Note that Mass Save requirements are subject to change at any time without prior notice. This often occurs at the end of each year.) Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to changes in building plans, energy features installed in the home, RESNET standards, software changes, and other factors. 3.Services Requested CET will provide a Confirmed Home Energy Rating for the purpose(s) indicated below. CET will charge fees for these activities based on the Price List attached to your Home Energy Rating Services Agreement. • Stretch Energy Code compliance • Mass Save Residential New Construction Prescriptive Incentives Option it • ENERGY STAR version 3.1 certification As part of these services, CET will verify whether your home meets the requirements of the applicable program. I have reviewed and understand this Energy Efficiency Plan. I have reviewed the assumptions in part 1 and confirm that the assumptions are correct. Signature: Date: Printed Name: Company: HERS Rater: Mark Newey, Date: 5/4/15 Page 2 of 2-Please send signed form to the Center for EcoTechnology Tel(413)586-7350 ext.242-Fax(413)586-7351 -greenhomeAcetonline.om • [„U CENTER FOR U , EcoTechnolo we make green make sense- ENERGY EFFICIENCY PLAN Project Location: Greek B Upper Ridge, Village Hill, Northampton MA Conditioned Floor Area 3007, 1326, 1354, 1784 ft2 Volume 29183, 17238, 17602, 22776 W Building Type Attached Single Family—4 units Bedrooms 2, 2, 2, 3 bedrooms 1.Assumptions for Preliminary Home Energy Rating CET has completed a Preliminary Home Energy Rating with the following assumptions: a) The construction plans you have provided are accurate, including window dimensions and locations. b) Energy features not listed below in part c will meet the prescriptive requirements of the IECC 2009. c) The home will be built to incorporate the following energy features: 89111dipal E—nxe—IM Specifications Used in Analysis Floor Over Bulkhead Utility Room Uninsulated Foundation Walls R12" Superior Wall + R19 Fiberglass Batts Grade 1 Rim Joist 4" High Density Spray Foam R24 Grade 1 Above Grade Walls 2x6 framing with 2" HDF and 3.5 cellulose Grade= 1 + 1"Pol iso R6 sheathing Wall To Attic 5"High Density Spray Foam R30 Grade 1 Band Joist 4"High Density Spray Foam R24 Grade 1 Windows U-value=0.21 SHGC= 0.22 Glass Doors U-value= 0.21 SHGC =0.22 Flat Ceilings 2x4 framing with 1" high density foam 16"cellulose Grade= 1 Sloped Ceilings 2x4 framing with 1"high density foam 16"cellulose Grade= 1 Blower Door Test* 1.5 ACH50 or better* Thermal Enclosure Rater Checklist Meet Checklist Requirements as verified by a HERS rater at pre-drywall Parts 3&5 and final inspection f AftbanicaU " Specifications Used in Analysis Heating &Cooling Equipment 131: 9.3 HSPF 118 SEER/95%AFUE Dual Fuel Heat Pumps 62-133: 95%AFUE Furnace+ 18 SEER A/C Located in conditioned space Ductwork Total leakage<6 CFM/100 ft2 measured at rough-in Returns in all bedrooms Water Heating Equipment 0.94 EF Natural Gas On Demand Water Heater Bathroom Faucets and Showerheads Water Sense Labeled Whole House Ventilation ERV 70% sensible recovery, 50%total recovery 40 watts Page 1 of 2 MUNICIPAL SEWER/AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587-1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 29, 31, 33, 35 Moser Street Inquiry Made By: Wright Builders Linda 586-8287 Date of Inquiry: 5/5/15 Reason for Request: New Construction 4 Unit Condo Hook into City Sewer Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'h deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Length of Sewer Main: Size of Service Connection: Type of Service Connection: Tie-in to Sanitary Main Tie-in to Sanitary Stub Comments: 61y A 1,j C<_ - City Requires 6" cleanout installed at Citv Property Line Note: If this availability is for new construction this form must be hand delivered to Building Inspector. A corresponding"sewer entrance fee"shall be paid prior to making any connection to the municipal sewer system.Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. John Hall d� JSewer Department Vi cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner May. 12. 2015 8:43AM Norihampfon Waier Depi NO, UJO) r. MUTMCIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 ADepartment of public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. r tion; 291 317 33,35 Moser Street Inquiry Made By: Wright Builders Linda 586-8287 5/5!201.5 Date of Inquiry: Number of Type of Single Family X 'Type of Private Units: 4 Units Ownership: CondoX ( ) Apart. Comm. p Multi-family Rental (Annlicant to fill nut the above) Municipal Water Main in Existing service to Front of Location? Yes. X No: site? Yes: X No Size of Water Main: 8" Material: Ductile Iron Age: 2005 Approximate Static Street Flow Test Conducted:Yes: No:X Pressure: 80 psi If done attach results Size of Service Connection 6" Fire — 1.5" Domestic Suggested Meter Size: 4—5/8", 1-1" (5 total) Comments: The Water Department cannot guarantee adequate water pressure during peals demand times at elevations above 320 feet. Backflow permit required for sprinkler line. 1"common meter for irrigation. Master deed have language regarding common ownership of irrigation meter and service. A corresponding water entrance fee shall be paid prior to making any connection to the municipal water System. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. Mil co form to Northampton Water Department specifications. #ro, R. ttehnan, Superintendent of Water Dept. Water Entry$ 200 Meter$ 700 Radio $675 cc. Ned Huntley,Director Note If this availability is for a new construction,it must be hand delivered to the Building Inspector. \\smbl\admin\permits\Writer Application\Water Availability.doc Planning:Decision City of Northampton Hearing No.:PLN-2014-0009 Date:September 18,2013 #7 Done T).All sheets fromlog the prvjecf,except forVakge Hill Road from Moser Street to the mkFblock crosswalk,are subject to the 5-year moratontan for newfy paved toads,which requires m111ing and overlay for the full width of the road and 20'beyond the limit of any cuts made in the pavement, Including granite curb reconfiguration.AM trenches shall be backfilled with Rumble BIL Curb cuts proposed to be relocated on Musamte Drive and Moser Streat with puff parking and drainage reconfigured on Moser as part of the curb cut relocation are subject to the S-yearmoratorfum.Tire plan should show the expected 11W is of mill and overlay due to cuts In the roadway. F# 8 Don a 8).Fifteen foot curb radii shall be used #9 Done 9).Concrete sidewalks at relocated curb cuts shall be 6"thick to the nearest existing panel break beyond the limits of the cut #10 Done 1 10).All sidewalks disturbed by construction she#be replaced to the nearest panel. #11 Done 11).Detectable warning ships shall be Installed at the approaches to the relocated curb out on Musants Drive. #12 Done 12).All granite curbing not roused shall be returned to the DPW yard. #13 Done 13).All rims and inverts for proposed sewer and drain manholes and catch basins or Inverts for existing connection points must be included on revised plans. 1#14 Done 14).The drain line from the catch basin proposed to be abandoned west of Building A shall be plugged with bricks and mortar in the receiving manhole as well as at the abandoned catch basin. #15 Done 15).The catch basin proposed to be abandoned on Moser Street shall have the cone section removed, the pipe plugged with bricks and mortar and the remainder of the structure backfilled with sand The Inlet pipe at the downstream catch basin shall also be plugged with bricks and mortar. 1#16 Done 16).The new pulPoff parking area shall be stopped of any remaining asphalt and new roadway base installed throughout 1#17 Done 17').Water and sewer line sizes and materials and methods of construction shall be approved by Department of Public Works #18 - lines at Bldg A 18).Any con8fcts where water and sewer fine crossings are shown at Building A and between Building are Done. Pending - C and Flats East must be resolved and adequate separation according to Department of Public Works lines between Bldg C standardsirrastbemet & Flats East proved the major site plan based upon the fallowing plans submitted with the application and information materials: I s Upper Ridge at Village Hill Prepared for WHOM Bullders,Inc.by The Berkshire Design group,inc.Dated August 12,2013 Sheets L1- L8 2 Upper Ridge Buffd►ng Elevations by Kuhn Riddle Architects,dated 8/12113 Building A.B,Flats East,Flats West,Duplex The board approved the site plans upon determining compliance with the standards in 350-1 f.6 as follows. A.The requested use protects adjoining promises against seriously detrimental uses.The site is the next phase of residential development consistent with the master plan showing densWes consistent with abutting properties. B.The requested up will promote the convenience and safeW of vehicular and pedestrian movement within the site and on adjacent streets. This site bur7d out will Incorporate the next segment of links to create an east west pedestrian corridor through the campus. Driveway points are minimized with shared parking in the rear of the buildings to reduce Impacts on the sidewalk: (1)TrafEc mitigation has been addressed at the master plan stage far the redevelopment of the entire campus. C.The site wilt function hermonfaudy M relation to other structures and open spaces to the natural landscape,existing buildings and other community assets in the area as it relates to landscaping,drahage,sight lines,building orientation,massing,egress,and setbacks. D.The requested use will not overload,and will mitigate adverse Impacts on,the Cft es resources,Including the effect on the City's water supply and distribution system,sanitary and stair sewage collection and treatment systems,fire protection,streets and schools.The construction materials and methods for water lines,sanitary sewers,storm sewers,fire protectlon,sidewalks,private roadt and other Infrastructure shall be those set forth in the Northampton Subdivision Regulations 13 The requested use meets any special regulations set forth in this chapter. F.Compliance with the following technical performance standards. (1 j Curb cuts onto sheets have been minimized through shared access (2)Pedestrian,bicycle and vehicular traffic movement on site must be separated,to the extent possible,and sidewalks must be provided between businesses within a development and from public sidewalks,cycle tracks and bike paths. (3)Storniwater will be heated through previously constructed Inkastructure. COULD iron DouoonrE eECause GeoTMS®2013 Des Lauders Municipal solutions,Inc. A Status of Planning Board Planning-Decision City of Northampton Decision conditions as of 12/30/14. Emailed to the Nton Hearing No.: PLN-20140009 Date:September 18,2013 Bldg Dept on 12/30/14. APPLICAmonTYPE. SUBMESSION DATE PS Molar Site Plan 8/13WI3 Applicant's Name: Ownefs Name: IN NAME: NAME: WWGHT BUILDERS WRIGHT BUILDERS Bk-.11489Pg:174 Page:1 of 3 ADDRESS: ADDRESS: Recorded: 10109/2013 09:29 AM 48 Bates St 46 Bates St T OWN: STATE 171P CODE: TOWN. STATE ZIPCODE NORTHAMPTON MA 01050 NORTHAMPTON MA 01060 i PHONE NO-* FAX NO.: PHONE NO.: FAX NO.: 413 586.8287(110). 413 $87-9278 413)586-8287 116) (413)587-9276 EMAIL ADDRESS: EMAIL ADDRESS: LGAUDREM4 @DWRIGHT-RULLDERS.COM LGAUDREAUQWRfGHT-BUILDERS.COM i Site Information: Serve or's Name: j STREET NO.- srrF-ZDMG: COMPAWNAME: FORD CROSSINGNILLAGE HILL RD PV(1 OD1/SG b(10p)/ TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01060 Approved With Conditions MAP BLOCK LOT: MAP DATE: SSCnDNOFBYLAW: 3tC 018 00f Chpt 350.11:Site Plan Approval TOWN: STATE ZIP CODE. Book. e r 692S 30 PHONE NO.: FAX NO.: , EMAIL ADDRESS: NATUREOFPROPOSED WOM 28 Unit Development within 7 buildings HARDSHIP. CONDITION OF APPROVAL: 1) Thirty(30)days prior to bidding construction,civil construction plans for each phase,stamped by a #1 Done registered Massachusetts P.E,shaft be provided to the Department of Public Wanks(DPW)for review I and comment AA plans shall incorporate revisions required in the conditions herein below and also include: a.Details for granite curb,handicap ramp, sewer cleanout detail b.6 Inch concrete thickness for sidewalks crossing driveway openings. c.Gravel base material for Bit Cana.Paving In Moser 5treat shall be 8 Inches oflV11.03.0,Type b with 4 inches of processed gravel,U1,63.1,above. A Gravel for sidewalks in the City ROW shall be pro cessed gravel,M1.03.1 with maximum stone she of i 2 Inches. #2 Done 2)•Prior to Issuance of a building permit,documents must be submitted to the DPW corrtlrming a minimum two foot separation between the bottom of the proposed Infiltration trenches and the estimated seasonal high groundwater level. #3 Done 3).Pdor to Issuance a building permit for the proposed project and in accordance with the Stormwater Management Permit for Village Hill Phase 2 Issued to MassDavelopment In 2007,the applicant shaft the applicant shall submit revised drainage calculations that reflect the actual construction that has been completed and conihms the remaining capacity of the Detention Basins In each Sub-Watershed area. The applicant shelf further meet all otherrequirements necessary to comply with the original PALL #4 Done 4)•Prior to completion of Building A,the appgcant shall file a request through,Department ofPubllc World to begin the necessary procedure for removal of the two previously accepted ornsbeet parking spaces along Moser Street that will be eliminated as it result of this project #5 &#6 Pending - 5)•Prior to Issuance of cerifTrcate of occupancy for either of the"Rats"apartment buildings,the applicant shad record a public access easement for the path connectFon between Musante Drive and Prior to C of O for seem Tree Paric either Flats Bldg 6).prior to Issuance of a coWficate of occupancy ior eMer of the"flats-apartment buildings,the applicant shat Install dimeftnal sign for park at the public path near•Wflage Hill Road Intersection indicating access to Beech Tree Park i Geo7MS62013 Des Laurlers Municipal Solutions,Inc. ✓•�a DE�j i OF 3L'iLDL\IG I.NSPEc.ioNs IN�rECOR 3I2 Main Street ' Municipal Build--29 i-orthamuton, mass. 01060 quare Fcotace A-=- unt Easement @ +a'0 3.� 411 oZ Z7• 1st F?ccr @ L1 Ll a I 2nd F 7 cor @ •30 Mg -71 t/2 F lcors, Attic, Garace.a.0 I a 5 I •a Deck, Por&.es .�-o S� � 117. a f - 3LIti0. � 3yyI Versionl.7 Commercial Building Perniit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) independent Structural Engineering Structural Peer Review Required Yes 0 No 0 SECTION 11 -OWNER AUTHORIZATION-'TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Wright Builders I, as Owner of the subject property Wright Builders hereby authorize —Jo act on my behalf, in all matters relative to work authorized by this building permit application. Signature of OlAner Date !Wright Builders _ �` as Owner/Authorized Agent hereby declare that the sta�pments and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed and 'the pains dDenalties _enyg.. .. y Print Name C1 Signature of Owner/Agent Date SECTION 12-CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: `Wright Builders - Jason Heilman CS-070417 License Number X48 Bates St.No Pton-- 1060 111/23/2016 Addre Expiration Date ?(413) 586-8287 Signatures Telephone SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application.Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes No 0 Versionl.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name(Registrant) Registration Number y Address -- — ' �I Expiration Date i Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility i Address Registration Number s , } t Signature Telephone Expiration Date Name Area of Responsibility Address R�stration Number 1 Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number i Signature Telephone Expiration Date Name Area of Responsibility Address � � Registration Number Signature Telephone Expiration Date 9.3 General Contractor Wright Builders Not Applicable ❑ Company Name: H.I.C. 101536 Jason Heilman ___j Exp. 6/26/2016 Responsible In Charge of Construction 548 Bates St,,N6rthatm MA 01 Address _ ,(413) 586-8287 Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZOR&G Existing Proposed Required by Zonin This column to be I in by Building Dep ent Lot Size I Frontage Setbacks Front _ Side L: .� R:= �L:�— R Rear Building Height Bldg.Square Footage % F-7 7 Open Space Footage % (Lot area minus bldg&paved _,. � parking) #of Parkin ces olume&Location) A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO @ DONT KNOW 0 YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DONT KNOW 0 YES 0 IF YES: enter Book Page: and/or Document# B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained 0 , Date Issued. C. Do any signs exist on the property? YES ® NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ® NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO 0 IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SWPP Filed at DPW on 10/25/13 by Berkshire Design Group Versionl.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE' Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other Brief Description Build new four unit townhouse condos with two detached garages. Of Proposed Work:I SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ 1 Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential 0 R-1 ❑ R-2 ❑ R-3 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B U Utility ❑ Specify:F M Mixed Use ❑ fy S eci P S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: __ _ -. _. Proposed Use Group: Existing Hazard Index 780 CMR 34):' Proposed Hazard Index 780 CMR 34): __m_ SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 1 St ' 1 St _ _ 3,2`4' 2�d 2,8721 2nd 3rd 3rd Basement 3,144E 4�' } 4"' Garage 1,056; Total Area(sf) 1 Total Proposed New Construction(sf) 9,260' Total Height(ft) m Total Height ft 31 7.Water Supply(M.G.L.c.40,§54) 7.1 Flood Zone-Information: 7.3S ewage Disposal System: Public ❑ Private ❑ Zone' Outside Flood Zone O Municipal 0 On site disposal system Versionl.7 Commercial Building Permit May 15,2000 ity of Northampton wilding Department ," \h 212 ain Street a oom 100 ��. ampton, MA 01060 ; -587-1240 Fax 413-587-1272 APPLICATI C STRUCT, REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING �41, fhi� SECTION 1 -SITE INFORMATION PlPir' 1.1 Property Address: This section to be completed by office 129, 31, 33, 35 Moser St. Map 31C Lot 046 Unit Zone Overlay District 1 � Elm St,District' CS District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: IWriht Builders/Mark Ledwell '48 Bates St.Northampton MA 01060 Name(Print) Current Mailing Address: Signature Telephone 2.2 Authorized Agent: }W Wri ht Builders Jason He' anyo 4 48 Bates St.NorthW _pton MA 010600 Name(Print) Current Mailing Address _ Y :.(413) 586-8287 Signature �°° t' P Tele hone SECTION 3-ESTI TED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed b permit applicant 1. Building (a)Building Permit Fee $549,988.00 2. Electrical (b)Estimated Total Cost of $38,892:00` Construction from 6 3. Plumbing Building'Permit Fee $56,899.00 4. Mechanical(HVAC) °- 5. Fire Protection $64,487.001 $20,832.00 Li 6. Total=( +2 3+4+5 ` $731,087.00 Check Number This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissionerlinspector of Buildings Date File#BP-2015-1106 Coe L.a APPLICANT/CONTACT ON WRIGHT BUILDERS ADDRESS/PHONE 8Ba es St OR HAM TONG 060(413)586-8287(116) rez" A-f PROPERTY LOCATION 29 MOSER ST 57* VLM5 MAP 3 1 C PARCEL 046 001 ZONE PV 01.. P LA" THIS SECTION FOR OFFICIAL USE ONLY: �N ( fist�w PERMIT APPLICATION CHECKLIST �1 n ENCLOSED REQUIRED DATE � ZONING FORM FILLED OUT � (I� Fee Paid P � Building Permit Filled out Fee Paid Typeof Construction: CONSTRUCT 4 UNIT TOWNHOUSE CONDOS W/2 DET GARAGES New Construction Non Structural interior renovations Addition to Existing Accessory Structure Buildiny Plans Included: Owner/Statement or License 070417 3 sets of Plans/Plot Plan r +PG�iQO ➢� /C�� THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF ATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management em o , io Delay Z(- ;7-3-16' Signature of ui g O icial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. 'g,l) 3� 29 MOSER ST BP-2015-1106 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 3 1 C-046 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:New townhouses BUILDING PERMIT Permit# BP-2015-1106 Project# JS-2015-002087 Est. Cost: $731087.00 Fee: $3441.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 070417 Lot Size(sq. ft.): Owner: WRIGHT BUILDERS Zoning: PV Applicant: WRIGHT BUILDERS AT. 29 MOSER ST Applicant Address: Phone: Insurance: 48 Bates St (413) 586-8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:612912015 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 4 UNIT TOWNHOUSE CONDOS W/2 DET GARAGES POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Sivature: FeeTyne• Date Paid: Amount: Building 6/29/2015 0:00:00 $3441.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner