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11-586 (10)i iii-1,1 BUILDING Rope um, 5( }oP Co/Mk/1445 FBC 20 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit No. SEP ` .2011 Master Permit No. (1 -5r6 Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): 13 eve/ l/niseaec,rf Phone #: 305— +Teti - 3 o50 Address: II 3 0 o N E %t" Ave.- City: /14 :Aim: VW/Y.5 VW/Y.5 State: F L Tenant/Lessee Name: Sa M t, Email: 6 td e.. * i(• a rr.T d c/ Zip: 3 3! 6 Phone #: JOB ADDRESS: (( 300 Al ( ?."^s City: Miami Shores Folio/Parcel #: 1(— 1,136000ooLj 0 Is the Building Historically Designated: Yes Aye. County: Miami Dade Zip: 5316/ NO >C Flood Zone: CONTRACTOR: Company Name: N(09 5 4. Assoc..; a r.ee 4 G �.. Phone #: q SW— 76 4— We) 7 Address: City: EDIT L..vo(.ei -da jC Qualifier Name: L il •er/ ( L ynri State Certification or Registration #: G (506/7 7 State: L�v trh r FL_ NO t- Zip: 3550 Phone #: G(III-'7 6q — 4'(D 7 Girt. t7 Certificate of Competency #: Contact Phone #: et 5(-(— 7 L4 — «(0 7 Email Address: S w1 feivtrt2 e. moss 444424 Ca 44 DESIGNER: Architect/Engineer: C a 'wee m/ pt s, 6.4, Phone #: 7 0 3 —107 - Z 3 Z Z _ — >ri c; 7- Value of Work for this Permit: $ (31 took oe o ' Square/Linear Footage of Work: 71. I000 Type of Work: DAddition UAlteration 1i silopp ONew pK4wl46'! Description of Work: _. ORepair/Replace ❑Demolition ******* ** * **** * * * * * * * * * * * * * * ** * *** * * ** Fees * *, * * * * * ** *** ** * *** ****** * * * * * * * *** * * * * * * ** Submittal Fee $ Permit Fee $ w CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ C'' ' `9 TOTAL FEE NOW DUE $ Technology Fee $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature �' —• Owner or Agent The foregoing instrument was acknowledged before me this b. day of >gle i , 20 // , by I) who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expire * * * * ** * * * ** ** ** ** ** APPROVED BY 6 Notary Public State of Florida • a My Commies on Gerber 888128 1400, OP Expires 05/08/2014 /ypt 4/o/ii (Revised 07/10/07)( Revised 06 /10 /2009XRevised 3/15/09) RE: Signs•., a t/ /- �) Contractor The foregoing instrument was acknowledged before me this LT day of 0 1' , by Sherri (.t)£.r. ner. who is personally know_n_tomm or who has produced as identification and who did take an oath. NOTARY PUBLIC: 1 It, l' 1i' 3 Public - State of $• •� • -My Comm. Expires Jul 6, 2014 Commission DD 972411 „9710 • • Bonded Through National Notary Assn. **** * * * * * * * * *** *t*TitA*1— * *Titr**T* *7*A *7 *e *ir a * * * ** Plans Examiner Structural Review Zoning Clerk Permit No: 11-586 Job Name: Septembe ' 7, 2011 Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) Prov c.: shop drawings that have been reviewed and signed approved by the engineer of reco s . 2) Prov uplift and gravity loads for each truss by the engineer of record. Plan review not complete, when all items above are corrected, we will do a complete plan review. If any sheets ire voided, remove them from the plans and replace with new revised sheets and include one _ t of voided sheets in the re- submittal drawings. Norman Bru CBO 305-795-22C, )0( RECEIVED SEP 262011 Miami Shores Village Budding Department Permit No: 11 -586 Job Name: Barry University Dorm — Mansard Roof Trusses September 26, 2011 Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) Provide shop drawings that have been reviewed and signed approved by the engineer of record. Moss Response: See the "Reviewed and Approved" stamp from Mark Johnson, P.E., SECB in the beginning of the submittal, which indicates the sheets reviewed and approved. 2) Provide uplift and gravity loads for each truss by the engineer of record. Moss Response: Sheet S0280 of the permitted drawing dated 4/29/2011 calls for pre - engineered light gage metal trusses at 2'-0" O.C. to be designed by the truss specialty engineer. Included in this submission are signed and sealed calculations that provide uplift and gravity loads. These calculations were assembled utilizing Roof Design Loads found on sheet S0110 of the permit drawings. Also, as a response to the June 22, 2011 Building Permit Comments, it was agreed to in note #19 that the specialty subcontractor would submit signed and sealed shop drawings that will be reviewed and approved by Structural Engineer and Architect before submitted to Miami Shores Village for compliance. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 t • •- r Job Truss Type Qty Ply Truss L393062 BARRYUN .ROOF TRUSS 4 1 B01 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:48:17 2011 Page 1 SCREW QTY (Total = 93 ). All Screws Are Protwist HWD12034 • CHORDS A-X:2, L-Z:2, X -A3, Z -M:3 WEBS B-W:2, C-V:3, C-W:5, D -U:2, E T:2, E-U:5, F-S:2, G-R:2, H-Q:2, I -P:2, I-Q:2, J -02, K -N:2, K-Z 4, Z -KA, Z-N:3 00-10 0-7 -14 0815 0-10-0 10-951 1-0-0 634 P821 1 13901-7 1-4-0 117-11 � 62-96/1r7 14-0 /643 1-60 0-9-0 2.182.2 -0388 4-1 -7405 60-15 766 3488-95 9 -11 -14 11. 5811.11.5 144-5 SCREW QTY CHORDS M-N:3 WEBS N-K2, N-Z:3, O,J :2, P -12, Q -H:2, Q-12, R-G:2, S-F:Z T-E2, U -0 2, U-E:5, V-C:3, W -B:2, W-C:5 T82 A B C D E F G H I J K L T42 X W V U T ia9s1 0-98 0-0-10 14-0 1-38 2. 1,82 -2 -0386 S R Q P 0 NQ 0-7 -14 0-845 68.21 1390714-0 147-11 � 1 -2. 96,17140 4-1- 749-5 6-045 7-5-5 608666 611 -14 11. 6511 -11.5 0-104 6-1-5 10-1-5 12-9 -5 1-4-0 1 14-1-5 Brace required for face exposed to wind. See D/T4.1. # - denotes kicker location 700USJ073x12 Z Galvanization = G90 Truss weight =172 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2-0 -0 Code FBC AISI- S100/S214 CSI TC 0.75 BC 0.72 WB 0.90 DEFL (in) (Ioc) Udefl Vert(LL) 0.11 Q >999 Vert(TL) 0.10 Q >999 Horz(TL) -0.02 Y n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwlst HWD12034) 035 390Ib 046 552Ib 057 8251b 073 8301b 097 830Ib STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -X 362 USWD 035 50, L -Y 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* C -W 362 USWD 046 50, E -U 362 USWD 046 50 BRACING TOP CHORD Sheathed A -L BOT CHORD 2 -0-0 on center bracing X -M JOINT(S) Z JOINT(S) M REACTIONS (it/ size /material) X/0- 6 -0/UKN, Y /0- 3-8/UKN Max Down X= 907(LC No. 6- D+0.75Lr +0.75L +0.75C&C D), Y =671(LC No. 1-D+Lr) Max Uplift X= 1136(LC No. 3 -D+C&C U), Y =- 535(LC No. 3 -D +C&C U) FORCES (lb) Max. Compression Force TOP CHORD A-X=-282, A- B = -38, B-C=-9, C-D=-234, D-E=-234, E -F =-424, F-G =-424, G-H= -355, H -I= -355, I -J=-4 K-L=-157, M-Y=-671, M-Z=-909, L-Z=-143 BOT CHORD W-X=-859, V-W=-687, U-V=-687, T -U =534, S-T=-534, R-S= -534, Q-R= -534, P-Q=-451, O- P=-451 M -N =-232 WEBS K -N =-663, J -0=99, I-P=-334, H-Q=-335, G- R=-84, F -S =, E -T =-652, D-U=-790, C-V=-902, B -W NOTES N-Z=-740, C-W=-1480, E-U=-1193, I-Q=-520 1) This truss designed with ASCE 7 -05 wind Toad as referenced by FBC . V =146 mph, C&C Method, Building CI 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt =1.00 , Edge Roof Zo 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical Is e • _ _ • t Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coat GCpI = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1112 ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind Toads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) 6) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) M. LOAD COMBINATION(S) D +Lr, D, D+W, D +0.75Lr +0.75W (P) Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the buss designer. Bracing shown is for reduction of buckling length of web/chord members only. Additional permanent cross bracing or bracing of the overall structure Is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsibllty of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCAfor guidance. METAL 262A241134Z a e4414■00 09 @1,408e Job Truss Type Qty Ply Truss L393063 BARRYUN ROOF TRUSS 4 1 B01M 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:50:24 2011 Page 1 SCREW QTY (Total =104 ). All Screws Are Protwist HWD12034 CHORDS A-Z:2, L-M:2, M-L:3, Z -X:2 WEBS B -W:3, B-Z•5, C V:2, D-T:3, D-U:2, E -T:2, F-S:2, G -R 2, Ho-re, H- Q:2,1 -P:3, J -N:0, J -0:3, K -N:2, Z -B:5, Z W:4 1.4-0 14104 140 011r7 144 9416x' -1� 14-001.713-6 _7 -16A2 1-3-6 ato1-4-0 109.61 1-4-0 2 -2 -0244 4404-1 -754-0 64-15 64-08-0$64-0 6.1144 11 -11-6 13345 141.5 680 10-7-16 111116 700USJ073x12 ett SCREW QTY CHORDS X -W:3 WEBS NJ:S, N-K:2, OJ:3, P -H:5, P4:3, Q-11:2, R-G:2, S-F 2, T -D:3, T -E:2, U-D:2, V -0:2, W -B:3, W-Z:4 Y 1.44 1040-01 14- 001.712 -6 9-846 14-00-71448 ?-7 -1 1 136 1-4-0 47 -9 14-0 2-2 -0240 4-0-0 4-1- 764-0 40-15 8-0-0 8-08640 411.14 11.114 13316 14-5 680 10-7 -16 1411 -15 13-11-12 Brace required for face exposed to wind. See D/T4.1. # - denotes kicker location Galvanization = G90 Truss welgM 175 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL. D 10.0 SPACING 2 -0-0 Code FBC AISI- S100/S214 CSI TC 0.95 BC 0.91 WB 0.99 DEFL (in) (Ioc) I/defl Vert(LL) 0.12 T >999 Vert(TL) 0.11 T >999 Horz(TL) -0.10 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwlst HWD12034) 035 390Ib 046 552Ib 057 825Ib 073 830Ib 097 830Ib STEEL SECTION TOP CHORD 35 USD 035 50 *Except* L -M 362 USWD 035 50, A -Y 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* H -P 362 USWD 046 50, J -N 362 USWD 046 50 BRACING TOP CHORD Sheathed A -L BOT CHORD 6-0-0 on center bracing X -M REACTIONS ( t/size/material) M/0- 3- 8/UKN, Y /0- 6 -0/UKN JOINT(S) Z Max Down M= 937(LC No. 6- D+0.75Lr +0.75L +0.75C&C D), Y=668(LC No. 1-D+Lr) Max Uplift M=-1200(LC No. 3 -D+C &C U), Y=- 473(LC No. 3 -D +C&C U) FORCES (lb) Max. Compression Force TOP CHORD L -M =-311, A -B= -132, B- C=455, C-D =-455, D-E= -379, E -F -379, F -G =-453, G -H =-453, H -I =249, I-J= -249, J -K -10, K- L=-44, X -Y =-668, X -Z= -934, A- Z = -184 BOT CHORD W-X=-1054, V-W=-704, U-V=-704, T -U =704, S-T=-625, R -S =-625, Q -R =-625, P-Q=-625, O-P== -326, N -0= -326, M -N =-66 WEBS B -W =1128, C-V=-173, D -U =-339, E -T= -356, F- S =-85, G-R =0, H-Q=-730, I-P=-879, J-0 =1011, K -N =-627, B-Z -1308, W-Z=-1242, D-T =-672, H -P= -1283, J-N=-1569 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C&C Method, Building Classification II, h = 42.00 fL, Exposure Category C, Enclosed Building, I = 1.00 , Kz =1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, °a° distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical is exposed to Wind. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpI = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1112 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) 6) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) X. LOAD COMBINATION(S) D +Lr, D, D+W, D+0.75Lr+0.75W ['1 • No 465114 • • 1J �• STATE OP : w" •4t` ittpq`prp� ?�• soinunoso Seal authorized by James P. Looby, PE 48503 September 2,2011 C .J•?i�i/ WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) fi Design valid for use only with Aegis Ultra- Span ®sections. This design Is based only upon parameters shown, and Is for an Individual building component to be installed P P s and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown Is for reduction of buckling length of web/chord members only. Additional permanent cross bracing or bracing of the overall strucluro is the responsibility L \L71 of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for MET A a PGA A t0 1 08G Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. " 6101*'°" 0SOU* 111 III 111111 Ill I I III It 1.44 1040-01 14- 001.712 -6 9-846 14-00-71448 ?-7 -1 1 136 1-4-0 47 -9 14-0 2-2 -0240 4-0-0 4-1- 764-0 40-15 8-0-0 8-08640 411.14 11.114 13316 14-5 680 10-7 -16 1411 -15 13-11-12 Brace required for face exposed to wind. See D/T4.1. # - denotes kicker location Galvanization = G90 Truss welgM 175 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL. D 10.0 SPACING 2 -0-0 Code FBC AISI- S100/S214 CSI TC 0.95 BC 0.91 WB 0.99 DEFL (in) (Ioc) I/defl Vert(LL) 0.12 T >999 Vert(TL) 0.11 T >999 Horz(TL) -0.10 M n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwlst HWD12034) 035 390Ib 046 552Ib 057 825Ib 073 830Ib 097 830Ib STEEL SECTION TOP CHORD 35 USD 035 50 *Except* L -M 362 USWD 035 50, A -Y 362 USWD 046 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* H -P 362 USWD 046 50, J -N 362 USWD 046 50 BRACING TOP CHORD Sheathed A -L BOT CHORD 6-0-0 on center bracing X -M REACTIONS ( t/size/material) M/0- 3- 8/UKN, Y /0- 6 -0/UKN JOINT(S) Z Max Down M= 937(LC No. 6- D+0.75Lr +0.75L +0.75C&C D), Y=668(LC No. 1-D+Lr) Max Uplift M=-1200(LC No. 3 -D+C &C U), Y=- 473(LC No. 3 -D +C&C U) FORCES (lb) Max. Compression Force TOP CHORD L -M =-311, A -B= -132, B- C=455, C-D =-455, D-E= -379, E -F -379, F -G =-453, G -H =-453, H -I =249, I-J= -249, J -K -10, K- L=-44, X -Y =-668, X -Z= -934, A- Z = -184 BOT CHORD W-X=-1054, V-W=-704, U-V=-704, T -U =704, S-T=-625, R -S =-625, Q -R =-625, P-Q=-625, O-P== -326, N -0= -326, M -N =-66 WEBS B -W =1128, C-V=-173, D -U =-339, E -T= -356, F- S =-85, G-R =0, H-Q=-730, I-P=-879, J-0 =1011, K -N =-627, B-Z -1308, W-Z=-1242, D-T =-672, H -P= -1283, J-N=-1569 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C&C Method, Building Classification II, h = 42.00 fL, Exposure Category C, Enclosed Building, I = 1.00 , Kz =1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, °a° distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical is exposed to Wind. The Right End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpI = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1112 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) 6) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) X. LOAD COMBINATION(S) D +Lr, D, D+W, D+0.75Lr+0.75W ['1 • No 465114 • • 1J �• STATE OP : w" •4t` ittpq`prp� ?�• soinunoso Seal authorized by James P. Looby, PE 48503 September 2,2011 C .J•?i�i/ WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) fi Design valid for use only with Aegis Ultra- Span ®sections. This design Is based only upon parameters shown, and Is for an Individual building component to be installed P P s and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown Is for reduction of buckling length of web/chord members only. Additional permanent cross bracing or bracing of the overall strucluro is the responsibility L \L71 of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for MET A a PGA A t0 1 08G Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. " 6101*'°" 0SOU* Job Truss Type Qty Ply Truss L393064 BARRYUN ROOF TRUSS 2 1 CG01 SCREW QTY (Total 130 ). All Screws Are Protwist HWD12034 CHORDS A-B2, G-N:2, H -N:10, N-H:6 WEBS B-L:8, B-M:6, C-K2, C -L•2, D-J:3, D-K:3, E-I:0, EJ:6, F -I:8, F -N:6, N-F:6, N-I:6 SCREW QTY CHORDS A-M:4 WEBS I-E:4, I -F:4, I -N:6, J -D:3, J -E:5, K-C:2, K -D:3, L -B:8, L-C 2, M -3:7 �I RR 525USJD073x8 2.8-14 2814 4-0-13 8-7 -11 4-0.13 1088 4.90 12 8.40 -32 e Jun 27 2011 Aeg s Metal Framing Fri Sep 02 07:22:41 2011 Page 2.9.16 13-8-7 2 -9-16 3-0-1 1648 19-8-7 2814 26.14 4-0-13 67 -11 L U K J 1 VW 'mm both connections required 4-0-13 1048 2-9-15 1387 2-9-15 1644 2.415 q-5-2 19-2 -5 19.8.7 7000SJ073x12 N 0 Galvanization = G90 Truss weight =152 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0-0 Code FBC AISI- S100/S214 CSI TC 0.82 BC 0.45 WB 0.95 DEFL (in) (lac) Udell Vert(LL) 0.09 K -L >999 Vert(TL) -0.10 K -L >999 Horz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwlst HWD12034) 035 3901b 046 552Ib 057 825Ib 073 830Ib 097 830Ib STEEL SECTION TOP CHORD 35 USD 035 50 *Except* G -H 362 USWD 046 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 046 50 *Except* B -M 60 USWD 035 50, B -L 362 USWD 035 50, C-L 25 USWD 035 50 C-K 25 USWD 035 50, D -K 25 USWD 035 50, D-J 362 USWD 035 50 F -N 362 USWD 035 50, I-N 362 USWD 035 50 BRACING TOP CHORD Sheathed A-G BOT CHORD 6-0-0 on center bracing A H JOINT(S) N REACTIONS (it/ size /material) H/0 -11 -5 /CON, M/0- 11 -5 /EMB Max Down H= 5289(LC No. 6- D +0.75Lr +0.75L +0.75C&C D), M =2594(LC No. 6- D+0.75Lr +0.75L +0.75C&C D) Max Uplift H=- 4474(LC No. 3 -D+C&C U), M=-2602(LC No. 3 -D +C&C U) FORCES (lb) Max. Compression Force TOP CHORD A -0 =134, B-0 =-138, B-C= -3251, C-D= -3668, D -E= -3034, E-F=-1984, F-P=-182, P-Q= -181, G-Q=-180, H-N=-3140, G-N=-70 BOT CHORD A- R = -91, R- S = -91, M-S=-101, M-T=-762, L-T=-762, L-U=-1618, K -U= -1618, J -K= -2063, I -J= -1571, I -V =137, V -W= -182, H-W=-182 WEBS B-M=-2226, B-L= -3005, C-L= -411, C -K= -548, D-K=-987, D-J =1122, E -J= -2091, E -I =2175, F-I=-2027, F-N=-2260, I -N =1614 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 fL, Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, °a" distance = 16.0 ft using a top chord tributary area of 126.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1087 lbs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wail should be considered when designing truss to wall connections. LOAD COMBINATION(S) 1) D+Lr. continued on .ao= 2 [r) `'so{11UIf #/ % $ P. to, jai •I..••AGERe 81 ele * • No 4$1303 s * w a At z Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is the responsibility of the buiding designer - not the truss designer. Bracing shown is for reduction of buckling length of web/chord members only: - Additional permanent cross bracing or bredng of the overall structure is the responsibility of the building designer. Temporary bracing to Insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M6TA..3... FRA38E 01 A oiei)loc o4 tl31F96te 4 Job Truss Type Qty Ply Truss L393064 BARRYUN ROOF TRUSS 2 1 CG01 8.40 -32 e Jun 27 2011 Aeg s Metal Framing Fri Sep 02 07:22:41 2011 Page LOAD COMBINATION(S) Uniform Loads (plf) Vert: A-0-- -80.0, 0-P=-2.0, P-Q= -80.0, G- Q =2.0, A -R =20.0, R- V =2.0, V -W =20.0, H -W =2.0 Concentrated Loads (Ib) Vert: H=-1203 K=-588 J =795 1 =1001 S=-107 T =134 U=-226 2) D: Uniform Loads (plf) Vert: A-O= -40.0, O- P=2.0, P-Q =40.0, G- Q = -2.0, A-R=-20.0, R V =2.0, V -W =20.0, H -W =2.0 Concentrated Loads (Ib) Vert: H =722 K =353 J= -4771= -600 S=-64 T =80 U =136 3) D+C&C U: Uniform Loads (plf) Vert A-O =10.0, O- P=2.0, P-Q=-10.0, G-Q=-2.0, A -R =10.0, R- V =2.0, V -W =10.0, H -W =2.0 Normal: A -0= 213.2, P-Q= 213.2, A- R=80.2 Parallel: G-H=-142.0 Concentrated Loads (Ib) Vert: H =1815 K =1097 J =13821 =1612 S =242 T =162 U =563 4) D +C&C D: Uniform Loads (plf) Vert: A-0=10.0, O- P = -2.0, P-Q=-10.0, G-Q=-2.0, A-R=-10.0, R- V =2.0, V -W= -10.0, H- W=-2.0 Normal: A -0= -46.9, P-Q=-46.9, A -R =17.6 Parallel: G -H =109.2 Concentrated Loads (Ib) Vert: H=-1641 K=-1004 J =12301 =1438 S=-228 T =250 U=-663 5) D+0.75Lr +0.75L +0.75C&C U: Uniform Loads (plf) Vert A-O =70.0, O-P —2.0, P-0=70.0, G- Q =2.0, A -R =20.0, R- V =2.0, V -W= -20.0, H-W=-2.0 Normal: A-O= 159.9, P -0= 159.9, A -R�0.2 Parallel: G-H =106.5 Concentrated Loads (Ib) Vert: H=459 K =382 J= 4401 =459 S =101 T =222 U =253 6) D +0.75Lr +0.75L +0.75C&C D: Uniform Loads (plf) Vert A-O =70.0, O- P=2.0, P-0=70.0, G- Q =2.0, A -R =20.0, R- V =2.0, V -W= -20.0, H -W =2.0 Normal: A -0=352, P-Q =35.2, A -R =13.2 Parallel: G-H =81.9 Concentrated Loads (Ib) Vert H=-2133 K =1194 J=1519 1=1829 S =251 T=-87 U=-667 Job Truss Type Qty Ply Truss L393065 BARRYUN ROOF TRUSS 2 1 CGO2 SCREW QTY (Total = 137 ). All Screws Are Protwlst HWD12034 CHORDS A-B:2, G-N2, H -N:10, N-H:7 WEBS B-L:8, B-M:8, C-K:3, C-L2, D-J:3, D-K:3, E -I:5, EJ:6, F -1:8, F -N:7, N-F:7, N -1:7 T SCREW QTY CHORDS A-M:4 WEBS I-E:4, l -F:4, I -N:7, J -0:3, J -E:8, K-C:3, K -D:3, L -B:8, L-C 2, M-B:7 2-&14 24.14 3614 525USJD073x6 P Ail JIM 2-14 015-111 2.13 25.14 3.14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 3014:44:53 2011 Page 3&14 95.9 1337 2-9-15 2-9-15 4 90 4,11i 18.115 195-7 both R connections S required 3614 3-6-14 K T J 94-9 3814 133-7 2-9-15 2-9-15 18621 19.8.7 700USJ073x12 Galvanization = G90 Truss weight = 151 Ube LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2-0-0 Code FBC AISI- S100/S214 CSI TC 0.73 BC 0.82 WB 0.90 DEFL (in) (Ioc) Udefl Vert(LL) 0.09 J-I( >999 Vert(TL) -0.09 J -K >999 Horz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwlst HWD12034) 035 3901b 046 552Ib 057 8251b 073 830Ib 097 830lb STEEL SECTION TOP CHORD 35 USD 035 50 *Except* G -H 60 USWD 046 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 035 50 *Except* B -M 60 USWD 035 50, C-L 25 USWD 035 50, C-K 25 USWD 035 50 D -K 25 USWD 035 50, D-J 25 USWD 035 50, E -I 362 USWD 046 50 F -I 362 USWD 046 50 BRACING TOP CHORD Sheathed A-G BOT CHORD 6-0-0 on center bracing A -H JOINT(S) N REACTIONS (fit/ size /material) H/0 -11 -5 /CON, M/0- 11 -5 /EMB Max Down H= 5267(LC No. 6- D +0.75Lr +0.75L +0.75C&C D), M= 2632(LC No. 6- D+0.75Lr+0.75L+0.75C&C D) Max Uplift H=- 4102(LC No. 3 -D +C&C U), M — 2551(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A-1-122, B-0 =120, B-C =3111, C-D=-3797, D-E=-2679, E-F=-2248, F-G=-187, H-N=-3419, G -N —104 BOT CHORD A-13.,.71, P-Q=-71, M -Q=81, M-R=-778, L-R=-778, L-S=-1441, K -S= -1441, K-T=-2031, J -T —2031, I-J=-1540, 1 -U =184, H-U=-221 WEBS B-M=-2242, B-L=-2842, C-L=-719, C-K=-742, D-K=-767, D-J =-863, E-J=-1751, E-I=-1935, F -I =2060, F -N —2470, I-N=-1741 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V =146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, 1= 1.00 , Kz =1.05 , Kd = 0.85 , Kzt =1.00 , Edge Roof Zone, °a° distance = 16.0 ft. using a top chord tributary area of 125.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical Is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure Neff, GCp1= 0.18. 2) Horizontal load applied to this truss resulting from the standard wind Toad, equal to 1135 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) 1) D+Lr. Uniform Loads (plf) Vert A -0 -80.0, G- 0-2.0, A -P= -20.0, H-P=-2.0 continued on case 2 ;10 " Pr�4��ti $ I No 48 ! * % 'P STATE QF . WZ .1h+ luNsi7,, Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back orattachedsheet) Design valid for use only with Aegis Ultra-Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown Is for roducdon of buckling length of web/chord members only. Additional permanent cross bracing or bradng of the overall structure Is the responsibility of the building designer. Temporary bradng to insure stability during construction is the responsibiity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. MCTAb . CA M1 54 13 e,1.1.0 o+1 .roi. Job Truss Type Qty Ply Truss L393065 BARRYUN ROOF TRUSS 2 1 CG02 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 14:44:53 2011 Page LOAD COMBINATION(S) Concentrated Loads (Ib) Vert: J =-6831 =1001 Q=-107 R =134 S=-226 T=-468 U=-1201 2) D: Uniform Loads (plf) Vert A -0= -40.0, G -0=2.0, A- P= -20.0, H-P=-2.0 Concentrated Loads (Ib) Vert J =- 4101 =-600 Q =-64 R =80 S =136 T= -281 U =720 3) D +C &C U: Uniform Loads (pif) Vert A -0 =10.0, G -0=2.0, A-P=-10.0, H-P=-2.0 Normal: A -0= 213.2, A- P=80.2 Parallel: G-H=-142.2 Concentrated Loads (Ib) Vert J =11881 =1582 Q =242 R =162 S=642 T=961 U =1813 4) D +C&C D: Uniform Loads (pif) Vert A-O= -10.0, G -0=2.0, A-P=-10.0, H -P =-2.0 Normal: A-0=46.9, A- P=17.6 Parallel: G-H =109.2 Concentrated Loads (Ib) Vert: J=-1276 I =1602 Q =228 R=-250 S=-650 T=-972 U=-1826 5) D+0.75Lr +0.75L+0.75C&C U: Uniform Loads (pif) Vert A-O= -70.0, G -0=2.0, A P =20.0, H -P =-2.0 Normal: A -0= 159.9, A- P=60.2 Parallel: G-H=-106.6 Concentrated Loads (Ib) Vert J=379 1=436 Q =101 R =222 S =312 T =370 U=459 6) D+0.75Lr +0.75L +0.75C&C D: Uniform Loads (pif) Vert A -0 =70.0, G-0=2.0, A-P=-20.0, H -P =-2.0 Normal: A-O =35.2, A- P=13.2 Parallel: G -H =81.9 Concentrated Loads (Ib) Vert J =14691 =1952 Q=-251 R=-87 S=-657 T =1080 U =2270 Job Truss Type Qty Ply Truss L393066 BARRYUN ROOF TRUSS 2 1 CGO3 SCREW QTY (Total =129 ). All Screws Are Protwist HWD12034 CHORDS A-8:2, H -0:2,1 -0:13, 04:8 WEBS B-N:6, C -M:7, D-L:3, D-M:4, E -K:2, E -L:2, FJ:4, F -K:5, G-J:4, G -0:8, 0-0:6, 0J:6 343 343 3-3-1 844 331 1048 8,40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 14:55:19 2011 Page 1 3-3-1 1337 2-8.16 1 -1.8 24-16 4-841 1 8-11.5 198.7 4.90 12 1 re/ 525USJD073x6 BC Iri l`oemeiss■.■rmo m∎Nti ■Itme. I SCREW QTY CHORDS A-N:4 WEBS J-F:4, J-G:4, J -0:6, K -E2, K -F:5, L -D:3, L -E:2, M-C:7, M -D:4, N -B:6 3-0-8 S M T .', both connections required 04-111 3-3-1 331 2.918 1337 1 8-14 19-11 -6 ICI 19-7 7000SJ073x12 Galvanization = G90 Truss weight =155 lbs LOADING (psf) TOLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0-0 Code FBC AISI- S100/S214 CSI TC 0.95 BC 0.82 WB 0.85 DEFL (in) (lot) I/defl Vert(LL) 0.07 K -L >999 Vert(TL) -0.07 K -L >999 Horz(TL) 0.01 1 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg/Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552Ib 057 8251b 073 830Ib 097 8301b STEEL SECTION TOP CHORD 35 USD 046 50 *Except* H -I 60 USWD 035 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 035 50 `Except* B -N 60 USWD 035 50, D -M 25 USWD 035 50, D-L 25 USWD 035 50 E -L 25 USWD 035 50, E -K 25 USWD 035 50, G-J 362 USWD 046 50 BRACING TOP CHORD Sheathed A -H BOT CHORD 6-0-0 on center bracing A -I JOINT(S) 0 REACTIONS (jt/size /material) 1/0 -11 -5 /CON, N/0- 11 -5/EMB Max Down I= 4952(LC No. 6- D +0.75Lr +0.75L +0.75C&C D), N= 2375(LC No. 4 -D+C&C D) Max Uplift I=- 3829(LC No. 3 -D +C&C U), N=-2162(LC No. 3 -D +C&C U) FORCES (lb) Max. Compression Force TOP CHORD A -P= -157, B-P=-155, B-C =-897, C-D=-2278, D-E=-3107, E-F=-2809, F -G= -2081, G -H =185, I -0 =3105, H -0= -105 BOT CHORD A-Q=- -125, Q-R=-125, N -R= -132, N -S= -757, M-S=-757, M-T=-702, L -T= -702, L -U -1448, K-U=-1448, J-K=-1232, J-V=-182, I-V=-219 WEBS B-N=-2116, C -M= -2338, D-M=-1259, D -L =1010, E- L=-422, E-K=-505, F-K=-1324, F-J -1482, G-J -1902, G-0=-2281, J-0=-1522 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, 1= 1.00 , Kz =1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, °a° distance = 16.0 ft. using a top chord tributary area of 125.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical Is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal Toad applied to this truss resulting from the standard wind load, equal to 1134 Ibs, has been considered to be resisted by the diaphragm and/or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) 1) D +Lr. Uniform Loads (pif) Vert A P= -80.0, H- P= -2.0, A-Q=-20.0, I -Q =-2.0 !r'¢: STATE Of : w� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. h � Bracing shown is for reduction of buckling length of web/chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for METAL r1 A st s- N o Cold - Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. a 401tfam o1 Wrote Job Truss Type Qty Ply Truss L393066 BARRYUN ROOF TRUSS 2 1 CG03 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 14:55:19 2011 Page 2 LOAD COMBINATION(S) Concentrated Loads (Ib) Vert: K= -627 J= -1001 R= -107 S =540 T= -124 U= -399 V= -1201 2) D: Uniform Loads (plf) Vert: A -P= -40.0, H- P = -2.0, A -Q= -20.0, I- Q = -2.0 Concentrated Loads (Ib) Vert: K= -376 J= -600 R = -64 S =324 T = -75 U= -240 V= -720 3) D +C &C U: Uniform Loads (plf) Vert: A -P= -10.0, H- P = -2.0, A -Q= -10.0, I- Q = -2.0 Normal: A- P= 213.2, A -Q =80.2 Parallel: H -I= -142.2 Concentrated Loads (Ib) Vert: K =1137 J =1582 R =242 S= -277 T=533 U =897 V =1813 4) D +C &C D: Uniform Loads (plf) Vert: A -P= -10.0, H- P = -2.0, A -Q= -10.0, I- Q = -2.0 Normal: A -P= -46.9, A -Q =17.6 Parallel: H -I =109.2 Concentrated Loads (Ib) Vert: K= -1232 J= -1602 R= -228 S = -5 T= -574 U= -921 V= -1826 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A- P= -70.0, H- P = -2.0, A -Q= -20.0, I- Q = -2.0 Normal: A -P= 159.9, A -Q =60.2 Parallel: H -1= -106.6 Concentrated Loads (Ib) Vert: K =383 J =436 R =101 S =197 T =307 U =374 V =459 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -P= -70.0, H- P = -2.0, A- Q= -20.0, I- Q = -2.0 Normal: A -P= -35.2, A -Q =13.2 Parallel: H -1 =81.9 Concentrated Loads (Ib) Vert: K= -1394 J= -1952 R= -251 S =401 T= -524 U= -990 V= -2270 a Job Truss Type Qty Ply Truss L393067 BARRYUN ROOF TRUSS 8 1 CGO4 SCREW QTY (Total = 131 ). All Screws Are Protwist HWD12034 T CHORDS A -B:2, G -N:2, H -N:10, N -H:6 WEBS B -L:8, B -M:6, C -K:2, C -L:2, D-J:3, D -K:3, E -I:6, E-J:6, F -I:6, F -N:6, N -F :6, N -I:6 SCREW QTY CHORDS A -M:4 WEBS I -E:4, I -F:4, I -N:6, J -D:3, J -E:6, K -C:2, K -D:3, L -B:8, L -C:2, M -B:7 2-6-14 3.7 -14 3-7 -14 2 -6 -14 6-2 -11 9-10-9 4.90 ,1 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:24:24 2011 Page 1 3-7 -14 2 -9-15 13-6.7 16-4-6 3.4-1 19-8 -7 525USJD073x6 S rszV • both connections ra.z, T..3 required 2-6-14 3-7 -14 2-6-14 6-2 -11 3-7-14 K T 3-7 -14 9-10-9 13.6-7 2 -9-15 3.4-1 16-4-6 19-8 -7 7000SJ073x12 Galvanization = G90 Truss weight = 149 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.85 BC 0.71 WB 0.92 DEFL (in) (loc) I /deft Vert(LL) 0.09 J -K >999 Vert(TL) -0.09 J -K >999 HOrz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* G -H 362 USWD 046 50 BOT CHORD 35 USD 073 50 WEBS 362 USWD 035 50 *Except* B -M 60 USWD 035 50, C -L 25 USWD 035 50, C -K 25 USWD 035 50 D -K 25 USWD 035 50, D -J 25 USWD 035 50, E -I 362 USWD 046 50 F -I 362 USWD 046 50 BRACING TOP CHORD Sheathed A -G BOT CHORD 6 -0 -0 on center bracing A -H JOINT(S) N REACTIONS QUsize /material) H/0 -11 -5 /CON, M/0- 11 -5 /EMB Max Down H= 5201(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), M= 2558(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift H=- 4063(LC No. 3 -D +C &C U), M=- 2557(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -0= -133, B -0= -148, B -C= -3016, C -D= -3672, D -E= -2553, E -F= -2071, F -G= -185, H -N= -3283, G -N= -104 BOT CHORD A- P = -89, P- Q = -90, M- Q = -99, M -R= -770, L -R= -770, L -S= -1376, K -S= -1376, K -T= -1963, J -T= -1963, I -J= -1458, I- U = -177, 1-I- U = -216 WEBS B -M= -2164, B -L= -2824, C -L= -681, C -K= -735, D -K= -784, D -J= -894, E -J= -1872, E -I= -2021, F -I= -2056, F -N= -2355, I- N = -1565 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 126.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1119 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) 1) D +Lr: Uniform Loads (pif) Vert: A -0= -80.0, G- O = -2.0, A -P= -20.0, H- P = -2.0 Continued on one 2 * ; No 46 03 * • v rte` Ir.. STATE OF :4/i`► eiONtAL t�O Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on hack or ahached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 1 7 €. I RAM u09 < Job Truss Type Qty Ply Truss L393067 BARRYUN ROOF TRUSS 8 1 CG04 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:24:24 2011 Page 2 LOAD COMBINATION(S) Concentrated Loads (Ib) Vert: J= -683 1= -894 Q= -107 R =134 S= -226 T =-468 U= -1099 2) D: Uniform Loads (plf) Vert: A -0= -40.0, G- 0 = -2.0, A- P= -20.0, H- P = -2.0 Concentrated Loads (Ib) Vert: J= -410 1= -537 Q = -64 R =80 S= -136 T= -281 U= -659 3) D +C &C U: Uniform Loads (plf) Vert: A -0= -10.0, G- 0 = -2.0, A- P= -10.0, H- P = -2.0 Normal: A -0= 213.2, A -P =80.2 Parallel: G- H= -142.0 Concentrated Loads (Ib) Vert: J =1239 1 =1497 Q =242 R =162 S =642 T =961 U =1746 4) D +C &C D: Uniform Loads (plf) Vert: A -0= -10.0, G- 0 = -2.0, A- P= -10.0, H- P = -2.0 Normal: A -0= -46.9, A -P =17.6 Parallel: G -H =109.2 Concentrated Loads (Ib) Vert: J= -1274 1= -1563 Q= -228 R = -250 S = -650 T = -972 U = -1851 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -0= -70.0, G- 0 = -2.0, A- P= -20.0, H- P = -2.0 Normal: A -0= 159.9, A -P =60.2 Parallel: G- H= -106.5 Concentrated Loads (Ib) Vert: J =417 1 =452 Q =101 R =222 S =312 T =370 U =485 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -0= -70.0, G- 0 = -2.0, A- P= -20.0, H- P = -2.0 Normal: A -0= -35.2, A -P =13.2 Parallel: G -H =81.9 Concentrated Loads (Ib) Vert: J= -1467 1= -1843 Q= -251 R = -87 S= -657 T= -1080 U= -2213 0 Job Truss Type Qty Ply Truss L393068 BARRYUN ROOF TRUSS 4 1 CGO5 SCREW QTY (Total = 59 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, H -P:2, I -P:2, P -I:2 - WEBS B -0:2, C -N:2, D -M:2, E -L:2, F -K:2, G-J:2, G -P:2, P -G:2 6ol 0 525USJD073x6 2-6-14 2 -11 -1 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:28:30 2011 Page 1 2 -9 -15 2 -9 -15 2 -9 -15 2 -9-15 l 2 -10 -12 19-8 -7 26-14 5-5 -15 8-3 -14 11 -1 -13 13 -11 -12 16 -9-11 4.90112 SCREW QTY CHORDS A -0:4, N -M:2, N-0:2 WEBS J-G:2, K -F:2, L -E:2, M -D:2, N -C:5, N-Q:5, O -B:7 X (TB2��TR2 T4.2/3 2-6-14 2-6-14 2 -11 -1 Q I5 7T2 5-5-15 2 -9 -15 2 -9 -15 8-3 -14 11 -1 -13 T4.2� S T (TM' U (TB3‘, T65�. T4 2 ,‘"1"4.3/ 2 -9 -15 2 -9-15 2-8 -11 13 -11 -12 16 -9 -11 19-66 0 -1 19-8 -7 700USJ073x6 Galvanization = G90 Truss weight = 97 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 1 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.41 BC 0.38 WB 0.77 DEFL (in) (loc) I /deft Vert(LL) 0.08 A >786 Vert(TL) 0.07 A >807 Horz(TL) -0.01 Q n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* H -I 362 USWD 035 50 BOT CHORD 35 USD 073 50 *Except* 1 -N 35 USD 035 50 WEBS 25 USWD 035 50 *Except* B -O 60 USWD 035 50, G -U 362 USWD 035 50 BRACING TOP CHORD Sheathed A -H BOT CHORD 6 -0 -0 on center bracing A -N, N -I JOINT(S) P JOINT(S) N, M, L, K, J REACTIONS (jt/size /material) I/O -8 -0 /CON, 0/0- 11- 5 /EMB, Q/0 -3 -8 /UKN, R/0 -3 -8 /UKN, S/0 -3 -8 /UKN, T/0 -3 -8 /UKN, U/0 -3 -8 /UKN Max Down I= 295(LC No. 4 -D +C &C D), 0= 2074(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), Q= 1369(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), R= 1455(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), S= 1388(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), T= 1809(LC No. 4 -D +C &C D), U= 3617(LC No. 4 -D +C &C D) Max Uplift 1=- 432(LC No. 3 -D +C &C U), 0=- 2622(LC No. 3 -D +C &C U), Q=- 1338(LC No. 3 -D +C &C U), R=- 1324(LC No. 3 -D +C &C U), S=- 967(LC No. 3 -D +C &C U), T=- 1086(LC No. 3 -D +C &C U), U=- 2944(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -V= -331, B -V= -330, B -C= -384, C -D= -352, D -E= -369, E -F= -374, F -G= -373, G -W= -103, H- W = -70, I -P= -285, H -P = -37 BOT CHORD A -X= -316, 0 -X= -316, N -0= -109, M -N= -109, L -M= -100, K- L = -96, J- K = -93, J- Y = -91, I -Y = -91 WEBS B -0= -142, N -Q= -1369, C -N= -147, M -R= -1455, D- M = -29, L -S= -1388, E -L = -8, K -T= -1809, F- K = -27, J -U= -3617, G- J = -452, G- P = -399 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I= 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 126.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 482 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Special connection(s) required to support concentrated load(s) atjoint(s) J. 4) 5) 6) 7) Continued on Daae 2 '_.„11111116,,, * No 405 • • (r) *: 1)0 STA1�E 0 ; Job Truss Type Qty Ply Truss L393068 BARRYUN ROOF TRUSS 4 1 CG05 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:28:30 2011 Page 2 NOTES 8) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) M,L,K,J. LOAD COMBINATION(S) 1) D +Lr: Uniform Loads (plf) Vert: A -V= -40.0, V- W = -2.0, H -W= -40.0, A -X= -10.0, N- X = -2.0, N- Y = -2.0, I -Y= -10.0 Concentrated Loads (Ib) Vert: N = -924 0= -1145 M = -738 L = -539 K= -372 J= -167 2) D: Uniform Loads (plf) Vert: A -V= -20.0, V- W = -2.0, H -W= -20.0, A -X= -10.0, N- X = -2.0, N- Y = -2.0, I -Y= -10.0 Concentrated Loads (Ib) Vert: N= -535 0= -676 M= -427 L= -312 K= -223 J= -100 3) D +C &C U: Uniform Loads (plf) Vert: A- V = -5.0, V- W = -2.0, H- W = -5.0, A- X = -5.0, N- X = -2.0, N- Y = -2.0, Normal: A -V= 106.6, H -W= 106.6, A -X =40.1 Parallel: H -1= -71.0 Concentrated Loads (Ib) Vert: N =1656 0 =2029 M =1287 L =988 K =1104 J =3425 4) D +C &C D: Uniform Loads (plf) Vert: A- V = -5.0, V- W = -2.0, H- W = -5.0, A- X = -5.0, N- X = -2.0, N- Y = -2.0, I- Y = -5.0 Normal: A -V= -23.5, H -W= -23.5, A -X =8.8 Parallel: H -I =54.6 Concentrated Loads (Ib) Vert: N= -1112 0= -1162 M = -1141 L= -1300 K= -1796 J =-4004 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -V= -35.0, V- W = -2.0, H -W= -35.0, A -X= -10.0, N- X = -2.0, N- Y = -2.0, I -Y= -10.0 Normal: A -V =80.0, H -W =80.0, A -X =30.1 Parallel: H -1= -53.3 Concentrated Loads (Ib) Vert: N =543 0 =660 M =407 L =333 K =549 J =2443 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -V= -35.0, V- W = -2.0, H -W= -35.0, A -X= -10.0, N- X = -2.0, N- Y = -2.0, I -Y= -10.0 Normal: A- V= -17.6, H- W= -17.6, A -X =6.6 Parallel: H -1 =40.9 Concentrated Loads (Ib) Vert: N= -1533 0= -1734 M= -1414 L= -1383 K= -1626 J= -3129 Job BARRYUN Truss Type ROOF TRUSS Qty 2 Ply 1 Truss G01 L393069 SCREW QTY (Total = 137 ). All Screws Are Protwist HWD12034 CHORDS A -B:4, G -P :2, H -P:4, P -H:2 WEBS C -L:5, C -M:6, E -1:3, E-J:2, E -L:8, F-i:2, F -P:3, P -F:3, P -I:2 oD m co _ �I 525USJD073z6 5-3-5 5-3-5 1 -0-13 1 1 -0-13 6-42 7-4-15 4 -9.3 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:33:46 2011 Page 1 3-7 -15 3-10-7 4.90 12 12 -2 -2 15-10-0 19-6 -7 W X 0 iii? K Y Z AB %T82 \I T4.2,I 4-9 -3 3-7 -15 5-3-5 1 -0-13 1 -0-13 3-10 -7 SCREW QTY 5-3-5 64-2 7-4-15 12-2 -2 15 -10-0 CHORDS A -0:11, B -N:2, D -L:2, K -L:2, L -D:11, L -M:8, N -B:5, N -M:7, O -N:3 WEBS I -E:3, I -F:2, I -P:2, J -E:5, J -L:2, L -C:5, L -E:5, L-J:2, M -C:6 19-6 -7 7000SJ073x12 Galvanization = G90 Truss weight = 119 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.75 BC 0.97 WB 0.88 DEFL (in) (loc) I /defl Vert(LL) 0.24 A -0 >629 Vert(TL) 0.21 A >715 Horz(TL) 0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 390lb 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* G -H 60 USWD 035 50 BOT CHORD 35 USD 046 50 *Except* B -0 60 USWD 057 50, D -K 25 USWD 035 50, H -K 35 USD 035 50 WEBS 25 USWD 035 50 *Except* C -M 60 USWD 035 50, E -L 362 USWD 046 50, E -I 362 USWD 035 50 BRACING TOP CHORD Sheathed A -G BOT CHORD 6 -0 -0 on center bracing A -0, 0 -B, N -L, K -D, K -H JOINT(S) P JOINT(S) N, L REACTIONS (jt/size /material) H/0 -11 -5 /CON, M/0- 5- 11/WFB, J/0- 11 -5 /EMB Max Down H= 1237(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), M= 2046(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), J= 1227(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift H=- 1519(LC No. 3 -D +C &C U), M=- 2349(LC No. 3 -D +C &C U), J=- 1423(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -Q= -1487, Q -R= -1115, B -R= -1481, B -C= -3440, C -D= -2226, D -S= -2196, E -S= -2192, E -T= -504, F -T= -604, F- U = -169, G- U = -118, H -P =-471, G -P = -57 BOT CHORD A -V= -1189, V -W= -1189, W -X= -1208, 0 -X= -1241, N -0= -894, B -N= -656, M -N= -2723, L -M= -3322, K- L = -70, D -L= -347, K- Y = -59, Y- Z = -59, Z- AA = -53, J- AA = -52, J -AB= -577, I -AB= -577, I -AC= -176, AC- AD = -185, H -AD= -195 WEBS C -M= -1733, C -L= -1920, J -L= -553, E -L= -2358, E -J= -227, E -I= -1013, F -I= -342, F -P= -608, I -P= -147 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 125.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 808 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Attach 35USGP x 12" at location of tie -in trusses - 4) Attach 35USGPX x 12 inch at location of tie -in trusses - 5) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) N. LOAD COMBINATION(S) 1) D +Lr: Cpntinued on Daae 2 ,NgnhIhh1y .••`` ris•P O'' .O'H. * • No 4 Vogl p' : STATE OF .1 W1 r0- ?. '111s,0NA��ti�•�` Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verity design parameters and READ NOTES (Additional notes on back orat[achod sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Sao % t 16 €,. i s ". R Rs e .4 1. tdt 7.Y Job Truss Type Qty Ply Truss L393069 BARRYUN ROOF TRUSS 2 1 001 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:33:46 2011 Page 2 LOAD COMBINATION(S) Uniform Loads (plf) Vert: A -Q= -40.0, Q -R= -80.0, R- S = -2.0, G -S= -40.0, A -V= -20.0, O- V = -2.0, M- N = -2.0, L -M= -10.0, K -Y= -10.0, Y- AA = -2.0, H -AA= -10.0 Concentrated Loads (Ib) Vert: A= -264 L = -86 D =283 W= -150 X= -296 Z= -149 AB =-454 AC = -554 AD = -651 2) D: Uniform Loads (plf) Vert: A -Q= -20.0, Q -R= -40.0, R- S = -2.0, G -S= -20.0, A -V= -20.0, O- V = -2.0, M- N = -2.0, L -M= -10.0, K -Y= -10.0, Y- AA = -2.0, H -AA= -10.0 Concentrated Loads (Ib) Vert: A= -162 L = -44 D =169 W = -90 X= -178 Z = -91 AB = -272 AC= -332 AD= -391 3) D +C &C U: Uniform Loads (plf) Vert: A- Q = -5.0, Q -R= -10.0, R- S = -2.0, G- S = -5.0, A -V= -10.0, O- V = -2.0, M- N = -2.0, L- M = -5.0, K- Y = -5.0, Y- AA = -2.0, H- AA = -5.0 Normal: A -Q= 106.6, Q -R= 213.2, G -S= 106.6, A -V =80.2 Parallel: G -H =- 142.2, B -0 =78.2 Concentrated Loads (Ib) Vert: A =209 L =275 D= -321 W =360 X =661 Z =436 AB =832 AC =907 AD =955 4) D +C &C D: Uniform Loads (plf) Vert: A- Q = -5.0, Q -R= -10.0, R- S = -2.0, G- S = -5.0, A -V= -10.0, O- V = -2.0, M- N = -2.0, L- M = -5.0, K- Y = -5.0, Y- AA = -2.0, H- AA = -5.0 Normal: A -Q= -23.5, Q -R= -46.9, G -S= -23.5, A -V =17.6 Parallel: G -H =109.2 Concentrated Loads (Ib) Vert: A= -112 L= -199 D =152 W= -289 X =-470 Z= -466 AB =-427 AC= -482 AD = -529 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -Q= -35.0, Q -R= -70.0, R- S = -2.0, G -S= -35.0, A -V= -20.0, O- V = -2.0, M- N = -2.0, L -M= -10.0, K -Y= -10.0, Y- AA = -2.0, H -AA= -10.0 Normal: A -Q =80.0, Q -R= 159.9, G -S =80.0, A -V =60.2 Parallel: G -H =- 106.6, B -0 =58.7 Concentrated Loads (Ib) Vert: A = -36 L =139 D = -29 W =157 X =274 Z =215 AB =284 AC =265 AD =228 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -Q= -35.0, Q -R= -70.0, R- S = -2.0, G -S= -35.0, A -V= -20.0, 0- V = -2.0, M- N = -2.0, L -M= -10.0, K -Y= -10.0, Y- AA = -2.0, H -AA= -10.0 Normal: A -Q= -17.6, Q- R= -35.2, G- S= -17.6, A -V =13.2 Parallel: G -H =81.9 Concentrated Loads (Ib) Vert: A = -277 L= -217 D =326 W= -329 X= -574 Z= -461 AB= -660 AC= -777 AD = -885 Job Truss Type Qty Ply Truss L393070 BARRYUN ROOF TRUSS 2 1 G02 SCREW QTY (Total = 55 ). All Screws Are Protwist HWD12034 CHORDS A -B:Z, E-G:2, G -E:2 WEBS C-J:2, E -I:4 3.10 -14 3 -10-14 6.93 12 0-8-0 i 0 -8.0 4-6-14 5-2 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:41:37 2011 Page 1 3-8 -0 8 -10-14 011/8 9.0-6 525USJDO73x6 SCREW QTY CHORDS A -L:6, B -K:2, D -I:2, H -I:2, I -D:3, IJ:2, K -B:3, K-J:3, L -K:2 WEBS G-I:2, I -E:4, I -G:2, J -C:6 3-1614 3-1614 { 0-8-0 , 0 -8.0 4-6-14 5-2 -14 3.5-8 8a6 Ot2-8 8 -10 -14 Galvanization = G90 Truss weight = 51 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.97 BC 0.96 WB 0.61 DEFL (in) (hoc) I/defl Vert(LL) 0.20 A -L >537 Vert(TL) -0.24 A -L >445 Horz(TL) 0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 046 50 *Except* E -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* B -L 362 USWD 046 50, I -K 35 USD 046 50, D -H 25 USWD 035 50 WEBS 362 USWD 035 50 *Except* G -I 25 USWD 035 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -L, L -B, K -I, H -D, H -G JOINT(S) K, I REACTIONS (jt/size/ material) G /0- 8- 0 /EMB, J /0- 4 -0 /WFB Max Down G= 136(LC No. 3 -D +C &C U), J= 1881(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 325(LC No. 1- D +Lr), J=- 1617(LC No. 3 -D +C &C U) FORCES (Ib) Max. Compression Force TOP CHORD A -B= -680, B -C= -1069, C -D= -980, D -E= -856, E -F = -9, E -G= -110 BOT CHORD A -L= -515, K -L= -160, B -K= -748, J -K= -1318, I -J= -928, H -I =0, D -I= -119, G -H = -34 WEBS C- J = -216, G- I = -27, E- I = -1422 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 26.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 847 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) K. LOAD COMBINATION(S) 1) D +Lr: Uniform Loads (plf) Vert: A -E= -80.0, E -F= -80.0, A -L= -20.0, I -K= -20.0, G -H= -20.0 Concentrated Loads (Ib) Vert: A = -287 2) D: Uniform Loads (plf) Vert: A- F= -40.0, A -L= -20.0, I -K= -20.0, G -H= -20.0 ued on nacre 2 [P1 • 9 • STATE OF • 4. IVONAL 1°00 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or at ached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M } R A L 0 R A M Job BARRYUN Truss Type Qty ROOF TRUSS 12 Ply 1 Truss G02 L393070 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:41:37 2011 Page 2 LOAD COMBINATION(S) Concentrated Loads (Ib) Vert: A= -176 3) D +C &C U: Uniform Loads (plf) Vert: A- F= -10.0, A -L= -10.0, I -K= -10.0, G -H= -10.0 Normal: A -E= 126.8, E -F= 187.4, A -L =68.9, J -K =68.9 Parallel: B -L =86.5 Concentrated Loads (Ib) Vert: A =207 4) D +C &C D: Uniform Loads (plf) Vert: A -F= -10.0, A -L= -10.0, I -K= -10.0, G -H= -10.0 Normal: A -E =- 101.5, A -L =17.6, J -K =17.6 Concentrated Loads (Ib) Vert: A = -111 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -E= -70.0, E -F= -70.0, A -L= -20.0, I -K= -20.0, G -H= -20.0 Normal: A -E =95.1, E -F= 140.5, A -L =51.6, J -K =51.6 Parallel: B -L =64.9 Concentrated Loads (Ib) Vert: A = -55 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -E= -70.0, E -F= -70.0, A -L= -20.0, I -K= -20.0, G -H= -20.0 Normal: A -E= -76.1, A -L =13.2, J -K =13.2 Concentrated Loads (Ib) Vert: A= -294 Job Truss Type Qty Ply Truss L393071 BARRYUN ROOF TRUSS 28 1 J01 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:43:02 2011 Page 1 SCREW QTY (Total = 12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B-C:2, C -B:2, D -A:2 WEBS A -C:2 1-3-14 1 -3-14 SCREW QTY WEBS C -A:2 1 -2 -3 1 -2 -3 10.1 -12I 1 -3 -14 !TT4 Galvanization = G90 Truss weight = 4 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.10 BC 0.03 WB 0.05 DEFL (in) (loc) I /deft Vert(LL) 0.00 D >999 Vert(TL) 0.00 D >999 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830Ib 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -D 15 USW 035 50, B -C 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C REACTIONS (jt/size /material) B/0 -3 -8 /UKN, C/0 -3 -8 /UKN Max Down B =139(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), C =39(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift B=- 129(LC No. 3 -D +C &C U), C= -71(LC No. 3 -D +C &C U) Max Horizontal B =70(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), C= 149(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -29, A- B = -101, B -C =0 BOT CHORD C -D = -0 WEBS A- C = -126 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 2.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Building designer should review reactions due to support design fixities. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W 1k • 01711g4/ No4185� * :. • 9 * : STATE 0 414 offrinoo Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M r 1 A t: 1 az�AoM 1 3xzc. Job Truss Type Qty Ply Truss L393072 BARRYUN ROOF TRUSS 26 1 J02 SCREW QTY (Total = 16 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D-C:2, F -A:2 WEBS B -D:2, B -E:2 9 ut N SCREW QTY WEBS D -B:2, E -B:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:46 2011 Page 1 1 -10 -14 1 -10 -14 1.5-0 3-3-14 A Allk "0/ •1■,E •-ii 13- -14 1-6 -14 0-40 1 -10 -14 1-5-0 3-3-14 'TT1`%TT3 Galvanization = G90 Truss weight = 11 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.62 BC 0.63 WB 0.13 DEFL (in) (loc) I /defl Vert(LL) 0.08 A -B >522 Vert(TL) 0.08 A -B >568 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -F 15 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* B -E 30 USW 046 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 125(LC No. 4 -D +C &C D), E= 463(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 111(LC No. 5- D +0.75Lr +0.75L +0.75C &C U), E=- 391(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -68, A- B = -27, B- C = -61, C -D = -42 BOT CHORD E -F = -1, D -E= -245 WEBS B- E = -263, B- D = -283 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 6.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 248 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W (r) t 4011111.110, tAS *• • No +850, *' \1 � STA1�E Ott N g; od ".�i���Q�, ••R . . �0��, �•.. ;ONAs eta, Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify deign parameters and READ NOTES (Additional notes OD book or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M 1 3 . - }:. R. A M. t 64 ?: Job Truss Type Qty Ply Truss L393073 BARRYUN ROOF TRUSS 24 1 J03 SCREW QTY (Total =16 ). Ali Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D-C:2, F -A:2 WEBS B -D:2, B -E:2 SCREW QTY WEBS D -B:2, E -B:2 1 -10 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:47 2011 Page 1 3 -5-0 1 -10 -14 6.93 12 .11441k- ■ fly* TTt� {TT -3 F \T42iAJ4.2% 35-0 5.3-14 1.6 -14 5-3-14 Galvanization = G90 Truss weight = 17 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING Code FBC AISI- S100/S214 2 -0 -0 CSI TC 0.85 BC 0.69 WB 0.36 DEFL (in) (loc) I /defl Vert(LL) 0.09 A -B >496 Vert(TL) 0.08 A -B >528 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830Ib 097 8301b STEEL SECTION BRACING TOP CHORD 25 USC 035 50 *Except* TOP CHORD Sheathed A -C A -F 15 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* B -E 30 USW 046 50 BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (ft/size/material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 329(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 516(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 321(LC No. 3 -D +C &C U), E=- 381(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -36, A- B = -14, B- C = -154, C- D = -220 BOT CHORD E -F = -0, D- E = -400 WEBS B -E =-411, B- D = -340 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 10.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 403 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W `.00111111644_ • P* IC 2 „t„.:•.. STATE OF /41 I • Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify deign parameters and READ NOTES ( Additional notes on back olr at )ached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 5 5 55 5 VRA evt e r* 3 Job Truss Type Qty Ply Truss L393074 BARRYUN ROOF TRUSS 24 1 J04 SCREW QTY (Total =16 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D -C:2, F -A:2 WEBS B -D:2, B -E:2 SCREW QTY WEBS D -B:2, E -B:2 LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 1 -10-14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:47 2011 Page 1 5-5-0 1 -10-14 7 -3 -14 SPACING Code FBC AISI- S100/S214 2 -0 -0 STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A -F 25 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 25 USW 035 50 *Except* B -E 30 USW 046 50, B -D 15 USW 035 50 !TT1 `;TT3 `I ',T42, T42 Galvanization = G90 Truss weight = 25 Ibs CSI TC 0.62 BC 0.60 WB 0.88 DEFL (in) (loc) I /defl Vert(LL) 0.14 B -C >439 Vert(TL) -0.16 B -C >388 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 540(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 625(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 481(LC No. 3 -D +C &C U), E=- 421(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -72, A- B = -30, B- C = -250, C- D = -403 BOT CHORD E -F = -0, D- E = -537 WEBS B -E= -573, B -D= -439 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 16.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 540 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W nosinwits * „. No 48 %• Itios 2. v : STATE OF ; n Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or at ached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the buss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393075 BARRYUN ROOF TRUSS 20 1 J05 SCREW QTY (Total = 20 ). All Screws Are Protwist HWD12034 CHORDS A-G:2, D -E:2, E -D:2, G -A:2 WEBS B -F:2, C -E:2, C -F:2 SCREW QTY WEBS E-C:2, F -B:2, F-C:2 1 -10 -14 3-7 -12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:48 2011 Page 1 3-9-4 1 -10 -14 5-6-10 9-3 -14 1 -6 -14 1 10-14 9.3 -14 'TT1'�TT3 `• l‘T42i 1-4.2) Galvanization = G90 Truss weight = 30 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.98 BC 0.81 WB 0.87 DEFL (in) (loc) I /deft Vert(LL) 0.14 A -B >312 Vert(TL) -0.20 E -F >439 Horz(TL) -0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552Ib 057 825Ib 073 830lb 097 830lb STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -G 15 USW 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* B -F 30 USW 046 50, C -E 15 USW 046 50 BRACING TOP CHORD Sheathed A -D BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (jt /size /material) E/0- 3- 8 /UKN, F/0 -8 -0 /CON Max Down E= 734(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), F= 758(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 620(LC No. 3 -D +C &C U), F=- 479(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- G = -63, A- B = -25, B -C= -247, C -D= -174, D -E= -246 BOT CHORD F -G =0, E- F = -370 WEBS B- F = -547, C- F = -420, C- E = -622 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 27.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 670 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W WARNING - Verify design parameters and READ NOTES (Additional rotes on book or atiached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M T A f... . 0 0- P3 S: 'Job Truss Type Qty Ply Truss L393076 BARRYUN ROOF TRUSS 22 1 J06 SCREW QTY (Total = 22 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, D -E :2, E -D :3, G -A :2 WEBS B -F:2, C -E:3, C -F:2 SCREW QTY WEBS E-C:2, F -B:2, F-C:2 1 -10-14 4-7 -12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:49 2011 Page 1 4-9-4 6-6-10 6.93 171 2 11 -3 -14 G®® 64 4"4 1 -6 -14 1 -10 -14 11 -3-14 i TT1-- `�'TT3�) \42,AT4 2! Galvanization = G90 Truss weight = 40 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING Code FBC AISI- S100/S214 2 -0 -0 CSI TC 0.79 BC 0.74 WB 0.92 DEFL (in) (loc) I /deft Vert(LL) 0.09 C -D >999 Vert(TL) -0.31 E -F >361 Horz(TL) 0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USC 035 50 *Except* A -G 25 USW 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 046 50 WEBS 25 USW 035 50 *Except* B -F 30 USW 046 50, C -F 15 USW 046 50, C -E 30 USW 057 50 BRACING TOP CHORD Sheathed A -D BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (jt/size /material) E /0- 3- 8 /UKN, F/0 -8 -0 /CON Max Down E= 922(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), F= 882(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 749(LC No. 3 -D +C &C U), F=- 525(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- G = -95, A- B = -38, B -C= -261, C -D= -217, D -E= -300 BOT CHORD F -G =0, E- F = -572 WEBS B- F = -565, C -F= -482, C- E = -823 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 41.0 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 793 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W *• : No 4B5 s • M • wr ' : STATE O • ;' W� 4645„,i4Pili la?" • .4 AC 0 r ".+ 4.• • Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. LxE c 7 rte.. mf T.0- 3.. 3 h 40 iu. ".i 7444 Job Truss Type Qty Ply Truss L393077 BARRYUN ROOF TRUSS 2 1 J08 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:49 2011 Page 1 SCREW QTY (Total = 16 ). All Screws Are Protwist HWD12034 CHORDS A -F :2, C -D:2, D -C:2, F -A:2 WEBS B -D:2, B -E:2 2 -8 -14 2 -8 -14 I °.90 I 3-3-14 SCREW QTY WEBS D -B:2, E -B:2 2 -2 -14 2 -2 -14 °4o I 0-90 I 2-8 -14 3 -3-14 /TT1 •(TT3 \T4.� T42j Galvanization = G90 Truss weight = 11 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.89 BC 0.90 WB 0.26 DEFL (in) (loc) I/defl Vert(LL) 0.17 A -B >356 Vert(TL) 0.16 A -B >388 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 STEEL SECTION TOP CHORD 25 USC 046 50 *Except* A -F 15 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 046 50 WEBS 15 USW 035 50 *Except* B -E 30 USW 046 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (ft/size/material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 358(LC No. 3 -D +C &C U), E= 942(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 473(LC No. 1- D +Lr), E=- 871(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -95, A- B = -38, B- C = -252, C- D = -517 BOT CHORD E -F = -1, D- E = -245 WEBS B -E= -445, B- D = -581 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 6.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 248 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830lb 097 8301b [P] WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. :*eta 1 3- r 0 3-.. 0.1 3- Job Truss Type Qty Ply Truss L393078 BARRYUN ROOF TRUSS 2 1 J09 SCREW QTY (Total = 16 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D -C:2, F -A:2 WEBS B -D:2, B -E:2 SCREW QTY WEBS D -B:2, E -B:2 2 -6-14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:49 2011 Page 1 2 -9-0 2 -6.14 5-3-14 !TT1YTT3 �, Galvanization = G90 Truss weight = 16 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.75 BC 0.93 WB 0.32 DEFL (in) (loc) I /deft Vert(LL) 0.17 A -B >348 Vert(TL) 0.16 A -B >377 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830Ib 097 8301b STEEL SECTION TOP CHORD 25 USC 046 50 *Except* A -F 15 USW 035 50, C -D 30 USW 035 50 BOT CHORD 35 USC 035 50 WEBS 15 USW 035 50 *Except* B -E 30 USW 046 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 249(LC No. 4 -D +C &C D), E= 640(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 213(LC No. 3 -D +C &C U), E=- 530(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -110, A- B = -44, B- C = -112, C- D = -127 BOT CHORD E -F = -2, D- E = -400 WEBS B- E = -373, B- D = -376 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 10.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 404 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P] Tr.'A • STATE OF /;' e insiounsios Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. € EA t, 'x m, aG Job Truss Type Qty Ply Truss L393079 BARRYUN ROOF TRUSS 2 1 J10 SCREW QTY (Total = 16 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D -C:2, F -A:2 WEBS B -D:2, B -E:2 N_ OD SCREW QTY WEBS D -B:2, E -B:2 °I 0 2-6-14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:50 2011 Page 1 4-9-0 2 -6-14 7-3 -14 /TTY` %TT3 Galvanization = G90 Truss weight = 25 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.77 BC 0.70 WB 0.79 DEFL (in) (loc) I /defl Vert(LL) 0.13 A -B >452 Vert(TL) 0.12 A -B >479 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = 11360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 830lb STEEL SECTION TOP CHORD 35 USC 046 50 *Except* A -F 25 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 046 50 WEBS 25 USW 035 50 *Except* B -E 30 USW 046 50, B -D 15 USW 035 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 450(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 706(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 417(LC No. 3 -D +C &C U), E=- 528(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -30, A- B = -13, B- C = -208, C- D = -303 BOT CHORD E -F =0, D- E = -531 WEBS B -E= -596, B- D = -455 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 1!, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 16.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 540 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W t'IllpfllilII4 [P] r. * No r Vii* r. C rk ,'A ' STATE OF✓r SO: $"A, Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or at-Lathed sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. P9x 1 2£. 7 .7.M£ Viz; Job Truss Type Qty Ply Truss L393080 BARRYUN ROOF TRUSS 2 1 J11 SCREW QTY (Total = 16 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -D:2, D -C:2, F -A:2 WEBS B -D:2, B -E:2 SCREW QTY WEBS D -B:2, E -B:2 2-6 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:51 2011 Page 1 6-9-0 2-6 -14 9-3-14 2 -2 -14 2-6 -14 9-3-14 �T4.2AT4. j Galvanization = G90 Truss weight = 44 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.69 BC 0.72 WB 0.83 DEFL (in) (loc) I /deft Vert(LL) 0.20 B -C >393 Vert(TL) -0.25 B -C >319 Horz(TL) -0.01 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USC 073 50 *Except* A -F 25 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 25 USW 035 50 *Except* B -E 30 USW 046 50, B -D 25 USW 046 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size/material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 659(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 818(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 569(LC No. 3 -D +C &C U), E=- 569(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -83, A- B = -34, B- C = -303, C -D =-492 BOT CHORD E -F =0, D- E = -666 WEBS B- E = -727, B- D = -552 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 27.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 669 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W _womIIlh4e .••FSRLo, . No4RO3 %� i STATE OF ; w i�8i�iii}wi��,` Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back ar attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Gag € F A 4.: §' 5 r. M Job Truss Type Qty Ply Truss L393081 BARRYUN ROOF TRUSS 7 1 J12 SCREW QTY (Total = 38 ). All Screws Are Protwist HWD12034 CHORDS A -F:3, C -H:2, F -A:3, H -D:4 WEBS A -E:2, B -E:2, B -H:4, H -B:4, H -E:3 4 -11 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:51 2011 Page 1 4 -11 -13 4 -11 -14 9-11-11 SCREW QTY CHORDS D -E:4 WEBS E-A:2, E -B:2, E -H:3 4 -11 -14 4 -11 -14 700USJ073x12 Galvanization = G90 Truss weight = 65 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.88 BC 0.21 WB 0.57 DEFL (in) (loc) I /defl Vert(LL) 0.10 B -C >999 Vert(TL) 0.10 B -C >999 Horz(TL) -0.01 G n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 057 50 *Except* A -F 25 USWD 035 50, C -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* E -H 362 USWD 035 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D JOINT(S) H REACTIONS Qt/size /material) F /0- 3- 8 /UKN, G/0 -8 -0 /CON Max Down F= 766(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), G= 413(LC No. 1 -D +Lr) Max Uplift F=- 828(LC No. 3 -D +C &C U), G=- 1480(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -F= -714, A -B= -512, B -C= -198, D -G= -413, D -H =-418, C -H= -153 BOT CHORD E- F = -676, D- E = -258 WEBS A- E = -246, B- E = -295, B- H = -549, E- H = -959 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 31.5 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 676 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) D. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W (r] WARNING - Verify design parameters and READ NOTES (Additional notes on back or atiached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. st4 i 1 a,. €, FRAM/ 03 } Job Truss Type Qty Ply Truss L393082 BARRYUN ROOF TRUSS 1 1 J12A SCREW QTY (Total =12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B-C:2, D -A:2 WEBS A -C:2, C -A:2 SCREW QTY CHORDS C -D:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:52 2011 Page 1 45-8 4-5-8 4-5-8 45-8 LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- 5100/5214 CSI TC 0.58 BC 0.10 WB 0.27 STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -D 30 USW 035 50, B -E 30 USW 035 50 BOT CHORD 35 USD 035 50 WEBS 30 USW 035 50 *Except* A -C 25 USWD 035 50 Galvanization = G90 Truss weight = 21 Ibs DEFL (in) (loc) I /defl Vert(LL) 0.10 A -B >497 Vert(TL) -0.10 A -B >516 Horz(TL) -0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 825lb 073 8301b 097 8301b BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C JOINT(S) C REACTIONS (jtfsize /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 212(LC No. 5- D +0.75Lr +0.75L +0.75C &C U), E= 540(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 556(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -168, A- B = -181, C- E = -540, B- C = -371 BOT CHORD C- D = -279 WEBS A- C = -308 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 8.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 333 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) C. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job BARRYUN Truss Type Qty ROOF TRUSS 17 Ply 1 Truss J13 L393083 SCREW QTY (Total = 32 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -H:2, F -A:2, H -D:4 WEBS A -E:2, B -E:2, B -H:3, H -B:3, H -E:2 SCREW QTY CHORDS D -E:4 WEBS E -A:2, E -B:2, E -H:2 3 -11 -14 3 -11 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:52 2011 Page 1 3 -11 -13 7 -11 -11 7000SJ073x12 Galvanization = G90 Truss weight = 53 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.78 BC 0.19 WB 0.60 DEFL (in) (loc) I /deft Vert(LL) 0.06 B -C >999 Vert(TL) 0.06 B -C >999 Horz(TL) -0.02 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 390lb 046 5521b 057 8251b 073 830lb 097 830lb STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A -F 25 USWD 035 50, C -G 25 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D JOINT(S) H JOINT(S) D REACTIONS (jt/size /material) F /0- 3- 8 /UKN, G/0 -8 -0 /CON Max Down F= 707(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), G= 330(LC No. 1 -D +Lr) Max Uplift F=- 643(LC No. 3 -D +C &C U), G=- 1319(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -F= -661, A -B= -371, B -C= -187, D -G= -330, D -H= -333, C -H= -119 BOT CHORD E -F= -610, D- E = -257 WEBS A- E = -127, B- E = -240, B- H = -403, E- H = -560 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 20.1 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 728 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) D. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [r] t,g1111lti' tk No 405%56: S :Ie.' STATE OF li f�0/*VONA ��� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M E 1 4. 1, r a E'4$3n,1 14 Job Truss Type Qty Ply Truss L393084 BARRYUN ROOF TRUSS 1 1 J13A SCREW QTY (Total =12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B -C:2, D -A:2 WEBS A -C:2, C -A:2 SCREW QTY CHORDS C -D:2 2 -5-g 2 -5 -8 6.93 12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:52 2011 Page 1 2 -5-8 2 -5-8 Galvanization = G90 Truss weight =17 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.23 BC 0.03 WB 0.20 DEFL (in) (loc) I /defl Vert(LL) 0.01 A -B >999 Vert(TL) 0.01 A -B >999 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -D 30 USW 035 50, B -E 30 USW 035 50 BOT CHORD 35 USD 035 50 WEBS 30 USW 035 50 *Except* A -C 25 USWD 035 50 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 260(LC No. 5- D +0.75Lr +0.75L +0.75C &C U), E= 423(LC No. 4 -D +C &C D) Max Uplift D=- 146(LC No. 4 -D +C &C D), E=- 490(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -234, A- B = -96, C- E = -423, B- C = -195 BOT CHORD C- D = -148 WEBS A- C = -276 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 4.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 177 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return hp and bottom flange to be coped to allow for legdown at joint(s) C. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. L\Ec 1 e x na =srt „n aimc. Job Truss Type Qty Ply Truss L393085 BARRYUN ROOF TRUSS 8 1 J14 SCREW QTY (Total = 30 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, C -H:2, F -A:2, H -D:3 WEBS A -E:2, B -E:2, B -H:3, H -B:3, H -E:2 2 -11 -14 2 -11 -14 6.93 12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:53 2011 Page 1 2 -11 -14 5-11 -11 TT1�`'TT3�, F \T4.2AT SCREW QTY CHORDS D -E:3 WEBS E-A:2, E -B:2, E -H:2 2 -11 -14 2 -11 -14 E 7000SJ073x12 Galvanization = G90 Truss weight = 48 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.63 BC 0.20 WB 0.49 DEFL (in) (loc) I /defl Vert(LL) 0.03 B -C >999 Vert(TL) 0.03 B -C >999 Horz(TL) -0.01 G n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 'Except* A -F 362 USWD 035 50, C -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing F -D JOINT(S) H REACTIONS (jt/size /material) F /0- 3- 8 /UKN, G/0 -8 -0 /CON Max Down F= 691(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), G= 241(LC No. 1 -D +Lr) Max Uplift F=- 494(LC No. 3 -D +C &C U), G=- 1050(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -F= -648, A -B= -291, B -C= -172, D -G= -241, D -H= -242, C -H = -88 BOT CHORD E -F= -656, D- E = -260 WEBS A- E = -75, B- E = -184, B -I-I= -321, E- H = -539 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 11.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 782 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) D. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W t [P] of No +8503 S. * 1,:t.:;411:AiiNT:Aist00004,,t1451 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCAfor guidance. 1014. rii t.. §' ;Y n.M Job Truss Type Qty Ply Truss L393086 BARRYUN ROOF TRUSS 8 1 J15 SCREW QTY (Total = 21 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B -F:2, D -A:3, F -C:2 WEBS A -F:2, F -A:2, F -D:3 SCREW QTY CHORDS C -D:2 WEBS D -F:3 o 3-11 -11 3 -11-11 6.93 12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:53 2011 Page 1 D \T4.2J \742,% 3 -11 -11 3 -11 -11 7000SJ073x12 Galvanization = G90 Truss weight = 35 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.75 BC 0.08 WB 0.94 DEFL (in) (loc) l /defl Vert(LL) 0.10 A -B >428 Vert(TL) 0.10 A -B >440 Horz(TL) -0.02 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 390lb 046 5521b 057 825lb 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A -D 362 USWD 035 50, B -E 25 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 REACTIONS (jt/size /material) D /0- 3- 8 /UKN, E/0 -8 -0 /CON Max Down D= 898(LC No. 4 -D +C &C D), E= 186(LC No. 1 -D +Lr) Max Uplift D=- 552(LC No. 3 -D +C &C U), E=- 613(LC No. 4 -D +C &C D) FORCES (lb) Max. Compression Force TOP CHORD A -D= -270, A -B= -130, C -E= -186, C -F= -149, B -F= -164 BOT CHORD C- D = -216 WEBS A -F = -0, D- F = -896 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C JOINT(S) F JOINT(S) C NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 7.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 846 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) C. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W .sort I II,gi,, A• ' : S TATE Of jkiQs Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M T A1. f R 1. iv1,E Job Truss Type Qty Ply Truss L393087 BARRYUN ROOF TRUSS 8 1 J16 SCREW QTY (Total = 24 ). All Screws Are Protwist HWD12034 CHORDS A -E:2, B -B:2, C -G:2, E -A:2, G-C:2 WEBS A -G:3, G-A:3, G -E:3 SCREW QTY CHORDS D -E:2 WEBS E -G:3 6.93 12 Top chord horizontal reaction to be resisted by the diaphragm N co 1- 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 15:32:09 2011 Page 1 0 -11 -7, 1 -0.5 I 0-11 -7 1 -11 -11 7000SJ073x12 Galvanization = G90 Truss weight = 29 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.76 BC 0.05 WB 0.61 DEFL (in) (loc) I /deft Vert(LL) 0.01 D >972 Vert(TL) 0.01 D >987 Horz(TL) 0.05 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -E 362 USWD 035 50, C -F 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* A -G 25 USWD 035 50, E -G 25 USWD 035 50 REACTIONS Qt/size /material) E/0 -3 -8 /UKN, F/0 -8 -0 /CON, B/0 -3 -8 /UKN Max Down E= 222(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 454(LC No. 3 -D +C &C U) Max Horizontal F=- 626(LC No. 3 -D +C &C U), B= 453(LC No. 4 -D +C &C D) FORCES (lb) Max. Compression Force TOP CHORD A -E= -629, A -B= -290, B- C = -81, D -F =0, D -G =0, C -G= -124 BOT CHORD D- E = -366 WEBS A- G = -753, E- G = -830 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing E -D JOINT(S) G JOINT(S) D NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 3.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Building designer should review reactions due to support design fixities. 3) Bottom chord retum lip and bottom flange to be coped to allow for legdown at joint(s) D. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W it'or No 48 * • 5p STATE 0 �� ,�/��� ••...A.. •••0�,+ Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or atceched sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Mr r €. €. r ,,ta,ar; USD Truss to Concrete Bearing Detail - 2400 Ibs 362USWD035 50 min 6" long, 362T125 -54 web cap Attach to vertical web with (10) #10 -16 T/3 Concrete Bearing designed by others (4000 psi min) Screw specifications: Type: Hex Head Dia. = 0.190" ( #10) Minimum screw spacing & edge distance = 9/16" Powers Wedge -Bolt+ Specifications (4000 psi bearing): Dia. = 3/8" Embedment = 2 -1/8" nominal Min spacing = 4 ", Min edge distance = 2.75" Fasteners must be installed per manufacturer's recommendations. Fasteners to be placed through or aligned with pre drilled holes in Aegis HD Clip. Maximum Truss Uplift Reaction = 2400 Ib. Connection is required to both plies of a 2 -ply truss (Capacities double) This detail addresses connection requirements resulting from load applied to the truss only. 426 HD14 Attach to web cap with (5) #10 -16 T/3 Attach to concrete bearing with (2) Powers Wedge -Bolt+ - 3/8" x 2 -1/8" embedment Job Truss Type Qty Ply Truss L393089 BARRYUN ROOF TRUSS 283 1 J18 SCREW QTY (Total = 57 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, E -K:2, K -F:4 WEBS B -I:4, C-G:2, C -H:2, D -G:2, D -K:4, K -D:4, K -G:3 SCREW QTY CHORDS A -I:6, F -G:4 WEBS G -C:2, G -D:2, G K:3, H-C:2, I -B:5 1 -10 -14 1 4-0-0 1 -10-14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:54 2011 Page 1 4-0-0 5-10 -14 9 -10 -13 4-2-8 14.1-5 1-6-14 oI413 1 -6-14 1 -10 -14 4-0-0 5-10-14 4-0-0 9 -10 -13 4-2-8 14-1-5 0 -14 14-2 -9 7000SJ073x12 Galvanization = G90 Truss weight = 68 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.93 BC 0.74 WB 0.98 DEFL (in) (loc) I /defl Vert(LL) 0.08 D -E >999 Vert(TL) 0.08 D -E >999 Horz(TL) -0.03 J n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* E -J 25 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* B -I 362 USWD 035 50 BRACING TOP CHORD Sheathed A -E BOT CHORD 6 -0 -0 on center bracing A -F JOINT(S) K REACTIONS at/size/material) J/0 -8 -0 /CON, I/O -8 -0 /CON Max Down J= 557(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), I= 1100(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift J=- 1524(LC No. 3 -D +C &C 1J), 1=- 1383(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -481, B -C= -852, C -D= -612, D -E= -194, F -J= -557, F -K= -569, E -K= -124 BOT CHORD A -1= -240, H- I = -845, G- H = -845, F- G = -257 WEBS B -1= -738, C -H= -128, C -G= -134, D -G= -132, D -K= -661, G -K= -877 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 593 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) F. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W it . No 48503 R �•:* Sir: STATE Of � . Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or atiached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. ,R1 ,A€ t-toAP 1 W k Job BARRYUN Truss Type ROOF TRUSS Qty 22 Ply 1 Truss J19 L393090 SCREW QTY (Total = 46 ). All Screws Are Protwist HWD12034 CHORDS A -I:2, E -F:2, F -E:3, I -A:2 WEBS B -H:2, C -G:2, C -H:2, D -F:3, D -G:2 0) N 0 °I SCREW QTY WEBS F -D:3, G -C:2, G -D:2, H -B:2, H-C:2 1 -10-14 3-9-3 5-8 -1 3 -9 -3 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:55 2011 Page 1 3-10 -11 9 -5-3 13-3 -14 (TT1 y TT3', T4.2.k,T4.2 Galvanization = G90 Truss weight = 47 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.86 BC 0.85 WB 0.80 DEFL (in) (loc) I /deft Vert(LL) 0.09 A -B >473 Vert(TL) -0.09 D -E >999 Horz(TL) 0.01 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -I 15 USW 035 50, E -F 30 USW 035 50 BOT CHORD 25 USC 046 50 WEBS 15 USW 035 50 *Except* B -H 30 USW 046 50, C -H 15 USW 046 50, D -F 30 USW 035 50 BRACING TOP CHORD Sheathed A -E BOT CHORD 6 -0 -0 on center bracing I -F WEBS UST Brace D -F Fasten UST brace to backside of web w/ #10 @ 6 in. OC. Brace must cover entire web length. REACTIONS (jt/size /material) F /0- 3- 8 /UKN, H/0 -8 -0 /CON Max Down F= 1106(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), H= 1019(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 873(LC No. 3 -D +C &C U), H=- 581(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- I =-40, A- B = -15, B -C= -253, C -D= -573, D -E= -170, E -F= -248 BOT CHORD H -I =0, G- H = -771, F- G = -433 WEBS B -H= -596, C -H= -544, C -G =-428, D -G= -351, D -F= -966 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 57.5 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 915 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P) , \g1tiish, „, '_E Pt4p "�l . i• No 40503 .,''GEN 8e k G * w .t - •ice SW' STATE 0 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NO TES (Additional notes on back or atiached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393091 BARRYUN ROOF TRUSS 2 1 J20 SCREW QTY (Total =12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B -C:2, C -B:2, D -A:2 WEBS A-C:2 SCREW QTY WEBS C -A:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:55 2011 Page 1 1 -8-2 1 -8-2 1 -8 -2 1 -8 -2 ,'TT1 TT3 Galvanization = G90 Truss weight = 5 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.14 BC 0.05 WB 0.04 DEFL (in) (loc) I /deft Vert(LL) 0.00 A -B >999 Vert(TL) 0.00 A -B >999 Horz(TL) -0.00 C n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 390Ib 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -D 30 USW 035 50, B -C 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* A -C 15 USW 035 50 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C REACTIONS (jt/size /material) D/0 -3 -8 /UKN, C/0 -3 -8 /UKN Max Down D =71(LC No. 1- D +Lr), C= 155(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D= -52(LC No. 3 -D +C &C U), C=- 199(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -65, A- B = -62, B- C = -127 BOT CHORD C -D = -98 WEBS A -C = -94 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 2.9 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Support at Joint D is considered open to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 118 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P] �•� � P• 0718--a ••y '� • * Nu 40503 • • • p :, STATE o • 4a f44stN Ni f�11,�� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES ( Additonal notes on back ar attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M 1 1 < t... 1 M Job Truss Type Qty Ply Truss L393092 BARRYUN ROOF TRUSS 2 1 J21 SCREW QTY (Total = 12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B-C:2, C -B:2, D -A:2 WEBS A -C:2 0 N O 0 %S F1,� \T42i SCREW QTY WEBS C -A:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:56 2011 Page 1 3-2 -2 3-2 -2 3-2 -2 3-2 -2 ( T1��S TTS Galvanization = G90 Truss weight =10 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.59 BC 0.22 WB 0.14 DEFL (in) (loc) I /deft Vert(LL) 0.07 A -B >489 Vert(TL) -0.07 A -B >506 Horz(TL) -0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -D 30 USW 035 50, B -C 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* A -C 15 USW 035 50 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C REACTIONS (jt/size /material) D/0 -3 -8 /UKN, C/0 -3 -8 /UKN Max Down D= 166(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), C= 291(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D=- 150(LC No. 3 -D +C &C U), C=- 364(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -158, A- B = -126, B- C = -258 BOT CHORD C- D = -196 WEBS A- C = -184 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 11, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 5.9 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Support at Joint D is considered open to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 235 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P] ,,ONg1111pygI *. No 455 -- �� STATE o :,r Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M fr Job Truss Type Qty Ply Truss L393093 BARRYUN ROOF TRUSS 2 1 J22 SCREW QTY (Total = 12 ). All Screws Are Protwist HWD12034 CHORDS A -D:2, B-C:2, C -B:2, D -A:2 WEBS A-C:2 th SCREW QTY WEBS C -A:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:33:56 2011 Page 1 1 -9-14 1 -9-14 1 -9-14 1 -9-14 r TT1 'y� TT3�, Galvanization = G90 Truss weight = 6 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.17 BC 0.03 WB 0.04 DEFL (in) (loc) I /defl Vert(LL) 0.01 A -B >999 Vert(TL) 0.01 A -B >999 Horz(TL) -0.00 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830Ib 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -D 30 USW 035 50, B -C 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* A -C 15 USW 035 50 BRACING TOP CHORD Sheathed A -B BOT CHORD 6 -0 -0 on center bracing D -C REACTIONS at/size/material) D/0 -3 -8 /UKN, C/0 -3 -8 /UKN Max Down D =92(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), C= 174(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift D= -20(LC No. 3 -D +C &C U), C=- 161(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- D = -78, A- B = -69, B- C = -139 BOT CHORD C- D = -106 WEBS A- C = -101 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 3.1 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 126 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W No 46503 : * M Si STATE OF :i$ � • SSfUNHIHia- Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on ba k or of ached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393094 BARRYUN ROOF TRUSS 5 1 J23 SCREW QTY (Total = 13 ). All Screws Are Protwist HWD12034 CHORDS A -B:2 SCREW QTY CHORDS A -E:2, E -A:2 WEBS B -E:2, E -B:3 2 -2 -14 I 2 -2 -14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 07:53:54 2011 Page 1 11 -10-7 14-1-5 525USJD073x12 2 -2 -14 2 -2 -14 11 -613 13 -9 -11 Galvanization = G90 Truss weight = 88 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.57 BC 0.09 WB 0.12 DEFL (in) (loc) I /defl Vert(LL) -0.13 A >331 Vert(TL) -0.12 A >344 Horz(TL) -0.09 C n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 725 USD 097 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 046 50 BRACING TOP CHORD Sheathed A -D BOT CHORD 6 -0 -0 on center bracing A -E JOINT(S) B REACTIONS (jt/size /material) E/0 -8 -0 /CON, C/0 -8 -0 /CON Max Down E= 933(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), C= 1044(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 642(LC No. 3 -D +C &C U), C=- 989(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- B = -799, B- C = -501, C -D = -6 BOT CHORD A- E = -650 WEBS B- E = -868 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 941 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Bottom chord retum lip and bottom flange to be coped to allow for legdown at joint(s) B. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W • • No 4051 • * fire d:ll�i p • STATE Of • W, Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Mr. rn €, r .5rs A R117. Job I Truss Type Qty Ply Truss L393095 BARRYUN ROOF TRUSS 2 1 J24 SCREW QTY (Total = 34 ). All Screws Are Protwist HWD12034 CHORDS A -E:4, B -B:2, C -H:2, H-C:2 WEBS A -H:4, H -A:4, H -E:5 Top chord horizontal reaction to be resisted by the diaphragm N 1 o SCREW QTY CHORDS D -E:2, E -D:4 WEBS E -H:5 8.40 -32 e Jun 27 2011 Aegis Metal Framing Wed Aug 31 09:18:10 2011 Page 1 1-0-3 1-43 6.93 12 7000SJ073x12 0-10 -15 0 -2 -7 0- ,2 Ili -0.2 -2 1-4-3 0.10 - 151 -6 -10 Galvanization = 690 Truss weight = 33 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.77 BC 0.05 WB 0.41 DEFL (in) (loc) I /deft Vert(LL) 0.01 D >999 Vert(TL) 0.01 D >999 Horz(TL) 0.06 F n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 830lb 097 830lb STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -F 362 USWD 046 50, C -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 REACTIONS (jt/size /material) F/0 -8 -0 /CON, G/0 -8 -0 /CON, B /0- 3 -8 /UKN Max Down F= 139(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 284(LC No. 3 -D +C &C U) Max Horizontal G=- 620(LC No. 3 -D +C &C U), B= 462(LC No. 4 -D +C &C D) FORCES (lb) Max. Compression Force TOP CHORD E -F= -139, A -E= -1370, A -B= -330, B- C = -52, D -G =0, D -H =0, C -H= -130 BOT CHORD D- E = -349 WEBS A- H= -1160, E- H = -1285 BRACING TOP CHORD Sheathed A -C BOT CHORD 6 -0 -0 on center bracing E -D JOINT(S) H JOINT(S) E, D NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 2.1 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Building designer should review reactions due to support design fixities. 3) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) E,D. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P1 WARNING - Verify design parameters and READ NOTES (Additional notes on back or ataahed sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393096 BARRYUN ROOF TRUSS 4 1 JGO4 SCREW QTY (Total = 46 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, F -L:2, G-L:6, L -G:2 WEBS B -K:2, C-J:2, D -I:2, E -H:2, E -L:3, L -E:3 N 80 SCREW QTY CHORDS A -K:6 WEBS H -E:2, I -D:2, J-C:2, K-B:4 0 _ �I 1 -10 -14 3-0-0 3-0-0 4-10 -14 7-10-14 6.93;12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:04:29 2011 Page 1 3-0-0 10 -10 -13 3 -2 -8 14-1-5 700USJ073x6 525USJD073x6 1 -10-14 1 -10-14 3-0-0 4-10 -14 3-0-0 7 -10 -14 3-0-0 10 -10 -13 3-2 -8 14-1 -5 Galvanization = G90 Truss weight = 75 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.61 BC 0.93 WB 0.73 DEFL (in) (loc) I /deft Vert(LL) -0.06 A >738 Vert(TL) -0.06 A >733 Horz(TL) 0.01 0 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* F -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -G JOINT(S) L JOINT(S) J, I, H REACTIONS (jt/size /material) G/0 -8 -0 /EMB, K/0 -8 -0 /EMB, M/0 -3 -8 /UKN, N/0 -3 -8 /UKN, 0/0 -3 -8 /UKN Max Down G= 1556(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), K= 992(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), M= 1423(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) , N= 1873(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), 0= 1245(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 2154(LC No. 3 -D +C &C U), K=- 900(LC No. 3 -D +C &C U), M=- 1658(LC No. 3 -D +C &C U), N=- 2096(LC No. 3 -D +C &C U), 0=- 1286(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -456, B -P= -666, P -Q= -664, C -Q= -658, C -R= -497, R -S= -694, D -S= -692, D -T= -757, E -T= -749, E -U= -216, F- U = -210, G- L = -349, F -L = -51 BOT CHORD A- K = -16, K -V= -238, V -W= -238, J -W= -238, J -X= -196, X -Y= -196, I -Y= -196, I -Z= -193, H -Z= -193, H -AA= -176, G -AA= -191 WEBS B -K =-458, J -M= -1423, C -J= -118, I -N= -1873, D -I= -187, H -0= -1245, E -H =-467, E -L= -680 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 679 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Attach 35USGP x 12" at location of tie -in trusses - 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) J,I,H. LOAD COMBINATION(S) 1) D +Lr: Continued on oaae 2 iNtutousvei P. LO iii .� ".rayy © /� 4" NO ; * i 1. STATE Qf :r Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verity design parameters andREADNOTE (Additional notes on baokor attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393096 BARRYUN ROOF TRUSS 4 1 JG04 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:04:29 2011 Page 2 LOAD COMBINATION(S) Uniform Loads (plf) Vert: A -P= -80.0, F -P= -40.0, A -V= -20.0, G -V= -10.0 Concentrated Loads (Ib) Vert: G= -695 1= -690 W= -554 X= -651 Y= -510 Z= -679 AA= -688 2) D: Uniform Loads (plf) Vert: A- P= -40.0, F -P= -20.0, A- V= -20.0, G -V= -10.0 Concentrated Loads (Ib) Vert: G= -416 1= -414 W= -332 X= -391 Y= -303 Z =-403 AA= -412 3) D +C &C U: Uniform Loads (plf) Vert: A- P= -10.0, F- P = -5.0, A- V= -10.0, G- V = -5.0 Normal: A -P= 228.2, F -P= 114.1, A -K= -17.6 Parallel: F -G= -141.8 Concentrated Loads (Ib) Vert: G =1297 1 =1021 W =526 X =609 Y=752 Z =1071 AA =1162 4) D +C &C D: Uniform Loads (plf) Vert: A- P= -10.0, F- P = -5.0, A- V= -10.0, G- V= -5.0 Normal: A -P= -48.8, F- P= -24.4, A -K =17.6 Parallel: F -G =109.1 Concentrated Loads (Ib) Vert: G= -676 1= -612 W= -312 X= -330 Y= -449 Z= -617 AA= -647 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A- P= -70.0, F -P= -35.0, A- V= -20.0, G-W-10.0 Normal: A -P= 171.2, F -P =85.6, A- K = -13.2 Parallel: F- G= -106.4 Concentrated Loads (Ib) Vert: G =451 1 =248 W = -21 X = -31 Y =180 Z =292 AA =356 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A- P= -70.0, F -P= -35.0, A -V= -20.0, G -V= -10.0 Normal: A- P= -36.6, F -P= -18.3, A -K =13.2 Parallel: F -G =81.8 Concentrated Loads (Ib) Vert: G= -1029 1= -977 W= -650 X= -736 Y= -720 Z = -974 AA= -1001 Job Truss Type Qty Ply Truss L393097 BARRYUN ROOF TRUSS 2 1 JGO9 SCREW QTY (Total = 46 ). All Screws Are Protwist HWD12034 CHORDS A-B:2, F -L:2, G -L:3, L -G:2 WEBS B -K:2, C-J:2, D -I:2, E -H:2, E -L:3, L -E :3 1 -10.14 I 3-0-0 1 -10-14 4 -10 -14 3-0 -0 7 -10-14 6.93112 P , 525USJD07 - cI •. 0 SCREW QTY CHORDS A -K:8 WEBS H -E:2, 1 -D:2, J -C:2, K -B:3 U 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:02:34 2011 Page 1 3-0-6 10 -10 -13 3-2-8 14-1 -5 1 -10.14 I 1 -10-14 3 -0-0 4 -10 -14 3-0-0 7 -10.14 3-0-0 0-0-1 3-0-8 0 -1115 10 -10 -13 10 -10 -14 13 -11-6 14 -1 -5 7000SJ073x6 (TB2 Galvanization = G90 Truss weight = 78 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.54 BC 0.76 WB 0.67 DEFL (in) (loc) I /defl Vert(LL) -0.05 A >849 Vert(TL) -0.05 A >841 Horz(TL) 0.00 0 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 825lb 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* F -G 362 USWD 035 50 BOT CHORD 35 USD 046 50 WEBS 25 USWD 035 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -G JOINT(S) L JOINT(S) J, 1, H REACTIONS (jUsize /material) G/0 -8 -0 /CON, K/0 -8 -0 /CON, M/0 -3 -8 /UKN, N/0 -3 -8 /UKN, O/0 -3 -8 /UKN Max Down G= 564(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), K= 984(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), M= 821(LC No. 1- D +Lr), N= 1218(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), 0= 1727(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 948(LC No. 3 -D +C &C U), K=- 944(LC No. 3 -D +C &C U), M=- 1446(LC No. 3 -D +C &C U), N=- 1494(LC No. 3 -D +C &C U), 0=- 1824(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -471, B -P= -655, C -P= -649, C -Q= -608, D -Q= -679, D -R= -741, E -R= -733, E -S= -200, S -T= -194, F -T= -176, G- L = -376, F -L = -81 BOT CHORD A- K = -10, K -U= -228, J -U= -228, J -V= -198, I -V= -198, I -W= -192, W -X= -192, H -X= -192, H -Y= -176, Y -Z= -190, G -Z= -191 WEBS B -K =-403, J -M =-821, C -J= -111, 1 -N= -1218, D -I= -185, H -0= -1727, E -H= -433, E -L= -680 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 673 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Attach 35USGP x 12" at location of tie -in trusses 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) J,I,H. LOAD COMBINATION(S) 1) D +Lr: Uniform Loads (plf) Vert: A -B= -80.0, B -T= -40.0, F -T= -80.0, A -K= -20.0, K -Z= -10.0, G -Z= -20.0 Cpntinued on Dam 2 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. METAI Job Truss Type Qty Ply Truss L393097 BARRYUN ROOF TRUSS 2 1 JG09 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:02:35 2011 Page 2 LOAD COMBINATION(S) Concentrated Loads (Ib) Vert: J = -454 U = -354 W-554 W= -654 X = -682 Y= -688 2) D: Uniform Loads (plf) Vert: A -B= -40.0, B -T= -20.0, F -T= -40.0, A -K= -20.0, K -Z= -10.0, G -Z= -20.0 Concentrated Loads (Ib) Vert: J= -272 U= -212 V= -332 W= -392 X =-406 Y =-412 3) D +C &C U: Uniform Loads (plf) Vert: A -B= -10.0, B- T = -5.0, F -T= -10.0, A -K= -10.0, K- Z = -5.0, G -Z= -10.0 Normal: A -B= 228.2, B -T= 114.1, F -T= 228.2, A- K = -17.6 Parallel: F- G= -141.8 Concentrated Loads (lb) Vert: J =659 U =530 V =740 W =775 X =1088 Y =1162 4) D +C &C D: Uniform Loads (plf) Vert: A -B= -10.0, B- T = -5.0, F -T= -10.0, A -K= -10.0, K- Z = -5.0, G -Z= -10.0 Normal: A- B= -48.8, B- T= -24.4, F- T= -48.8, A -K =17.6 Parallel: F -G =109.1 Concentrated Loads (Ib) Vert: J = -218 U = -183 W -262 W= -306 X = -626 Y= -647 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -B= -70.0, B -T= -35.0, F -T= -70.0, A -K= -20.0, K -Z= -10.0, G -Z= -20.0 Normal: A -B= 171.2, B -T =85.6, F -T= 171.2, A -K= -13.2 Parallel: F- G= -106.4 Concentrated Loads (Ib) Vert: J =154 U =132 V=140 W =91 X =304 Y =356 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -B= -70.0, B -T= -35.0, F -T= -70.0, A -K= -20.0, K -Z= -10.0, G -Z= -20.0 Normal: A- B= -36.6, B- T= -18.3, F- T= -36.6, A -K =13.2 Parallel: F -G =81.8 Concentrated Loads (Ib) Vert: J= -504 U= -402 V= -612 W= -719 X= -982 Y= -1001 Job Truss Type Qty Ply Truss L393098 BARRYUN ROOF TRUSS 2 1 JG10 SCREW QTY (Total = 43 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, F -L:2, G -L:4, L -G:2 WEBS B -K:2, C-J:2, D -1:2, E -H:2, E -L:3, L -E:3 52 SCREW QTY CHORDS A -K:6 WEBS H -E:2, I -D:2, J -C:2, K -B:3 1 -10-14 3-0 -0 1 -10-14 4 -10 -14 3 -0-0 7 -10-14 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:26:19 2011 Page 1 3 -0-0 3-2-8 10 -10 -13 141-5 1 -10.14 1 -10-14 3-0-0 4 -10 -14 3-0-0 7.10 -14 3-0-0 10-10 -13 3-0-14 0.1110 13 -11 -11 14-1-5 700USJ073x6 Galvanization = G90 Truss weight = 85 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.56 BC 0.88 WB 0.58 DEFL (in) (loc) l/defl Vert(LL) -0.05 A >829 Vert(TL) -0.06 A >786 Horz(TL) 0.01 0 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* F -G 362 USWD 035 50 BOT CHORD 35 USD 057 50 WEBS 25 USWD 035 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -G JOINT(S) L JOINT(S) J, I, H REACTIONS (jt/size /material) G/0 -8 -0 /CON, K/0 -8 -0 /CON, M/0 -3 -8 /UKN, N/0 -3 -8 /UKN, 0/0 -3 -8 /UKN Max Down G= 918(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), K= 1052(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), M= 313(LC No. 1- D +Lr), N= 883(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), 0= 1499(LC No. 1 -D +Lr) Max Uplift G=- 1321(LC No. 3 -D +C &C U), K=- 997(LC No. 3 -D +C &C U), M=- 898(LC No. 3 -D +C &C U), N=- 1398(LC No. 3 -D +C &C U), 0=- 1548(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -P= -496, B -P= -494, B -Q= -664, Q -R= -663, C -R= -657, C -S= -510, D -S= -690, D -T= -753, T -U= -746, E -U= -746, E- V = -213, F- V = -142, G- L = -345, F -L = -50 BOT CHORD A- W = -26, W- X = -22, K- X = -41, K -Y= -234, Y -Z= -234, J -Z= -234, J -AA= -200, AA -AB= -200, I -AB= -200, I -AC= -195, H- AC = -195, H -AD= -175, AD- AE = -182, G- AE = -197 WEBS B -K= -387, J -M= -313, C- J = -93, I -N= -883, D -I= -192, H -0= -1499, E -H= -455, E -L= -678 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 714 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Attach 35USGP x 12" at location of tie -in trusses - 4) Bottom chord retum lip and bottom flange to be coped to allow for legdown at joint(s) J,I,H. LOAD COMBINATION(S) 1) D +Lr: Continued on oaae 2 'SV• STATE OF ' ti S . « .N' 4iiNA�yo�w 0•_ %�� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393098 BARRYUN ROOF TRUSS 2 1 JG10 8.40 -32 e Jun 27 2011 Aegis Metal Framing Fri Sep 02 08:26:19 2011 Page 2 LOAD COMBINATION(S) Uniform Loads (plf) Vert: A -F= -40.0, A -G= -10.0 Concentrated Loads (Ib) Vert: A = -79 X= -149 Z = -178 AA= -132 AB = -454 AC = -554 AD = -651 AE= -690 2) D: Uniform Loads (plf) Vert: A -F= -20.0, A -G= -10.0 Concentrated Loads (Ib) Vert: A =-47 X = -90 Z = -103 AA = -80 AB= -272 AC = -332 AD = -391 AE= -413 3) D +C &C U: Uniform Loads (plf) Vert: A- F = -5.0, A- G = -5.0 Normal: A -F= 114.1, A- K = -8.8 Parallel: F -G= -141.8 Concentrated Loads (Ib) Vert: A =20 X =259 Z =432 AA =247 AB =819 AC =864 AD =879 AE =1212 4) D +C &C D: Uniform Loads (plf) Vert: A- F = -5.0, A- G = -5.0 Normal: A- F= -24.4, A -K =8.8 Parallel: F -G =109.1 Concentrated Loads (Ib) Vert: A = -44 X = -68 Z = -76 AA = -44 AB= -238 AC= -289 AD= -339 AE= -659 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A -F= -35.0, A -G= -10.0 Normal: A -F =85.6, A- K = -6.6 Parallel: F -G= -106.4 Concentrated Loads (Ib) Vert: A =-44 X =82 Z =189 AA =86 AB =274 AC =233 AD =171 AE =392 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A -F= -35.0, A -0= -10.0 Normal: A -F= -18.3, A -K =6.6 Parallel: F -G =81.8 Concentrated Loads (Ib) Vert: A = -92 X= -163 Z = -192 AA= -132 AB= -519 AC= -632 AD= -742 AE= -1012 Job Truss Type Qty Ply Truss L393099 BARRYUN ROOF TRUSS 2 1 SF01 SCREW QTY (Total = 49 ). All Screws Are Protwist HWD12034 CHORDS A -A:O, B -B:0 9 -2 -2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:00 2011 Page 1 9 -2 -2 C D E F B ( SFt'1 T4.2F Galvanization = G90 Truss weight = 12 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 SPACING 0 -6 -0 Code FBC AISI- S100/S214 CSI TC 0.72 DEFL (in) (loc) I /defl Vert(LL) 0.18 A -B >592 Vert(TL) -0.25 A -B >430 Horz(TL) 0.00 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 STEEL SECTION TOP CHORD 55 USC 035 50 BRACING TOP CHORD Sheathed A -B REACTIONS (jt/size/material) A/0 -3 -8 /UKN, B/0 -3 -8 /UKN Max Down A= 294(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), B= 277(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift A=- 207(LC No. 3 -D +C &C U), B=- 209(LC No. 3 -D +C &C U) FORCES (Ib) Max. Compression Force TOP CHORD A -C =0, C -D =0, D -E =0, E -F =0, B -F =0 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. LOAD COMBINATION(S) 1) D +Lr: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C= -146 D= -169 E= -146 F = -71 2) D: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C = -87 D = -102 E = -88 F =-43 3) D +C &C U: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C =92 D =140 E =150 F =52 4) D +C &C D: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C = -40 D = -72 E = -74 F = -19 Continued on Dam 2 '�0011111h11I s 'fyg..0041 • .P ...,, 4.% p.*. • No 485Q Z 1. ±r4: • *w P.. STATE O ' �. it • °49 ••0R1•••' Off•• iformatiossOl Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M 1' $ = a.. f.4w.}w >s.. Job Truss Type j Qty Ply Truss L393099 BARRYUN ROOF TRUSS 2 1 SF01 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:00 2011 Page 2 LOAD COMBINATION(S) 5) D +0.75Lr +0.75L +0.75C &C U: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C =-40 D = -22 E =3 F = -15 6) D +0.75Lr +0.75L +0.75C &C D: Uniform Loads (plf) Vert: A- B = -2.0 Concentrated Loads (Ib) Vert: C = -139 D = -181 E = -166 F = -68 Job Truss Type Qty Ply Truss L393100 BARRYUN ROOF TRUSS 2 1 T01 SCREW QTY (Total = 28 ). All Screws Are Protwist HWD12034 CHORDS A -H:2, B -A:2, B -C:2, D -E:2, E -D:2, H -A:2 WEBS B -F:2, B -G:2, C -E:2, C-F:2 SCREW QTY WEBS E-C:2, F -B:2, F-C:2, G -B:2 1 -0-0 1 0 -10 -14 1 -0-0 1 -10 -14 325USJ073x8 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:00 2011 Page 1 3-5-0 6.9312 5-3 -14 5-3 -14 `�T4.2;��T42j Galvanization = G90 Truss weight = 18 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.64 BC 0.76 WB 0.33 DEFL (in) (loc) I /defl Vert(LL) 0.03 H >999 Vert(TL) 0.02 H >999 Horz(TL) 0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -H 15 USW 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* C -F 30 USW 046 50 BRACING TOP CHORD Sheathed A -B,B -D BOT CHORD 6 -0 -0 on center bracing H -E REACTIONS at/size/material) E /0- 3- 8 /UKN, F/0 -8 -0 /CON Max Down E= 338(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), F= 462(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift E=- 242(LC No. 3 -D +C &C U), F=- 614(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- H = -53, A -B = -3, B -C= -373, C -D= -159, D -E= -233 BOT CHORD G -H = -6, F -G =0, E -F = -84 WEBS B -G =-430, B- F = -62, C -F= -461, C- E = -307 NOTES 1) This truss designed with ASCE 7 -05 wind Toad as referenced by FBC . V = 146 mph, C &C Method, Building Classification 11, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 10.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 323 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W ttoNNIIIIbttti * • • No 4e5e •s * • • STATE OF :'= I ;kip i wii44t,• Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. eA e5 %z; Job Truss Type Qty Ply Truss L393101 BARRYUN ROOF TRUSS 2 1 T02 SCREW QTY (Total = 24 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, B -A:2, B -C:2, C -D:2, D -C:2, F -A:2 WEBS A -E:2, B -D:2, B -E:2 SCREW QTY WEBS D -B:2, E -A:2, E -B:2 3-0-0 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:01 2011 Page 1 4-3-14 3-0-0 325USJ073x8 6.93112 73 -14 3-0-0 7-3-14 (TT1 l'TT3 T4.2;AT4.2 Galvanization = G90 Truss weight = 25 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.91 BC 0.61 WB 0.91 DEFL (in) (loc) I /defl Vert(LL) 0.02 D -E >999 Vert(TL) -0.02 D -E >999 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 830lb 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -F 30 USW 035 50, B -C 25 USC 046 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 BRACING TOP CHORD Sheathed A -B,B -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size /material) F/0 -3 -8 /UKN, D/0 -3 -8 /UKN Max Down F= 402(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), D= 654(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 530(LC No. 3 -D +C &C U), D=- 617(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- F = -382, A- B = -309, B- C = -174, C- D = -360 BOT CHORD E- F = -323, D- E = -580 WEBS A -E= -313, B- E = -142, B- D = -579 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 16.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal Toad applied to this truss resulting from the standard wind load, equal to 323 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W • No 405n< S • 'p STATE Of W� 15' ......• Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes or back or at ached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393102 BARRYUN ROOF TRUSS 2 1 T03 SCREW QTY (Total = 24 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, B -A:2, B -C:2, C -D:2, D-C:2, F -A:2 WEBS A -E:2, B -D:2, B -E:2 rn 0 SCREW QTY WEBS D -B:2, E -A:2, E -B:2 5-0-0 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:01 2011 Page 1 4-3-14 5.0 -0 325USJ073x8 6.93 FlY 9-3-14 5-0-0 5 -0-0 4314 9-3-14 %TT1`y TT3', `�T4.2� 742J Galvanization = G90 Truss weight = 37 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.90 BC 0.61 WB 0.90 DEFL (in) (loc) I /defl Vert(LL) 0.01 E >999 Vert(TL) -0.03 E -F >999 Horz(TL) -0.01 D n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION BRACING TOP CHORD 35 USC 046 50 *Except* TOP CHORD Sheathed A -B,B -C A -F 30 USW 035 50, B -C 25 USC 046 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* A -E 15 USW 035 50, B -E 15 USW 035 50, B -D 25 USW 035 50 BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (jt/size/material) F/0 -3 -8 /UKN, D/0 -3 -8 /UKN Max Down F= 504(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), D= 785(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 659(LC No. 3 -D +C &C U), D=- 762(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -F =-465, A -B= -336, B- C = -170, C- D = -356 BOT CHORD E- F = -320, D- E = -574 WEBS A- E = -300, B -E= -101, B -D= -652 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 27.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 320 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W g LOON, No 40 s :4 •Ara I : STATE Of al ICI •• A••••..•••••• 0 ✓ IZ• " ON AVG:iii% Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393103 BARRYUN ROOF TRUSS 2 1 T04 SCREW QTY (Total = 29 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, C -B:2, C -D:2, D -E:2, E -D:3, G -A:2 WEBS B -F:2, B -G:2, C -E:2, C -F:2 3-6-12 35-4 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:02 2011 Page 1 3-6-12 A 7 -0-0 4-3-14 11 -3-14 6.93 FIT 325USJ073x8 TTtw ^TT3\ G SCREW QTY WEBS E-C:2, F -B:2, F-C:2, G -B:2 7 -ao 7 -ao F 4 -3.14 11 -3-14 E TT-1 • `�T4.21 ^�4.2j Galvanization = G90 Truss weight = 46 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.89 BC 0.81 WB 0.86 DEFL (in) (loc) I /defl Vert(LL) 0.01 F -G >999 Vert(TL) -0.11 F -G >999 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 390lb 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -G 30 USW 035 50, C -D 25 USC 046 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* B -G 15 USW 046 50, B -F 15 USW 035 50, C -F 15 USW 035 50 C -E 25 USW 057 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (it/size /material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 612(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 907(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 740(LC No. 3 -D +C &C U), E=- 864(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -131, A -B = -5, B -C= -350, C -D= -167, D -E= -352 BOT CHORD F- G = -717, E- F = -523 WEBS B -G= -541, B- F = -67, C- F = -166, C- E = -737 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 40.9 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 294 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W PI- 4#4.0 I1II1111IIIO 1)•"401E NB�..y ., . *. 1.4,29"):1:114. 4`.1..e>..4:4 1)011. STATE O 11 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393104 BARRYUN ROOF TRUSS 4 1 T05 SCREW QTY (Total = 32 ). All Screws Are Protwist HWD12034 CHORDS A-J:2, B -A:2, B -C:2, E -F:2, F -E:2, J -A:2 WEBS B -l:2, C-G:2, C -H:2, D -F:2, D -G:2 rn 0 SCREW QTY WEBS F -D:2, G -C:2, G -D:2, H -C:2, 1 -6:2 1-40 i06 -14, 1-4-0 1 -10 -14 325USJ073x8 111111 3 -7-4 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:03 2011 Page 1 3-9-12 5-6-2 9-3-14 1-4-0 1-4-0 1-4-0 1- 64140-14 1 -7 -7 5-6-2 9-3-14 Tr1 v TT3 \1 `�T421 ^�T4.2/ Galvanization = G90 Truss weight = 36 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING Code FBC AISI- S100/S214 2 -0 -0 CSI TC 0.80 BC 0.99 WB 0.84 DEFL (in) (loc) I /deft Vert(LL) 0.10 J >458 Vert(TL) 0.09 J >476 Horz(TL) -0.00 F n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -J 15 USW 035 50, E -F 30 USW 035 50 BOT CHORD 35 USC 035 50 WEBS 15 USW 035 50 *Except* C -H 30 USW 046 50, D -F 25 USW 035 50 BRACING TOP CHORD Sheathed A -B,B -E BOT CHORD 6 -0 -0 on center bracing J -F REACTIONS (It/size /material) F /0- 3- 8 /UKN, H/0 -8 -0 /CON Max Down F= 736(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), H= 698(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 568(LC No. 3 -D +C &C U), H=- 796(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- J = -68, A -B = -2, B -C= -232, C -D= -325, D -E= -173, E -F= -249 BOT CHORD I -J = -6, H -1 =0, G- H = -568, F- G = -343 WEBS B -I= -298, C -H= -725, C- G = -18, D- G = -26, D -F= -659 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 27.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 578 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [rI i No 48503 • • X70 STATE OF _4i7°NA, � � Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING- Verify design parameters and READ NOTES ( Additional notes on bask or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCAfor guidance. 6-1 R' s ft 2. a. N. n �a mN (TT1 V TT3') \T4.2 "T4.2) Galvanization = G90 Truss weight = 44 Ibs DEFL (in) (loc) I /defl Vert(LL) 0.04 E -F >999 Vert(TL) -0.20 E -F >680 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 Job Truss Type Qty Ply Truss L393105 BARRYUN ROOF TRUSS 4 1 T06 SCREW QTY (Total = 48 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, B -A:2, B-C:2, D -E:2, E -D:3, G -A:2 WEBS A -F:3, B -F:3, C -E:3, C -F:2 9 r- 34-0 3-11-3 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:03 2011 Page 1 4-0-11 34-0 325USJ073x8 7-3-3 6.9319-2- .93 1 12 11-3-14 nt•;ns'•i G `,T437 \T4.2/ SCREW QTY WEBS E-C:3, F -A:3, F -B:3, F -C:2 34-0 34-0 F 7 -11 -14 11 -3 -14 LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.89 BC 0.82 WB 0.90 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -G 30 USW 035 50, B -D 25 USC 046 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* A -F 15 USW 035 50, B -F 15 USW 035 50, C -F 25 USW 035 50 BRACING TOP CHORD Sheathed A -B,B -D BOT CHORD 6 -0 -0 on center bracing G -E WEBS UST Brace C -E Fasten UST brace to backside of web w/ #10 @ 6 in. OC. Brace must cover entire web length. REACTIONS Qt/size /material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 650(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 1031(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 526(LC No. 3 -D +C &C U), E=- 833(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -651, A -B= -616, B -C= -810, C -D= -178, D -E= -249 BOT CHORD F- G = -562, E- F = -552 WEBS A- F = -415, B- F = -819, C- F = -540, C- E = -948 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 40.9 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 563 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W ,,ry14g.? R LoQ,,��� * No 4e5 05 's �I STATE OF Ili _ 9-5 e ■ '•......•' x,11,� Seal authorized by James P. Looby, PE 48503 September 2,2011 Al WARNING - Verify design parameters and READ NOTES (Addiser:31 notes on back or at ached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. L\Et1. n R n I, e s. Job Truss Type Qty Ply Truss L393106 BARRYUN ROOF TRUSS 4 1 TO8 SCREW QTY (Total = 35 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, B -A:2, B-C:2, D -E:2, E -D:3, G -A:2 WEBS A -F:3, B -F:3, C -E:3, C -F:2 5-4-0 3-10 -11 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:04 2011 Page 1 4.1 -3 5-4-0 9 -2 -11 6.93 ) 12 325USJD073x8 A Il���ll � �D7 III 13-3.14 `T4.2 T4.2/ SCREW QTY WEBS E-C:3, F -A:3, F -B:3, F-C:2 5-4-0 5-4-0 F 7 -11 -14 13-3-14 E (TT1 VTT3 74.2, ".74.2y Galvanization = G90 Truss weight = 64 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.80 BC 0.27 WB 0.83 DEFL (in) (loc) l /deft Vert(LL) 0.03 E -F >999 Vert(TL) -0.07 E -F >999 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION BRACING TOP CHORD 35 USD 035 50 *Except* TOP CHORD Sheathed A -B,B -D A -G 362 USWD 035 50, D -E 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* A -F 25 USWD 035 50, B -F 25 USWD 035 50, C -F 25 USWD 035 50 BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (jt/size /material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 736(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 1164(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 609(LC No. 3 -D +C &C U), E=- 940(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -703, A -B= -642, B -C= -789, C -D= -181, D -E= -254 BOT CHORD F -G= -550, E- F = -531 WEBS A- F = -399, B- F = -890, C- F = -634, C- E = -1038 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 56.5 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 551 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W (P) ,00st11i11g�st, *J No 4 01) Z* S. i. p* 1 •.: rim' STATE OF 401 I Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional €notesas back or stashed sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 73-b F 3- I, t S.A 13155 0 7000SJ073x12 Galvanization = G90 Truss weight = 95 lbs DEFL (in) (loc) I /defl Vert(LL) 0.02 F -G >999 Vert(TL) -0.03 G -H >999 Horz(TL) -0.00 1 n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 Job Truss Type Qty Ply Truss L393107 BARRYUN ROOF TRUSS 6 1 T09 SCREW QTY (Total = 47 ). All Screws Are Protwist HWD12034 CHORDS A -H:3, C -B:2, C -D:2, D-J:2, H -A:3, J -E:3 WEBS A -G:2, B-G:3, C -F:2, C -G:2, C-J:3, J-C:3, J -F:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:04 2011 Page 1 5-10 -9 11 -11 -9 2 -1 -12 14.1 -5 6.93 12 325USJDO73x8 SCREW QTY CHORDS E -F:3 WEBS F -C:2, F-J:2, G -A :3, G -B:3, G -C:2 LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.74 BC 0.32 WB 0.78 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A -H 362 USWD 035 50, C -D 35 USD 035 50, D -I 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* A -G 362 USWD 046 50, B -G 362 USWD 035 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing H -E JOINT(S) J REACTIONS (it/size /material) H /0- 3- 8 /UKN, 1/0 -8 -0 /CON Max Down H= 1001(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), I= 655(LC No. 1 -D +Lr) Max Uplift H =- 1162(LC No. 3 -D +C &C U), 1 =- 895(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -H= -946, A -B= -602, B -C= -605, C -D= -146, E -1= -655, E -J= -675, D -J = -77 BOT CHORD G- H = -910, F -G =-427, E- F = -257 WEBS A -G= -1092, B -G= -737, C -G= -228, C -F= -344, C -J= -740, F -J =-411 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I= 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 987 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) E. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W • S _ P : STATE OF �� W: �ti ss/°" N�+`�0 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (:Additional notes on back or attached eheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 0.9 1 T' 0 €- r 00 3c x0 : 'N Job Truss Type Qty Ply Truss L393108 BARRYUN ROOF TRUSS 4 1 T10 SCREW QTY (Total = 41 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, C -B:2, C -D:2, D -I:2, G-A:3, I -E:3 WEBS B -F:2, B -G:3, C -F:2, C -1:3, I -C:3, I -F:2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:05 2011 Page 1 4-10-9 9-11 -9 4-1 -12 1 14-1 -5 6.93112 325USJDO73x8 SCREW QTY CHORDS E -F:3 WEBS F -B:2, F-C:2, F -I:2, G -B:3 9 -11 -9 9-11 -9 F 4-1 -12 14-1 -5 7000SJ073x12 Galvanization = G90 Truss weight = 78 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.85 BC 0.35 WB 0.73 DEFL (in) (loc) I /defl Vert(LL) 0.02 F -G >999 Vert(TL) -0.15 F -G >999 Horz(TL) -0.01 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 830lb 097 830lb STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -G 362 USWD 035 50, D -H 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* B -G 362 USWD 035 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing G -E JOINT(S) I REACTIONS (jt/size /material) G /0- 3- 8 /UKN, H/0 -8 -0 /CON Max Down G= 974(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), H =625(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 1071(LC No. 3 -D +C &C U), H =- 1148(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -184, A -B = -6, B -C= -659, C -D= -131, E -H= -625, E -I= -667, D -I= -161 BOT CHORD F -G =-455, E- F = -259 WEBS B -G= -918, B- F = -62, C -F= -160, C -I= -680, F -I= -338 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 857 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) E. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W ,',��Iti1111i ssol, ` 0 R !0 OA * t• e No 48508 t . ' .. w ' �a 71:13% STATE 0 " � • 4V.4 '11 4friONA`y; .......... Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back oratiached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 5-5 € •• 5 z. 5 '' -` is 55 _ 43 44, Job Truss Type Qty Ply Truss L393109 BARRYUN ROOF TRUSS 4 1 T11 SCREW QTY (Total = 54 ). All Screws Are Protwist HWD12034 CHORDS A -I:2, C -B:3, C -D:2, E -K:2, I -A:3, K -F:4 WEBS B -H:2, B -I:3, C -G:2, C -H:2, D -G:2, D -K:4, K -D:4, K -G:2 3 -10 -9 8.40 -32 e Jun 27 2011 Aegis Metal Framing Wed Aug 31 10:40:52 2011 Page 1 2 -11 -10 7 -11 -9 325USJD073x8 10 -11 -3 3-2-2 14-1 -5 I H 7TT1w/TT3 SCREW QTY CHORDS F -G:4 WEBS G -C:2, G -D:2, G -K:2, H -B:2, H-C:2, I -B:3 7 -11 -9 7 -11 -9 2 -11 -10 10 -11 -3 G 3-2 -2 14-1 -5 700USJ073x12 Galvanization = G90 Truss weight = 83 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.56 BC 0.22 WB 0.60 DEFL (in) (loc) I /deft Vert(LL) 0.02 H >999 Vert(TL) -0.07 1-1-1 >999 Horz(TL) -0.01 J n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A-1362 USWD 035 50, E -J 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* B -I 362 USWD 035 50 BRACING TOP CHORD Sheathed A -C,C -E BOT CHORD 6 -0 -0 on center bracing I -F JOINT(S) K REACTIONS (jt /size /material) UO3- 8 /UKN, J/0 -8 -0 /CON Max Down 1= 966(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), J= 664(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift 1=- 1015(LC No. 3 -D +C &C U), J=- 1337(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -I= -147, A -B = -6, B -C= -830, C -D= -583, D -E= -180, F -J= -664, F -K= -654, E -K = -92 BOT CHORD H -I= -392, G- H = -280, F- G = -260 WEBS B -1= -974, B -H= -117, C -H= -162, C -G= -573, D -G= -206, D -K= -675, G -K =-471 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 800 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Bottom chord return Hp and bottom flange to be coped to allow for legdown at joint(s) F. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W _ossaminfeli fy∎GE iiii: t1*yam. No.8�.*.. • p STATE OF iv. Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING -. Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393110 BARRYUN ROOF TRUSS 4 1 T12 SCREW QTY (Total =44 ). AU Screws Are Protwist HWD12034 CHORDS A -H:2, B -A:2, B -C:2, D-J:2, H -A:2, J -E:3 WEBS A -G:3, B -F:2, B-G:2, C -F:2, C-J:3, J -C:3, J -F:2 N 8-5-9 6-5-9 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:05 2011 Page 1 3-8 -10 3-11 -2 10-2-3 6.93112 �� 325USJDO73x8 0 • -gal sow • G 1 14.1-5 TT1 TT3 ` H �T4.2 k T4.2 SCREW QTY CHORDS E -F:3 WEBS F -B:2, F-C:2, F-J:2, G -A:3, G -B:2 6-5-9 6-59 3-8 -10 1023 F 3-11 -2 14-1-5 7000SJ073x12 Galvanization = G90 Truss weight = 78 Ilse LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 1 -6 -0 Code FBC AISI- S100/S214 CSI TC 0.84 BC 0.20 WB 0.60 DEFL (in) (loc) I /defl Vert(LL) 0.02 G >999 Vert(TL) -0.03 G -H >999 Horz(TL) -0.01 I n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 "Except* A -H 362 USWD 035 50, D -I 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except" A -G 362 USWD 035 50 BRACING TOP CHORD Sheathed A -B,B -D BOT CHORD 6 -0 -0 on center bracing H -E JOINT(S) J REACTIONS (jt/size /material) H /0- 3- 8 /UKN, I/O -8 -0 /CON Max Down H= 720(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), I= 500(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift H=- 752(LC No. 3 -D +C &C U), 1=- 1097(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -H= -674, A -B= -588, B -C= -485, C -D= -140, E -I= -500, E -J= -497, D -J = -87 BOT CHORD G- H = -566, F -G =-465, E- F = -194 WEBS A -G= -776, B -G= -338, B -F= -375, C- F = -24, C -J= -530, F -J= -567 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 566 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) E. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W ,� ES••••L00 ,III • No 48505 �~ • S • li : STATE OF 1410,t � •. O R 10�•.0�,�� ■ Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. M P. 0 A. 4i 41,0 a Job Truss Type Qty Ply Truss L393111 BARRYUN ROOF TRUSS 2 1 T14 SCREW QTY (Total = 46 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, C -B:2, C -D:2, D -E:2, E -D:3, G -A:2 WEBS B -F:2, B -G:2, C -E:3, C -F:2 47.4 4-4-12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:06 2011 Page 1 4-74 9 -0.0 4-3-14 13-3-14 6.93 12 325USJ073x8 C (TT--1 fTT3'� G �\74.21AT4.2,,,, SCREW QTY WEBS E-C:3, F -B:2, F-C:2, G -B:2 F 9 -0-0 9-0.0 4.3 -14 13 -3-14 1:1- lTT3�,., E Galvanization = G90 Truss weight = 55 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.98 BC 0.95 WB 0.84 DEFL (in) (loc) I /defl Vert(LL) 0.02 F -G >999 Vert(TL) -0.29 F -G >538 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 046 50 *Except* A -G 30 USW 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 30 USW 035 50 *Except* B -G 25 USW 057 50, B -F 15 USW 035 50, C -F 15 USW 035 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing G -E WEBS UST Brace C -E Fasten UST brace to backside of web w/ #10 @ 6 in. OC. Brace must cover entire web length. REACTIONS (jt/size /material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 719(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 1027(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 775(LC No. 3 -D +C &C U), E=- 942(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -168, A -B = -4, B -C= -363, C -D= -165, D -E= -349 BOT CHORD F- G = -733, E- F = -473 WEBS B- G = -616, B- F = -116, C- F = -225, C- E = -839 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 57.0 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 287 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W f1ut esto, l • * : PO 48503 • STATE Of ; .. AT: .1*. .. r �� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or at ached $hezt) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393112 BARRYUN ROOF TRUSS 2 1 T15 SCREW QTY (Total = 48 ). All Screws Are Protwist HWD12034 CHORDS A -H:3, C -B:2, C -D:2, D-J:2, H -A:3, J -E:3 WEBS A -G:3, B-G:3, C -F:2, C -G:2, C-J:3, J-C:3, J -F:2 54-1 5-1 -9 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:07 2011 Page 1 54-1 10.5-9 325USJD073x8 3-7 -12 14 -1 -5 6.93 12 H ir1 "T 3'\ 'v74.2,174.22 G F SCREW QTY CHORDS E -F:3 WEBS F -C:2, F-J:2, G -A:3, G -B:3, G -C:2 54-1 5-41 5 -1 -9 10-5-9 3.7 -12 14 -1 -5 7000SJ073x12 Galvanization = G90 Truss weight = 83 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.76 BC 0.29 WB 0.89 DEFL (in) (loc) 1 /deft Vert(LL) 0.02 F -G >999 Vert(TL) -0.02 F -G >999 Horz(TL) -0.01 1 n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 830lb STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -H 362 USWD 035 50, D -I 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 25 USWD 035 50 *Except* A -G 362 USWD 035 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing H -E JOINT(S) J JOINT(S) E REACTIONS Ut/size /material) 1-1/0- 3- 8 /UKN, I/O -8 -0 /CON Max Down H= 982(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), I= 631(LC No. 1 -D +Lr) Max Uplift H=- 1088(LC No. 3 -D +C &C U), I=- 1090(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -H= -931, A -B= -609, B -C= -612, C -D= -130, E -I= -631, E -J= -638, D -J= -137 BOT CHORD G- H = -868, F- G = -348, E- F = -260 WEBS A -G= -1043, B -G= -644, C -G= -168, C -F= -286, C -J= -637, F -J= -246 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 11, h = 42.00 ft., Exposure Category C, Enclosed Building, 1= 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 868 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) 4) Bottom chord return lip and bottom flange to be coped to allow for legdown at joint(s) E. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W i 'pO STATE OF 10: T ,A Vit. • Seat authorized by James P. Looby, PE 48503 September 2,2011 WARNING -. Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type j Qty Ply Truss L393113 BARRYUN ROOF TRUSS 6 1 T16 SCREW QTY (Total = 61 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, E -F:2, F -E:4 WEBS B -I:2, B-J:4, C -G:2, C -I:2, D -F:5 1 -10-14 525USJD073x4 SCREW QTY CHORDS A-J:4, D-G:2, G -D:2, G -F:2, H-G:2 WEBS F -D:5, G -C:2, G -I:4, I -B:2, I -C:2, I-G:4, J -B:5 4-5-8 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:07 2011 Page 1 4-5-8 33 -7 I 1-6-14 or4-1l 1-6-14 1- 110 -14 6-4-6 6.93112 10 -9-14 14-15 7000SJ073x12 �'� 4-5-8 6-4-6 4-5-8 10 -9-14 H 3-3 -7 14-1 -5 TB2 74.2) Galvanization = G90 Truss weight = 77 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, ID 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.91 BC 0.62 WB 0.94 DEFL (in) (loc) I /defl Vert(LL) 0.03 H -I >999 Vert(TL) 0.02 H >999 Horz(TL) -0.01 F n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 830lb STEEL SECTION TOP CHORD 35 USD 035 50 *Except* E -F 362 USWD 073 50 BOT CHORD 35 USD 035 50 *Except* D -H 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* B -J 362 USWD 046 50 BRACING TOP CHORD Sheathed A -E BOT CHORD 6 -0 -0 on center bracing A -H, H -D, G -F JOINT(S) G REACTIONS (jt/size /material) F/0 -8 -0 /CON, J/0 -8 -0 /CON Max Down F= 620(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), J= 1114(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 1472(LC No. 3 -D +C &C U), J=- 1387(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A- B = -35, B -C= -937, C -D= -746, D -E= -405, E -F = -95 BOT CHORD A -J = -7, I -J= -797, H -1 = -8, G -H =0, D -G= -753, F -G= -391 WEBS B -J= -1024, B -I= -363, C -I= -243, G -I= -1214, C -G= -291, D -F= -736 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 855 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W o1g1111j34 ▪ * • ' No 4e5ee. • * !. • p • STATE OF ;' 4i: I %1°. 411.191 i � Ale `0l ,� ►,, , Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes an back or abached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393114 BARRYUN ROOF TRUSS 2 1 T17 SCREW QTY (Total = 34 ). All Screws Are Protwist HWD12034 CHORDS A -K:2, E -F:2, F -E:2, K -A:2 WEBS B -H:2, B-J:2, D -G:2 e SCREW QTY CHORDS C -H:2, H-C:2, H-G:2, l -H:2 WEBS G -D:4, H -B:2, H-J:2, J -B:2, J -H:2 25-7 2 -5 -7 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:07 2011 Page 1 1 -3.11 0-8-0 0 -9-0 3-9 -2 4 -5-2 5.2 -2 -0 6.93 700USJ073x12 'r �. is -. A G ..... MEIN J 2 -5 -7 2-5-7 1 -3-11 3.9 -2 /TTTT1wTT3�y ((.T4.2 ),T4.2 ) 0-8-0 0-9-0 044-2 45-2 52 -2 5-2-4 w Galvanization = G90 Truss weight = 26 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.30 BC 0.25 WB 0.24 DEFL (in) (loc) I /deft Vert(LL) 0.01 J -K >999 Vert(TL) -0.01 J >999 Horz(TL) -0.01 F n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -K 362 USWD 035 50, E -F 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* C -I 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* D -G 362 USWD 046 50 BRACING TOP CHORD Sheathed A -E BOT CHORD 6 -0 -0 on center bracing K -I, I -C, H -F JOINT(S) H REACTIONS Ot/size/material) K/0 -3 -8 /UKN, F/0 -3 -8 /UKN, G /0- 4 -0/WFB Max Down K= 181(LC No. 6- D +0.75Lr +0.75L +0,75C &C D), F= 321(LC No. 3 -D +C &C U), G= 915(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift K=- 140(LC No. 3 -D +C &C U), F=- 326(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), G=- 1001(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -K= -171, A- B = -71, B- C = -65, C -D= -255, D- E = -78, E -F = -83 BOT CHORD J -K =-487, I- J = -53, H- I = -53, C -H= -398, G -H =0, F -G = -26 WEBS B- J = -235, H- J = -624, B- H = -334, D- G = -474 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, 1= 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 9.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Support at Joint K is considered open to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 488 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W �,0U1u111S, / � .. •LO * No 48505 M • • 'A STATE Of 41 „0,,ON His%�,, Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES ( Additional notes on back or attached aheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393115 BARRYUN ROOF TRUSS 2 1 T18 SCREW QTY (Total = 49 ). All Screws Are Protwist HWD12034 CHORDS A -N:2, F-G:2, G -F:2, N -A:2 WEBS B -K:2, B -M:2, D -J:2, F -I:2 2 -5-7 1 -3 -11 2 -5-7 3-9-2 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:08 2011 Page 1 I °-" I 9-8.0 4-5-2 5 -1 -2 2 -1-0 7 -2 -2 6.93 NY 7000SJ073x12 N SCREW QTY CHORDS C -K:2, E -I:2, H -I:2, I -E:2, I-J:2, K -C:2, K-J:2, L -K:2 WEBS G -I:2, I -F:2, I -G:2, J -D:3, K -B:2, K -M:2, M -B:2, M -K:2 VIE NW- �"1. M L Anti H 2 -5-7 1 -3-11 0-8-0 0-8-0 2-5.7 3-9-2 4-5.2 5-1 -2 2 -1 -0 7 -2 -2 7000SJ073x12 (TN `.TT3 ',T4,2A 4 -2) Galvanization = G90 Truss weight = 42 lbs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.44 BC 0.35 WB 0.31 DEFL (in) (loc) I/defl Vert(LL) 0.01 M -N >999 Vert(TL) -0.01 M -N >999 Horz(TL) -0.01 J n/a Deflection Criteria (Live Load) Truss = L /360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552Ib 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* A -N 362 USWD 035 50, F -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* C -L 25 USWD 035 50, E -H 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* D -J 362 USWD 046 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing N -L, L -C, K -I, H -E, H -G JOINT(S) K, I REACTIONS (jt/size /material) N/0 -3 -8 /UKN, G/0 -3 -8 /UKN, J /0- 4 -0/WFB Max Down N= 146(LC No. 1- D +Lr), G =235(LC No. 4 -D +C &C D), J =768(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift N= -92(LC No. 3 -D +C &C U), G =- 188(LC No. 3 -D +C &C U), J =- 759(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -N= -151, A- B = -63, B- C = -87, C -D= -366, D -E= -111, E- F = -78, F -G= -221 BOT CHORD M -N= -625, L- M = -61, K- L = -78, C -K= -587, J -K= -112, I -J= -110, H -1 =0, E -I= -249, G -H = -6 WEBS B -M= -300, K -M= -812, B -K= -338, D -J =-454, G -I = -9, F -I= -219 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 15.8 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Support at Joint N is considered open to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 626 lbs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W WARNING - Verify design parameters and READ NOTES ( Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393116 BARRYUN ROOF TRUSS 2 1 T19 SCREW QTY (Total = 58 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, F -G:2, G -F:2 WEBS C -K:2, E -G:2, E -H:2, E-J:2 0 1- '1 O 525USJDO73x6 3-10-14 0-8-0 10-8-01 3-10.14 325USJ073x8 3 -10 -14 3 -10-14 SCREW QTY CHORDS A -M:6, B -L:2, D-J:2, I-J:2, J -D:2, J -K:2, L -B:4, L -K:4, M -L:2 WEBS G -E:2, H -E:2, HJ:2, J -E:2, J -H:2, K -C:4 4- 6145 -2 -14 6.93 J 12 7000SJ073x12 coe 4,119, T∎ ■ ■ 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:09 2011 Page 1 3-5-8 8-8b 2 -7-8 11 -3-14 ii-B4 \1 M 0 -2 -0 0-8-0 4-4-14 5-2 -14 4-6 -14 3-5-8 8-8.6 9-4-0 2 -3-8 9-0-6 11-3-14 G N Galvanization = G90 Truss weight = 62 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.59 BC 0.89 WB 0.58 DEFL (in) (loc) I /defl Vert(LL) 0.10 A -M >999 Vert(TL) -0.10 A -M >999 Horz(TL) 0.00 H n/a Deflection Criteria (Live Load) Truss = L /360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 825Ib 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* F -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* B -M 362 USWD 035 50, D -I 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* C -K 362 USWD 046 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -M, M -B, L -J, I -D, I -G JOINT(S) L, J REACTIONS (jt /size /material) K/0- 4- 0/WFB, H/0 -8 -0 /CON Max Down K= 1021(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), H= 715(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift K=- 939(LC No. 3 -D +C &C U), H=- 487(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -446, B -C= -827, C -D= -759, D -E= -652, E -F= -115, F -G= -142 BOT CHORD A -M= -308, L -M= -154, B -L= -360, K -L= -788, J -K= -378, I -J =0, D -J= -286, H- I = -13, G -H = -64 WEBS C -K= -184, H- J = -61, E -J= -527, E -H= -627, E -G= -113 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 41.1 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is not exposed to Wind. The Left Cantilever is exposed to wind and Right Cantilever is not exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 992 1bs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P) WARNING - Verify design parameters and READ NOTES ( Addaional notes on Deck or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Bw4 € 2 /9. 1 1 FF' A 5.7 Sk„sba Job Truss Type Qty Ply Truss L393117 BARRYUN ROOF TRUSS 2 1 T20 SCREW QTY (Total = 76 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, F -G:2, G -F:2 WEBS C-J:2, C -K:2, E -G:2, E -H:4, E-J:2 9 a) SCREW QTY CHORDS A -M:6, B -L:2, B -L:2, D-J:2, I -J:2, J -D:2, J -K:2, K -L:4, L -B:4, L -B :2, L -K:4, L -K:4, M -L:2 WEBS G -E:2, H -E:4, H-J:2, J -C:2, J -E:2, J -H:2, K-C:2 9 3 -10-14 3 -10.14 325USJ073x8 ,0- 8- 010$01 4-6-14 5-2 -14 3-5-8 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:09 2011 Page 1 4-7 -8 6.93 12 7000SJ073x12 D C 8.8-6 13 -3-14 m 0 525USJDO73x6 3 -10.14 3 -10-14 B4" \T4 0) 10$.61 4-4- 145-2 -14 4-6-14 35-8 8-8-6 9-0.8 4-3-8 13 -3-14 G Galvanization = G90 Truss weight = 72 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.62 BC 0.90 WB 0.52 DEFL (in) (loc) I /defl Vert(LL) 0.08 A -M >999 Vert(TL) 0.07 A -M >999 Horz(TL) -0.00 H n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 390Ib 046 552Ib 057 825Ib 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 035 50 *Except* F -G 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* B -M 362 USWD 035 50, D -I 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* B -K 362 USWD 035 50, E -H 362 USWD 035 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -M, M -B, L -J, I -D, I -G JOINT(S) L, J REACTIONS (jt/size/material) K/0- 4- 0/WFB, H/0 -8 -0 /CON Max Down K= 659(LC No. 1- D +Lr), H= 1388(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift K=- 602(LC No. 3 -D +C &C U), H=- 971(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -452, B -C= -839, C -D= -873, D -E= -851, E -F= -205, F -G= -303 BOT CHORD A -M= -328, L -M= -160, B -L= -276, K -L= -822, J -K= -448, I -J =0, D- J = -78, H- I = -10, G -H= -264 WEBS C -K= -281, C -J= -450, H -J= -276, E -J= -377, E -H= -1225, E -G= -286 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 57.2 sq. ft. TCDL = 5.0 psf, BCDL = 5,0 psf The Right End Vertical is not exposed to Wind. The Left Cantilever is exposed to wind and Right Cantilever is not exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1122 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W t4 O No 48503 • w . e ;�+— STATE : W� I •o '�i O 1 C''••����`Z • Seal authorized by James P. Looby, PE 48503 September 2,2011 [P) WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 7 A f T. ! §,d 7;.. Job Truss Type Qty Ply Truss L393118 BARRYUN ROOF TRUSS 2 1 T21 SCREW QTY (Total = 24 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, B -A:2, B -C:2, C -D:2, D-C:2, F -A:2 WEBS A -E:2, B -D:2, B -E:2 N 7-777 •\ /n3 ` '�.T4.2, KT4. SCREW QTY WEBS D -B:2, E -A:2, E -B:2 1-5-0 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34 :10 2011 Page 1 1 -9-14 1-5-0 325USJ073x8 3-2 -14 6.93 12 1 -5-0 1 -5-0 1 -9-14 3-2 -14 (TT1�ti TT3" \ T4 2/.T4 2j Galvanization = G90 Truss weight = 12 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.21 BC 0.11 WB 0.09 DEFL (in) (loc) I /deft Vert(LL) 0.00 E >999 Vert(TL) 0.00 E >999 Horz(TL) -0.00 D n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 035 50 *Except* A -F 30 USW 035 50, C -D 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 BRACING TOP CHORD Sheathed A -B,B -C BOT CHORD 6 -0 -0 on center bracing F -D REACTIONS (ft/size/material) F/0 -3 -8 /UKN, D/0 -3 -8 /UKN Max Down F= 163(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), D= 283(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift F=- 259(LC No. 3 -D +C &C U), D=- 297(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -F= -150, A- B = -97, B- C = -71, C- D = -145 BOT CHORD E- F = -140, D- E = -222 WEBS B- E = -51, A- E = -106, B- D = -209 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 6.0 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 140 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W (r) 4" * ? *: STATE OF ; �� '14;2 flIZII;i% Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on baackor attached sheet) Design valid for use only with Aegis Ultra -Span a sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393119 BARRYUN ROOF TRUSS 2 1 T22 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:10 2011 Page 1 SCREW QTY (Total = 24 ). All Screws Are Protwist HWD12034 CHORDS A -F:2, B -A:2, B -C:2, C -D:2, D-C:2, F -A:2 WEBS A -E:2, B -D:2, B -E:2 3 -6-0 3 -6-0 1 -9 -14 5.3 -14 6.93 12 325USJ073x8 8 ! Job Truss Type Qty Ply Truss L393120 BARRYUN ROOF TRUSS 2 1 T23 SCREW QTY (Total = 34 ). All Screws Are Protwist HWD12034 CHORDS A -H:2, C -B:2, C -D:2, D -E:2, E -D:2, H -A:2 WEBS A-G:2, B-G:3, C -E:2, C -F:2, C -G:2 �Irf T71 VTT3 ,742 T4.2/ SCREW QTY WEBS E -C:2, F -C:2, G -A:2, G -B:3, G-C:2 3-6-0 3-6-0 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:11 2011 Page 1 1 -10 -0 1 -9.14 5-6-0 7-3-14 6.93 12 325USJ0731/1'I H F E 3.8-0 3-8-0 1 -10 -0 1 -904 5-6-0 7.3-14 ( T1'(rT3 \T4.2 JT4.2J Galvanization = G00 Truss weight = 31 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.89 BC 0.16 WB 0.20 DEFL (in) (loc) 1/deft Vert(LL) 0.00 G >999 Vert(TL) -0.01 G -H >999 Horz(TL) -0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION BRACING TOP CHORD 25 USC 035 50 *Except* TOP CHORD Sheathed A -C,C -D A -H 30 USW 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* B -G 30 USW 035 50 BOT CHORD 6 -0 -0 on center bracing H -E REACTIONS (jt/size /material) H/0 -3 -8 /UKN, E/0 -3 -8 /UKN, G/0 -8 -0 /CON Max Down H= 132(LC No. 1- D +Lr), E= 271(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), G= 543(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift H=- 247(LC No. 3 -D +C &C U), E=- 248(LC No. 3 -D +C &C U), G=- 962(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -H= -104, A- B = -92, B- C = -77, C- D = -67, D -E= -141 BOT CHORD G- H = -140, F- G = -55, E -F = -55 WEBS A- G = -69, B -G= -377, C- G = -73, C -F =O, C -E= -123 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 11, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 16.7 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 140 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. 3) Provide adequate drainage to prevent water ponding. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W i,� 1111/114 Atc. 0eN /Q.• .` • p* *i STATE OF :ffiu,-- • I im :ot• 140 41.1. r Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. Job Truss Type Qty Ply Truss L393121 BARRYUN ROOF TRUSS 2 1 T24 SCREW QTY (Total = 29 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, C -B:2, C -D:2, D -E:2, E -D:3, G -A:2 WEBS B -F:2, B -G:2, C -E:2, C -F:2 0 u> !TT1 VTT3•, 1T4.2/\T43,/ SCREW QTY WEBS E-C:2, F -B:2, F-C:2, G -B:2 3.9 -12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:11 2011 Page 1 3.8-4 3-9 -12 7 -6-0 7 -6-0 7 -6-0 1 -9 -14 9-3 -14 6.93 FIT 325USJ073x8 /� C II F 1 -9 -14 9-3-14 E `..T4.2AT4.2) Galvanization = G90 Truss weight = 37 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.84 BC 0.72 WB 0.90 DEFL (in) (loc) I /defl Vert(LL) 0.02 F -G >999 Vert(TL) -0.14 F -G >801 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = U360, Ovrhg /Cant = U80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 25 USC 046 50 *Except* A -G 30 USW 035 50, C -D 25 USC 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 035 50 WEBS 15 USW 035 50 *Except* C -E 15 USW 046 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (0/size/material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 519(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 660(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 819(LC No. 3 -D +C &C U), E=- 832(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -143, A -B = -5, B -C= -155, C- D = -68, D -E= -141 BOT CHORD F- G = -564, E- F = -234 WEBS B -G =-403, B- F = -199, C- F = -310, C- E = -601 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 27.4 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 120 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P] WARNING - Verify design parameters and READ NOTES (Additional notes on Deck or at oohed sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. MOTAC F i \III VIII I tll III IIIIIIIIII A WI E 1 -9-14 11 -314 iJT1 ' ✓TT3', \T4.2f\T4 /' Galvanization = G90 Truss weight = 54 Ibs DEFL (in) (loc) 1/deft Vert(LL) 0.02 F -G >999 Vert(TL) -0.26 F -G >516 Horz(TL) -0.01 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = U80 • Job Truss Type Qty Ply Truss L393122 BARRYUN ROOF TRUSS 2 1 T25 SCREW QTY (Total = 30 ). All Screws Are Protwist HWD12034 CHORDS A -G:2, C -B:2, C -D:2, D -E:2, E -D:3, G -A:3 WEBS B -F:2, B -G:2, C -E:2, C -F:2 M r TT-3") G ,,T4.2AT43 SCREW QTY WEBS E-C:2, F -B:2, F-C:2, G -B:2 4-10.4 4-10.4 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:12 2011 Page 1 4-7 -12 9-6-0 6.93 12 325USJ073x8 1 -9 -74 11 -314 9-6-0 9-6-0 LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.90 BC 0.76 WB 0.86 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552lb 057 8251b 073 830lb 097 8301b STEEL SECTION TOP CHORD 35 USC 035 50 *Except* A -G 30 USW 035 50, C -D 25 USC 035 50, D -E 30 USW 035 50 BOT CHORD 25 USC 046 50 WEBS 30 USW 035 50 *Except* B -G 25 USW 046 50, B -F 15 USW 035 50, C -F 15 USW 035 50 C -E 25 USW 057 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing G -E REACTIONS (ft/size/material) G/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down G= 632(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 777(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift G=- 864(LC No. 3 -D +C &C U), E=- 907(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -G= -181, A -B = -7, B -C= -168, C- D = -68, D -E= -140 BOT CHORD F- G = -595, E- F = -204 WEBS B -G =-487, B- F = -277, C- F = -344, C- E = -758 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 40.9 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 120 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W '.ossil1Hll llr •�,,'liES R L ; V • ��II ••` �r.y ∎GEMg�.9/•,� ` No 48503 � * e‘')tiket- STATE OF ; , Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span esections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. METAL F e a No.. • Job Truss Type Qty Ply Truss L393123 BARRYUN ROOF TRUSS 2 1 T26 SCREW QTY (Total = 39 ). All Screws Are Protwist HWD12034 CHORDS A -H:3, C -B:2, C -D:2, D -E:2, E -D:3, H -A:3 • WEBS A -G:2, B -G:3, C -E:3, C -F:2, C -G:2 N A 5-194 5-10-4 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:13 2011 Page 1 5-7 -12 11-6 -0 1 -9 -14 13 -3.14 6.93 12 325USJDO73x12 ESL • TT1 VTT3',. H ,T4.2,1,7•2 SCREW QTY WEBS E -C:3, F -C:2, G -A:2, G -B:3, G-C:2 5-10-4 5-10-4 G 5-7 -12 11-6-0 F 1 -9 -14 13 -3.14 Tr- liVTT3 ■ , Galvanization = G90 Truss weight = 86 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.71 BC 0.13 WB 0.96 DEFL (in) (loc) I /defl Vert(LL) 0.02 F -G >999 Vert(TL) -0.02 G -H >999 Horz(TL) -0.00 E n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 552Ib 057 8251b 073 8301b 097 8301b STEEL SECTION BRACING TOP CHORD 35 USD 046 50 *Except* TOP CHORD Sheathed A -C,C -D A -H 362 USWD 035 50, C -D 35 USD 035 50, D -E 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* B -G 25 USWD 035 50, C -F 25 USWD 035 50 BOT CHORD 6 -0 -0 on center bracing H -E REACTIONS at/size/material) H/0 -3 -8 /UKN, E/0 -3 -8 /UKN Max Down H= 742(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), E= 885(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift H=- 879(LC No. 3 -D +C &C U), E=- 955(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -1-I= -697, A -B= -400, B -C= -403, C- D = -65, D -E= -134 BOT CHORD G- H = -122, F- G = -187, E- F = -187 WEBS A -G= -730, B -G= -708, C -G= -627, C -F =0, C -E= -768 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 11, h = 42.00 ft., Exposure Category C, Enclosed Building, 1 = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 56.5 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Left End Vertical and Right End Vertical are not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 122 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W WARNING - Verify design parameters and READ NOTES (Additional notes on back ar attached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 41 r T R w Job Truss Type Qty Ply Truss L393124 BARRYUN ROOF TRUSS 6 1 T27 SCREW QTY (Total = 68 ). All Screws Are Protwist HWD12034 CHORDS A -B:2, F -0:2, O -G:2 WEBS C -K:2, E -H:3, E-J:2, E-0:2, O -E:2, O -H:2 9I 3-10 -14 0 -8-0 P-8-c) 3-5-8 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:13 2011 Page 5.4-15 3 -10 -14 4 -6-14 5-2 -14 6.93 12 8-8 -6 7000SJ073x12 \ D 325USJ0 3 8 ;., 1 _ 14-1 -5 525USJD073x6 3-10 -14 3-10 -14 SCREW QTY CHORDS A -M:6, B -L:2, D-J:2, G -H:2, I-J:2, J -D:3, J -K:3, L -B:3, L -K:4, M -L:2 WEBS H -E:3, H-J:2, H -0:2, J -E:2, J -H:2, K -C:5 0 -2 -0 P6-PP-6-9 4.4- 14 -2 -14 4-6 -14 3-5-8 8-8-6 5.4-15 14-1 -5 N 7000SJ073x12 Galvanization = G90 Truss weight = 85 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.97 BC 0.80 WB 0.65 DEFL (in) (loc) I /deft Vert(LL) 0.07 A -M >999 Vert(TL) 0.06 A -M >999 Horz(TL) -0.00 N n/a Deflection Criteria (Live Load) Truss = L/360, Ovrhg /Cant = L/80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 8301b STEEL SECTION TOP CHORD 35 USD 046 50 *Except* F -N 362 USWD 035 50 BOT CHORD 35 USD 035 50 *Except* B -M 362 USWD 046 50, D -I 25 USWD 035 50 WEBS 25 USWD 035 50 *Except* C -K 362 USWD 046 50 BRACING TOP CHORD Sheathed A -F BOT CHORD 6 -0 -0 on center bracing A -M, M -B, L -J, I -D, I -0 JOINT(S) 0 JOINT(S) L, J, G REACTIONS (jt/size /material) N/0 -8 -0 /CON, K/0- 4- 0/WFB, H/0 -8 -0 /CON Max Down N =21(LC No. 1- D +Lr), K= 851(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), H= 805(LC No. 6- D +0.75Lr +0.75L +0.75C &C D) Max Uplift N=- 651(LC No. 3 -D +C &C U), K=- 1279(LC No. 3 -D +C &C U), H=- 935(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -B= -449, B -C= -828, C -D= -617, D -E= -533, E -F= -200, G- N = -21, G- 0 = -23, F -0= -182 BOT CHORD A -M= -214, L -M = -3, B -L= -247, K -L= -546, J -K= -969, I -J =0, D -J =0, H- 1 = -21, G -H= -258 WEBS C -K= -269, H -J= -553, E -J= -696, E -H= -393, E -0= -271, H -0= -409 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification 1i, h = 42.00 ft., Exposure Category C, Enclosed Building, I = 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 64.3 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left Cantilever is exposed to wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 593 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W [P) /** 1118 *S NO 46 ::*:• n l •a_ ' V. STATE Of ' i Qom. • .� ......... ,��'�ipN NyE��•� Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES (Additional notes on ;sack or at ached sheet) Design valid for use only with Aegis Ultra -Span ®sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. 5-11 F s. 1.. r iFr 15-€ N 1 Job Truss Type Qty Ply Truss L393125 BARRYUN ROOF TRUSS 2 1 T28 SCREW QTY (Total = 51 ). All Screws Are Protwist HWD12034 CHORDS A -H:4, C -B:2, C -D:2, D-J:2, H -A:4, J -E:2 WEBS A -G:2, B-G:3, C -F:2, C -G:2, C-J:4, J -C:4, J -F:3 (TTt�/ TT3'\ ��T4.21&T42% SCREW QTY CHORDS E -F:2 WEBS F -C:2, F-J:3, G -A:3, G -B:3, G -C:2 6-5.12 8.40 -32 e Jun 27 2011 Aegis Metal Framing Tue Aug 30 09:34:14 2011 Page 1 6 -3A 6-5-12 12 -9-0 1-4-5 14-15 6.93 12 325USJD073x10 6-5-12 7000SJ073x12 Galvanization = G90 Truss weight = 99 Ibs LOADING (psf) TCLL, Lr 20.0 TCDL, D 20.0 BCLL, L 0.0 BCDL, D 10.0 SPACING 2 -0 -0 Code FBC AISI- S100/S214 CSI TC 0.85 BC 0.34 WB 0.89 DEFL (in) (loc) I /defl Vert(LL) 0.03 F -G >999 Vert(TL) -0.03 G -H >999 Horz(TL) -0.01 I n/a Deflection Criteria (Live Load) Truss = L1360, Ovrhg /Cant = L /80 SCREW VALUE. (Protwist HWD12034) 035 3901b 046 5521b 057 8251b 073 8301b 097 830Ib STEEL SECTION TOP CHORD 35 USD 046 50 *Except* A -H 362 USWD 035 50, C -D 35 USD 035 50, D -I 362 USWD 035 50 BOT CHORD 35 USD 035 50 WEBS 362 USWD 035 50 *Except* A -G 362 USWD 046 50, C -G 25 USWD 035 50, C -J 25 USWD 035 50 F -J 25 USWD 035 50 BRACING TOP CHORD Sheathed A -C,C -D BOT CHORD 6 -0 -0 on center bracing H -E JOINT(S) J REACTIONS (jt/size /material) H /0- 3- 8 /UKN, I/O -8 -0 /CON Max Down H= 1012(LC No. 6- D +0.75Lr +0.75L +0.75C &C D), 1= 670(LC No. 1 -D +Lr) Max Uplift H=- 1212(LC No. 3 -D +C &C U), 1=- 778(LC No. 3 -D +C &C U) FORCES (lb) Max. Compression Force TOP CHORD A -H= -954, A -B= -599, B -C= -603, C -D= -169, E -1= -670, E -J= -709, D -J = -44 BOT CHORD G- H = -932, F- G = -469, E- F = -269 WEBS A -G= -1134, B -G= -791, C -G= -294, C -F= -744, C -J= -1072, F -J= -817 NOTES 1) This truss designed with ASCE 7 -05 wind load as referenced by FBC . V = 146 mph, C &C Method, Building Classification II, h = 42.00 ft., Exposure Category C, Enclosed Building, 1= 1.00 , Kz = 1.05 , Kd = 0.85 , Kzt = 1.00 , Edge Roof Zone, "a" distance = 16.0 ft. using a top chord tributary area of 63.6 sq. ft. TCDL = 5.0 psf, BCDL = 5.0 psf The Right End Vertical is exposed to Wind. The Left End Vertical is not exposed to Wind. Design Velocity Pressure, qh = 48.9 psf. Internal pressure coeff, GCpi = 0.18. 2) Horizontal load applied to this truss resulting from the standard wind load, equal to 1092 Ibs, has been considered to be resisted by the diaphragm and /or other elements, the design of which shall be the responsibility of the Engineer of Record. Wind loads applied to the supporting wall should be considered when designing truss to wall connections. LOAD COMBINATION(S) D +Lr, D, D +W, D +0.75Lr +0.75W +%O %IU111itil,,l • e es * No 48503 S st• r- • STATE C,11,411.0.1 Seal authorized by James P. Looby, PE 48503 September 2,2011 WARNING - Verify design parameters and READ NOTES Additional notes on back or attached sheet) Design valid for use only with Aegis Ultra -Span #sections. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer - not the truss designer. Bracing shown is for reduction of buckling length of web /chord members only. Additional permanent cross bracing or bracing of the overall structure is the responsibility of the building designer. Temporary bracing to insure stability during construction is the responsiblity of the truss erector. See CFSEI Field Installation Guide for Cold- Formed Steel Roof Trusses, Tech Note 551e and CFSBCSI published by SBCA for guidance. TRUSS DRAWING All dimensions (Imperial Units) are shown as feet - inches - sixteenth inches example: 5 -3 -8 = 5 feet 3 and 8/16 inches Member to member connection requirements are displayed above and below the TRUSS PLOT. The member connected is reference by a beginning joint and ending joint. ex. B-P: The first letter represents the joint where the connection is being made. Then number following is the number of fasteners required for the connection. ex. B -P:12 -- 12 fasteners are required to connect member B -P at joint B rMa.Iypa ROOF TRUSS Top row -, individual panel lengths Bettom row - accumulabve distance LOADING Standard bad applied to the design G.Snow - Ground Snow Load TCLL - Top Chord Live Load TCDL - Top Cho d Dead Load BCLL - Bottom Chord Live Load BCDL - Bottom Chord Dead Load 7.00x10US214 5.00 f12 LLn SECTION PROPERTIES 1052- Ultra -Span® Chord - USC 0 N M 55USC035 x 24= CSI Maximum Combined Stress Index for the Top Chord (TC), Bottom Chord (BC) and Webs (NM) of all load cases L s�IRG IPg °J rook_ 155.0 BCDL 100 STE CHO D 55 T D B-0 USC 30 U04845 5745aPK 30 USW 05745 RD 55USC 03545 WE 6Pb0USWp5796VDD 30 USW03545 3.k_ 3a W 0S 0n45 g Fide 30 uswo35 as REACTIONS IM/oi grlZraC=4B44I09Apo02 awe n, K =4 68aro 5-6(1004 case 11 M.0 on 0- 15151000 case 4), K =- 12210macewe4) eocvasl aV o (Me. vantro 12 6 No ' ea. L,M nh,T L o SCITSW VALUE. (410 -16 Trsj o7 ®45ieie R9 Ri�m4: o-lm,en D-DOUble V =V R =Revelae I BRACING CHOR SNaea on 2-0-0 on ranter purl. spacing, except end CHORD Wgld tolling directly applied or 5 -10 -0m comer bracing 1R tmldq -0,H -31,11-L BRACING specifies the Top Chord, Bottom Chord and Web bracing requirements FORCEe 1) 0.a. -4 06 2k_ -69bn Fam TOP CHORD %_tE ?,,,Tra, B- 0=5302, C4)= -5365, p -E =561x, E F= -5834, F21 =5845, Gfi1 = -58P, Ha= -5336, I -J =5262, J K=-0628 RD P -0�31, OF =5419, N- O = -0388, M- N = <36G, LM =d42T, Ki = -23 WEBS B P =iBS9, cP =897, D P= -1040, Ob365. Ea -1008, F0�182t, FM =- 1924, GM= -1013, H- M=358, H- L= -t098, I1 =103 MOTES T truss hes been Oahe a Mr unbalanced imding conditions. �Thiaerws1 Menaesgnea for Meloadspmemted by BO mph winds et 35 ft a... ground ewe locmn 1ml sod. (2)mm,w oceenllnc AShord end Gadding eNOmel pressure coefficients Mr Me I2tmneend 5.0 pslmp chord en 5.0 e . TM dean aeumew pmbry t.) N,2neln euwu0recens �bmel 20602 mollkbnl�nn0 1�`ma Oulldinp �imensbnw a ya4 n. xansaM ®se. kthalanisexpoaed oax, n'illlerotemased Hcenttlevers enisitl,ey ed e30oI Ilint K. sayb0 Me M osetl . tame ofwiMshcreg1515l0 3) ProvMemeMenkel connection IbY amers� M Wae b bearing plate repebq or vnwlentling 151512 uplift et OM o and 122] Ib aplm aeimMK. LOAD CASSISi 0002 d FORCES shown retied the maximum compression force in the member from all load cases REACTIONS: Joint location of the support / bearing size entered/ bearing maledal entered CONNECTIONS JOINTS See Engineering Drawing for number of screws per member. When attaching web members, always install one screw near the inside edge and one near the outside of the chord. 2 -PLY SPLICE #10 -16 SCREWS as required see enginnering Distribute required number of screws equally throughout splice area Indicates location of continuous lateral bracing Concrete C.M.0 Indicates ocation of bearing (support) * *Note ** Vertical web must extend to bear on bottom chord flange at points of bearing Bearing Material Wood Other Wide Flange Beam a4 725USC 2 314" Ft=1 55USC 035 046 057 073 34' 35USC Ultra -Spam Chord - USD 035 046 057 073 097 1 -va 725USD 1 -1/e 55USD 11 -vat 35USD Ultra -Span® Web - USW 035 046 057 ,— 15 USW Light Gage Steel Attach with #10 screws at 1/3 pts of web length Double Web 30 USW 30 USW (D) Triple Web 30 USW (T) 1- 1/2" lr _ 5,a.. Ultra -Span® Web - USWD �-- 035 046 057 073 —1 I itt 6OUSWD 362USWD 25USWD SPECIFICATIONS Steel ASTM A1003 Fy a 50 ksi (min) Galvanization G60 (min) A GENERAL SAFETY NOTES Failure to follow these notes could cause Property Damage and or Personal Injury 1. Provide copies of this truss design to the building designer,erection supervisor, property owner and all other interested parties. 2. Top chords must be sheathed or purlins provided at spacing shown on design. 3. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is attached, unless otherwise noted. 4. Anchorage and /or load transferring connec tions to trusses are the responsibility of others unless otherwise indicated. 5. Do not overload trusses with stacks of construction materials. 6. Do not cut or alter truss members without prior approval of a professional engineer. 7. Care should be excercised in handling, erection and installation of trusses. 8. All screws shall be fully tightened, taking care not to strip threads, to form a positive connection between truss members. 9. Refer to Ultra -Span® Truss Fabrication Guide for additional warnings, recommendations and details. Ultra -Span® Connector USJ 073 5 1/4" 3 1 P 325 (t- 525 USJD 073 097 1/4" 3 1/4" �ans� 325 525 NP TVP Note: A connector specified with' D' indicates DOUBLE connector required Two (2) nested connectors are required Il- 700 700 7,. USZ 073 3/4" 525 700 USZD 073 097 5 1/4" 525 700 1 sl10'I 3/2009 • CANNONDESIGN NOY222011 SUBMITTAL IDENTIFICATION SHEET To be completed by Contractor /CM Protect Name /Address /Number Barry University Residence Hall 11300 NE 2nd Ave Miami Shores, FL 33161 Cannon Design Project No. 03617.00 Owner Barry University Architect / Engineer Cannon Design Submitted By Crowther Contractor / CM Submittal No. 000161 Drawing / Detail Reference Cannon Design Submittal No. 074213 -001 Specification Section/ Paragraph 07 42 13 - Metal Wall Panel Manufacturer / Supplier Berridge Priority: ❑ Critical Item / Product ID Mansard Wall Panels Required Date: August 31, 2011 Remarks or Deviations Contractor 1 CM Certification (submittals not certified will be returned without review) C. Arndall To be completed by Reviewer Cannon Design' submittal Neer and Received D Received. On: Aug. 24, 2011 . ubmitta1# 074213)01 Cannon Requirements for Submission to Cannon Design Shop Drawings: Product Data: Samples: A ❑ B. No Exceptions Taken No further review of submittal is required. Make Correction Noted Incorporate corrections in work; resubmission is not required unless otherwise noted. ❑ C. Revise and Resubmit Revise as noted, and resubmit for further review. ❑ D. Rejected Submittal not in compliance with Contract Documents. ❑ E. For Record Only Received for record purposes only. Review Is for conformance with the design concept of this project and for general compliance with contract documents. Contractor Is responsible for quantities, dimensions and compliance with contract documents and for Information that pertains to fabrication processes, construction techniques and coordination of this work with all trades which win be affected thereby. This review Is null and void if submittal deviates from contract documents and does not Indicate or note deviations. AIE Comments August 24, 2011 Reviewed by Date P. Mendola 09.23.11 Reviewed by Date 06/08 Submittal No. CONSTRUCTION MANAGER MOSS & ASSOCIATES, LLC Barry University Residence Hall — Job No. 2010023 000161 Reviewed Reviewed as Noted Reviewed as Noted — Resubmit Not Approved — Resubmit Review of this submittal is for general conformance with contract requirements. Subcontractor/Vendor is responsible for dimensions, quantities, & coordination with other trades. Approval does not relieve Subcontractor/Vendor of his responsibilities to fully comply with the contract documents. By: C . Arndall Date: 8/24/11 Reviewed and Approved Corrections or comments made on equipment submittals or shop drawings during this review do not relieve the contractor from compliance with requirements of the drawings and the specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, confirming as -built dimensions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. Johnson Structural Group, Inc. Mark Johnson, P.E., SECB Berridge FW-12 Panel Wall, Soffit and liner panel. Versatile and maintenance free. Prefinished vertical metal wall panels for open spans. • Available in 24 & 22 gauge • Hidden fasteners • Flush appearance • Multi-purpose panel • Available with or without grooves • Panel may be vented • Stucco Embossing (Recommended for wall applications) • Florida Product Approval • Miami-Dade Approved IJ 4 112 dA\ 17 Coverage (305 mm) FW-12 s panel application FW-12 wall and soffit panel application Vented FW-12 Pane! provides 7 79 square inches of Net Free Vent Area (NFV4) per square foot of panel (7 79 square Inches per lineal fool) Note. Berridge Manufacturing Ccmpany does not recommend Ihrs product in applications subject to aggressive atmospheres, marine environments or high humidity due to the corrosive nature of these environments on raw edges of steel Berridge Manufacturing Company 6515 Fratt Road San Anionic, Texas 78218 (800) 669-0009 vimberridge.com 1 'I/ (38 mrri) 4_ twn} r- Av3lizi0fe smooth without grooves FW-12 PANEL SECTION FVV•12 PANEL PROPERTIES BASED ON 24 GAUGE 40 K.S.I. I (in'rft) S, (iri'rft) M, tFT.lbsi Positive Be71cf rig 0.0922 0 0710 1.70 Negative Bending 0.0371 1 00417 1:54 RECOMMENDED LOAO IN PSF PANEL WT -i 1.40 p.s.f SP POSITIVE N' LOAD (PS4- l-SPAN 2-SPAN 3-SPAN 4 94 SG I 100 .. . S. 55 7 64 NOYE Ali loads meet L,2-1U Defeclidn Criteria. (d) Deflection governs altwatles. 2. Values based an 1506 edition of AISI and good engineering prao6ces. For spec 05 rpbca tjon recoinnnendalions, please contact Berridge Tethnital Department I-600-231-f 127. SPECIFICATIONS (Complete specifications available at www,berridge.c,om) PRODUCT, Furnish and install Berridge FW-12 wall and soffit system as manufactured by Berridge Manufacturing Company, San Antonio, Texas. MANUFACTURE. FW-12 provides a 12' coverage and a panel depth of 1- V2'. Panels are available from the factory in continuous lengths to a maximum of 40-0.. Panel is available with optional vee grooves spaced at 4' on center, optional stucco embossing or optional vented profile fer soffit applications. ENGINEERING: Acceptable installation design over engineered framing or sciid structural sheathing. Approved under' a ymen t to cover sheathing, (run horizontally starting at the sill an d run up the wall, review Berridge underlaymen t details for complete installation instructions). MATERIALS, FINISH INFORMATION & CONSTRUCTION DETAILS: Reference web site: www.nerridge.com BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAOLERBUBAING 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidadeanov/buildinacede acode 513 Pratt Road' San Antonio, TX 78218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the ART (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fags to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Budding Code, including the High Velocity Hurricane Zone. DESCRIPTION:' APPROVAL DOCUMENT: Engineering Report No. 09 -191, titled "Berridge FW -12 Steel Wall & Soffit Panels ", sheets 1 through 9 of 9, dated 02/09/10, prepared by C-Buck Engineering, signed and sealed by James L. Buckner, P.E., bearing the Miami Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the i -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each panel shall bear one of the following permanent labels: Berridge Manufacturing Co. Berridge Manufacturing Co. Berridge Manufacturing Co. 1720 Maury Street 6515 Fratt Road 2201 RudeloffRoad Houston, TX 77026 San Antonio, TX 78218 Seguin, TX 78155 and the statement: "Miami Dade County Product Control Approved ". RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. fir' ...7.7 (0.11 1 !. fir tGi"eJ l' NOA No. 09- 1028.05 Expiration Date: March 24, 2015 Approval Date: March 24, 2010 Page 1 Berridge Manufacturing Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Engineering Report No. 09 -191, titled `Berridge FW -12 Steel Wall & Soffit Panels", sheets 1 through 9 of 9, dated 02/09/10, prepared by C-Buck Engineering, signed and sealed by James L. Buckner, P.B. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 4) Tensile Test per ASTM E8 -04 along with marked -up drawings and installation diagram of three FW -12 Steel Siding/Soffit Panels, prepared by Architectural Testing, Inc., Test Report No. 78918.03 - 801 -18, dated 08/20/09, signed and sealed by Joseph A. Reed, P.E. C. CALCULATIONS 1. Fastener evaluation calculations, prepared by C -Buck Engineering, dated 10/22/09, signed and sealed by James L. Buckner, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance issued by C -Buck Engineering, dated 10/20/09, signed and sealed by James L. Buckner, P.E. 2. Statement letter of no financial interest issued by C -Buck Engineering, dated 10/23/09, signed and sealed by James L. Buckner, P.E. 03 1 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 09- 1028.05 Expiration Date: March 24, 2015 Approval Date: March 24, 2010 E -1 Engineering Report & Drawings of Berridge Manufacturing Company "FW 12" Wall & Soffit Panel Assembly for 7 mi -Dade Notice of Acceptance (N.O.A.) Category: Panels Sub - Category: Wall Product "FW_12" Structural Steel Wall *RI Material: Steel Panel Thickness: 24 gauge Prepared by: James L Buckner, P.E. Florida Professional Engineer # 31242 Project Manager: Diana Galloway Report No.: 09- 191 -FW12- ENGREPORT Date: 2/09/10 Contents: Cover Page Page 1 Product Details Page 2 Performance/installation Page 3 Umitations/Reference Data Page 4 Product Components • Page 5 Product Drawings & Details Page 6-9 with to AMES L BUCKNER, P.E. FLORI A.P. #31242• BERRIDGE "FW -12" STEEL. WALL & SOFFIT PANEL ENGINEERING REPORT 4cmicx ca Engineering ucx, hu. COA l$Q54 13345. Man Dr., Ste 4 W. Palm Beach, FL 33403 (561) 4919927 MANUFACTURER: Berridge Manufacturing Company 6515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGE 0: 1 OF 9 PROJECT'S: 09 -191 DRAWN BY: DG REVISIONS: • 1.0 Product: 1.1 1.2 1.3 1.4 Manufacturer: Product Name: Category: Subcategory: Berridge Manufacturing Company "FW 12" Structural Steel Wan & Soffit Panel Panels Wall 2.0 Evaluation Scope: 2.1 Evaluation Criteria: 2.1.1 Florida Building Code (FBC) 2007 2.1.1.1 Code Section: High Velocity Hurricane Zone (HVHZ) 2.1.1.2 Miami -Dade Budding Code Compliance Office (BCCO) Cheddist 80250 2.2 Properties Evaluated: 2.2.1 Wind Resistance Properties 2.2.1.1 Uniform Static Air Pressure (Structural only. This panel system has not been tested for water & air infiltration.) 2.2.1.2 Cyclic Wind Pressure 2.2.1.3 Large Missile impact 2.2.2 Material Properties 2.2.2.1 Tensile strength 2.3 limits of Evaluation: This product is limited to compliance with the criteria in section 2.1 and properties in section 2.2 of this report. 3.0 Evaluated Uses: °FW -12" Wall Panels are evaluated for use as exterior wall or soffit panels. 4.0 Product Description: 4.1 General: "FW 12" panels are structural steel wall panels with concealed fasteners, a flush seam appearance and an interlocking seam edge. Panels are installed vertically to horizontal steel supports with screws. 4.2 Product Dimensions: 4.2.1 Thickness: 4.2.2 Coverage Width: 4.2.3 Rib height: 4.2.4 Length: 24 gauge 12 in. 1 -1/2 U. Roll formed, continuous up to 40 ft. A 1ES L. BUCKNER, P.E. FLORIDA P.E. 1242 ./ / 5'D BERRIDGE "FW -12" STEEL WALL & SOFFIT PANEL ENGINEERING REPORT \CBUCK Engineering caucx,1n . C0A #8D64 13345. Killian Dr., Ste 4 W. Palm Beach, FL 33403 (561) 491,9927 MANUFACTURER: Berridge Manufacturing Company 5515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGE If: 2OF9 PROJECT 0: 09 -191 DRAWN BY: DG REVISIONS: 5.0 Support: The Support assembly's designed by others and shall have the following minimum Characteristics: 5.1 Type: Girts S.2 Material: Steel 5.3 Thickness: 16 Gauge min. 5.4 Yield Strength: 50 ksf 55 Girt Size: 2" min. flange bearing 6.0 Performance: 6.1 Wind Resistance: Design Pressure: Positive + 110 psf Negative - 110 psf Based on the following conditions: 6.1.1 Support: 6.1.1.1 Type: Horizontal Gifts 6.1.1.2 Shape: Cee 6.1.1.3 Dimensions: 4" x 2 -1/2" 6.11.4 Material: Steel 6.1.1.5 Thickness: 16 Ga. 6.1.1.6 Yield Strength: 50 ksi 61.1.7 Spaclng: 24 in. o.c 6.1.1.8 Span Condition: 4 or more 6.1.2 Attachment of "FW 12" panel per Section 7.0 6.2 Uniform Static Air infiltration: �- Standard TAS 202 Results: Per Section 6.1 6.3 Cyclic Wind Loading: Standard: TAS 203 Results; Passed 6.4 impact Rates: Large Missile Impact Standard: TAS 201 Results: Passed 7.0 installation: install per the following "FW -12" wall panel to supports Two screws per Section 12.2.1, located at the vertical Joints to the horizontal suppmis (every 24 in.) and at every panel end (every 12 in.) Fasteners shall penetrate the steel supports by % In. minimum. "FW 12" panel -to- panel stltchh:g: One screw per Section 12.2.2, spaced 12 in. o.c. along panel seams (and within 3 in. from ends). See Drawings on pages 6 through 9 of this report Refer to manufacturer's installation instructions as a supplemental guide for attachment. Appzved nth** Ca, / lr' 1i'r 11 /r !7; head }311. ES L BUCKNER, P.E. FLORID A P.E./31242 .`7 1 S0 BERRIDGE "FW -12' STEEL WALL & SOFFIT PANEL ENGINEERING REPORT _N CBUCK Engineering cauu k c. COAB8os4 1334 S. Man or., Ste 4 W. Palen Beath, FL 33403 (551) 491 -9927 MANUFACTURER: Berridge Manufacturing Company 6515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09 /10 PAGE #: 3 OF 9 PROJECT#: 09 -191 DRAWN BY: DG REVISIONS: 8.0 thnitations of Use: 8.1 Performance data is based on minimum characteristics per Section 6.1.1. 8.2 Design of support systern is outside the scope of this report. Support shall be structural framing members complying with the Miami -Dade (Florida High velocity zone) code and shall be designed by others. 8.3 Panel shall not be used as axial load bearing components and shall not be intended / designed to act as a diaphragm. 8.4 This evaluation is limited to the wall panel, wall panel fasteners and its attachment to the supports. The structural properties and design of all other items are outside the scope of this evaluation and should be submitted to the permitting jurisdiction for review and approval. 9.0 Code Compliance 9.1 Product meets the High Velocity Hurricane Zone (HVHZ) Requirements of the Florida Budding Code Vag 2007 for the properties evaluated. 10.0 Identification: 10.1 Each Panel shall bear a permanent one of the following permanent labels: Berridge Manufacturing Co. 1720 Maury Street Houston, TX77026 Berridge Manufacturing Co. 6515 Fratt Road San Antonio, TX 78218 Berridge Manufacturing Co. 2201 Rudeloff Road Seguin, TX 78155 And the Statement: °Miami -Dade County Product Control Approved ". 11.0 Referenced Data: Test Report on: TAS 201 -94, Impact Test Procedures TAS 202 -94, Criteria for Testing Impact and Non - Impact Resistant Building Envelope Components Using Uniform Static Air Pressure TAS 203 -94, Criteria for Testing Products Subject to Cyclic Wind Pressure Loading ASTM E8-08, Standard Test Methods for Tensile Testing of Metallic Materials For Model: W-12" By: Architectural Testing, Inc., Southlake, TX Report No.: 78918-03-801-18, Dated: 8/20/09, Signed & Sealed 8/24/09 by Joseph A. Reed, P.E. BERRIDGE "FW --12' STEEL WALL & SOFFIT PANEL ENGINEERING REPORT CBUCK Engineering IVIES L BUCKNER, P.E. '�`'ucx, inc, cOA EXIS4 FLORID P.E. 1242 1334 5. an Dr., Ste 4 Z/ Killi ) VA, W. Palm Beach, PL 33403 666666 (561) 491.9927 MANUFACTURER: Berridge Manufacturing Company 651S Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGE #: 4 OF 9 PROJECT #: 09-191 DRAWN BY: DG REVISIONS: 12.0 Product Components: 12.1 "FW -12°: 12.1.1 Dimensions: 121.1.1 Panel Gauge: 12.1.1.2 Coverage Width: 12.1.1.3 Rib height: 12.1.1.4 Length: 12.1.2 Properties: 12.1.2.1 Material Steel 12.1.2.2 Yield Strength: 62 ksi 12.1.2.3 Thiess: 24 Gauge (t = 0.023°painted, as tested) 12.1.2.4 Corrosion Resistance /Standards: 123.2.4.1 Galvanized G90 per ASTM A924 12.1.2.4.2 Gaivalume per ASTM A792 AZ S5 with Kynar 500 12.2 Fasteners: 24 gauge 12 in. 1 -1/2 in. Roll formed, continuous up to 40 ft. 12.2.1 Panel to Support Fasteners 12.2.1.1 Manufacturer. 12.2.1.2 Type: 12.2.1.3 Size: 12.2.1.4 Corrosion Resistance: 12.2.2 Panel -to -Panel Stitch Fasteners 12.2.2.1 Manufacturer. 12.2.2:2 : Type: 12.2.23 Size: 12.2.2.4 Corrosion Resistance: Generic Self Drilling Sheet Metal Screw #12x3/4" Zinc Plated Generic Self Drilling Sheet Metal Screw #14 x 7/8" Zinc Plated ES L BUCKNER, P:E. FLORIDA .E. # 1242 BERRIDGE "FW --12" STEEL WALL & SOFFIT PANEL ENGINEERING REPORT �CBIICIC Engineering MA 46G64 1334 5.1010an Dr., Ste 4 W. Palm Beach, FL 33403 (561) 491 -9927 MANUFACTURER: DATE: 2/09/10 PAGE ft 5 OF 9 Berridge Manufacturing Company PROJECT #: 09 -191 6515 Fratt Rd. DRAWN BY: DG San Antonio, TX 78218 REVISIONS: r-- BERRIDGE MANUFACTURING COMPANY "FW -12" DRAWINGS 4' T 12° 4" 4" TYPICAL PANEL PROFILE 12" TYPICAL PANEL ASSEMBLY SECTION VIEW ''FW -12" Will PSI i'wv#12x " Self- DIiUirg Sams Steel Suppat ES L BUCKNER, P.E. FLORID 1 P.E 242 1s /v BERRIDGE "FW --12" STEEL WALL & SOFFIT PANEL PROFILE & TYPICAL ASSEMBLY DETAILS .CBUCK Engineering CaA CRUCK, Inc. 1334 S. Milan Dr., Ste 4 W. Palm Read, fl 33403 061) 492 -9927 MANUFACTURER: Berridge Manufacturing Company 6515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGE if: 6 OF 9 PROJECT#: 09 -191 DRAWN BY: DG REVISIONS: BERRIDGE MANUFACTURING COMPANY "FW -12" DRAWINGS BERRIDGE FW-12 PANEL # 0 FELT UNDERLAYMENT FASTENER FRAMING MEMBERS XDESIGELD BY OTHERS) DRIP FLASHING: 4° ENO LAPS WITH CONTINUOUS CAULK AT LAPS TYPICAL HEADER DETAIL TYPICAL SILL DETAIL TYPICALIAMB DETAIL NOTES: 1. SUPPLEMENTAL ATTACHMENT DEMAULS DESTINED SY OTHERS 2. REFERTO MANUFACTURER FOR FASTENER, CAt U0Na SPEcIFICAT1ONS & SUPPLEMENTAL ATTACHMENT OLTARS BERRIDGE °Fw -12" STEEL WALL & SOFFIT PANEL (SUPPLEMENTAL DETAILS TYPICAL INSIDE & OUTSIDE CORNER DETAIIS ES L SUCKNER, PIE. FLORID P.E. 931242 CBUCK Engineering CBUa, Inc. COA IROS4 1334 S. KRllan Dr., Ste 4 W. Palm Beach, FL 33403 (S61) 491 -9927 MANUFACTURER: Berridge Manufacturing Company 6515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGE if: 8OF9 PROJECT #: 09 -191 DRAWN BY: DG REVISIONS: RERRIDGE MANUFACTURING COMPANY "FW -12° DRAWINGS +91RRI103 CHANNEL. FASTENER BERRIDGE NA:-1W PANEL, Y IIIMME UI.!(ATLAPS BUB-FL SMNc 4'EBID LAPS wan AP nV4UOUSCAULKATLAPS BPS CHANNEL; 4 END LAPS. 3MTH OONTINUOUS CAULK ATLAPS JFASTENER BERRIDG.E HR-13 PANEL TYPICAL INSIDE CORNER DETAIL J�114CCW NUOUS CAW(ATIUPS' VNTHSlC IJCLAPS CCMMICAIA!(ATLAPS FOP RWETTO CHANNEL CLOSURE DESIGNED BY CIDERS 1 E1ii1DGEFW42PANEL fURRiNG CHANNEL, SPWAL CHARM: 4. END LAPS. CAULK AT1APS FASIBIERt DIMMED BYOTHERS BER7IDI3:FW12 PANS: FASIENER4 DESIGNEDBYOTFER,S FURRING CRAMS. TYPICAL OUTSIDE CORNER DETAIL NOTES: 1. SUPPLEMENTALMTACHNIENT DETARS DEIGNED BYORNERs 2. REFER TOMANUFACIURERFOSFASTENER, CAWING SPE iCATIONS& SUPPLEMENTAL ATTACHMENT DETAILS BERRIDGE °FW -12" STEEL WALL & SOFFIT PANEL (SUPPLEMENTAL DETAILS) TYPICAL INSIDE & OUTSIDE CORNER DETAILS ES L BUCKNER, P.E. FLORID P.E. R 1242 / /z31 CBUCK Engineering caua Inc. caA Etslisa 13345. Killian Or., Ste 4 W. Pate► Beach, FL 33403 (561) 4919927 MANUFACTURER: Berridge Manufacturing Company 6515 Fratt Rd. San Antonio, TX 78218 DATE: 2/09/10 PAGER: 9OF9 PROJECT 8: 09 -191 DRAWN BY: DG REVISIONS: CANNONDESIGN p rirr Ai NOV 2 2 201 i BY: ..... .......... SUBMITTAL IDENTIFICATION SHEET To be completed by Contractor/CM Project Name/Address /Number Barry University Residence Hall 11300 NE 2nd Ave Miami Shores, FL 33161 Cannon Design Project No. 03617.00 Owner Barry University Architect / Engineer Cannon Design Submitted By Jason Ramunno Contractor / CM Submittal No. 115 Cannon Design Submittal No. 083113 -001 Drawing / Detail Reference Specification Section/ Paragraph Manufacturer / Supplier Item / Product ID Crowther Roofing Roof Acess Hatch Priority: Required Date: ❑ critical September 27, 2011 Remarks or Deviations Contractor /'CM Certlftcatfon (submittals not certified will be returned without review) J. Ramunno To be completed by Reviewer Cannon Desgn'Submtttal Number and Received Date Received On: Sept. 22, 2011 Cannon Desi Submittal 113-001 Requirements for Submission to Cannon Design Shop Drawings: Product Data: Samples: ❑ A. No Exceptions Taken No further review of submittal is required. XB. Make Correction Noted Incorporate corrections in work; resubmission is not required unless otherwise noted. ❑ C. Revise and Resubmit Revise as noted, and resubmit for further review. ❑ D. Rejected Submittal not in compliance with Contract Documents. ❑ E. For Record Only Received for record purposes only. Review Is for conformance with the design concept of this project and for general compliance with contract documents. Contractor is responsible for quantities, dimensions and compliance with contract documents and for information that pertains to fabrication processes, construction techniques and coordination of this work with all trades which will be affected thereby. This review is null and void if submittal deviates from contract documents and does not indicate or note deviations. NE Comments G.C. TO VERIFY WITH OWNER IF LOCKABLE ACCESS DOORS NEED TO BE PROVIDED. September 22, 2011 P. Mendola 09.22.11 Reviewed by Date Reviewed by Date 08 /08 Moss s Moss & Associates, LLC 2101 N Andrews Avenue 300 Ft Lauderdale FL 33311 TRANSMITTAL No 000103 PROJECT: Barry University Residence Hall TO Cannon Design 2170 Whitehaven Road Grand Island NY 14072 ATTN: Peter Mendola DATE: 09/22/2011 RE: Roof Access Hatch Shop Drawings JOB: 2010023 WE ARE SENDING: i Shop Drawings SUBMITTED FOR W Approval ACTION TAKEN: Approved as Submitted Letter Your Use n Approved as Noted Prints C As Requested Returned After Loan 0 Change Order C Review and Comment C Resubmit Plans E Submit E Samples SENT VIA: C Retumed U Specifications ../ r ed nSeparate Cover n Retumed for Corrections Other. E-Mail W Due Date: 09/06/2011 n Other. Line Item Package Code Rev. Qty Date Description Status 1 Submittal REMARKS: CC: 000115 1 09/22/2011 Roof Access Hatch Shop Drawings Reviewed by GC Signed: Jason Ramunno B-XT SERIES INSULATED EXTERIOR ACCESS PANEL FOR WEATHER RESISTANT APPLICATONS WIDTH FRONT ELEVATION NOT TO SCALE 1.25° 674 • 44 MASONRY W.U., 4. 4 q SPECIFICATIONS • .080 6063-T5 EXTRUDED ALUMINUM EXPOSED FLANGE • .080-G063-T5 EXTRUDED ALUMINUM DOOR FRAME • 20 GA. BONDERIZED STEEL DOOR • FOAM INSULATION 2 1/4 LB DIENSITY, 13 R VALUE • STAINLESS STEEL CONTINUOUS PIANO HINGE • ALUMINUM MATERIAL - MILL FINISH • BONDERIZED STEEL - PAINT GRIP • EXTRUDED SANTOPRENE GASKET • DOOR WILL BE FABRICATED 1/40 UNDER. SPECIFIED SIZE • DUAL ACTING HANDLER - DIE CAST ZINC: (SHIPPED LOOSE, INSTALLED BY CONTRACTOR) I ON SIZES UP TO 36" X 24" *2 ON SIZES UP TO 36" X 72" AND 48" X 24" '3 ON SIZES UP TO 39" X 96`2 AND 48" X 72" '4 ON SIZES UP TO 48" X 96" o °N5 VERIFY IF NEEDED VVITH OWNER 13 KEY OPERATED CHROME PLATED 5TEEI_ HANDLE (LOCKABLE FROM FRONT SIDE ONLY) ROUGH OPENING DOOR WIDTH WIDTH - 2.750 HEIGHT - 2.75° DOOR 70 FRAME GA5KETING DOOR PANEL FRAME DUCT 5EAI.ANT HAT CHANNEL SUPPORT (50TH 51DE5) =ow --gMEEgaggaggWa 11=511.24' 3:Wii WOOD OR 5TEEL STUD 5CREW OR, DOLT (5Y OTHERS) INSULATION HINGE FLANGE MAME WIA30NRY ANCHOR AND 50L7 ( H BY OTERS) NOT TO SCALE CONSTRUCTION MANAGER MOSS & ASSOCIATES, LLC Sorry University Residence Hall • Job No. 2910023 Submittal Ne. 5 Reviewed • Reviewed n Noted - Roninolt Reviewed as Noted • Not Approved - Reembinft Reties tlItis thhattai it ter pure cortionnaixe with arntral revireceen Satcedrefimis a retwale br nsension, tundras iS coetin vfrda Wm/ Ws no seine SulortneffNendx oft& respanillifes fay awry r ttecontrad doom* ARCIITTECT: or J. 11411,04■0". Date: el 2 Z- 1/ INITIALS: QTY: DATE: PART NUMBER: DOOR PANELS (BOTH 51E5) CUT-TI-IRU SECTION TYP 2.575 EXTERIOR WALL PROJECT: Babcock-Davis CONTRACTOR: Always right there. L VI L B -XT SERIES C.XT — SPECIAL. EXTERIOR ACCESS PANEL Standard Features Door: 20 gauge galvanized steel 6063-T5 extruded aluminum Flanged Frame: Door Panel Frame: 6063-T5 extruded aluminum Hinge Stainless steel conitrurouspiano hinge Two dual acting homes operable from Optional: Keyed handle for outside Paint grip Extruded santoprene ede and out Latch: RdnIsh• t laudation: , 2' thick fiberglass Specifications: Frame shall be Type 6063 -T5 extruded aluminum. Door shall be fabricated with 20 gauge galvanized steel and 2 fiberglass Mutation, sandwich type construcfion. Latch(es) shall be dual acting handles operated from the wide or outside (optional: lockable handle for the exterior). Hinge shall be stainless steel c ontlnuous piano hinge. This assembly shall be equipped with extruded santoprene applied to all door stops to ensure weather-fight . Finish shall be paint grip. Installation shall be in acarrdarnce with manufacturer's instructions. Manufacturer shall guarantee against defects in material and workmanship for a period of one year. Standard Sizes: Std Sizes 12x12 Sid Sizes ;mini 305x305 # of Latches 1 12x24 305x610 1 18r18 457x457 1 22x30 559x762 2 22x36 559x914 2 24724 24x36 24x60 610x914 2 610x1524 2 36x36 914x914 2 914x1524 2 36x48 914x1219 2 48x48 1219x1219 3 48x60 1219x1524 3 All units are hinged on the second dimension (height). Rough opening equals door size. 11 TOTAL HATCHES SHOULD BE PROVIDED PER A0141 AND A0142 Babcock -Davis SUBMITTAL; EXTERIOR ACCESS PANEL XPA AND XPS Model XPA Specifications: • Frame:16 ga. Galvanized Steel Frame • Door: 2" Thlclk Insulated .040 Aluminum Door. • Exterior Hinge: Stainless Steel • Oasket ng: EPDM Foam Rubber Bulb Seal • Finish: Powder Coat Gray Primer • Handles: (HL) Locking Zino Die Cast with Chrome Plating H) Non - Locking, Zino Die Cast with Chrome Plating Model XPS (Stainless Steel) Specifications: • Frame:18 ga. Stainless Steel Frame • Door. 2° Thick Insulated 20 ga. Stainless Steel Door. • Exterior Hinge: Stainless Steel • Finish: 304 Stainless — No. 4 Finish • Gasketing: EPDM Foam Rubber Bulb Seal g(andles: HL) Locking Zinc Die Cast with Chrome Plating 1i) Non- Locking, Zinc Die Cast with Chrome Plating Note: for Sizes larger then 24 x 24, use two handles spaced 1(2 osier height. es - PAGE 1 OF 1 ANC: ALUTdIN'N SACK QOOR Dt l 'A r DI NOEt1G1.Am"S 21$UI.0ON Of 1m. "4' 4S EOM) C NTeluOUB HNGE 250 5S E'rWOSED CONRIDOUS .040: ALUMINUM rRONT 'OMR 9LTA4 -r 15 GA CALti $TEEI. r4AME +5 CA DALY. S1EEL rRAME 1 5.3 :0:; F WE I.D. ORDER szt. £RAVE ,IEIGI I I CHaCWE -KATFC R15t0E HANDLE GASKET CAM 1is'xsla. rULL GASKET CE fi.AIL "R" 279 C— CNN{ S.12LAT£D OUTS£ HANDLE ,.00xRRG HA1Dt.E OP IONAL) QTY SIZE ; Wall Opening 12° * .92" 1$ /li" % 1.{•:118 14" x 14° 14 -3/8" x 94 -3/8" t8 "x 1O ° 18 /88x 18 -3/8" 20" x 24" 204/8" x 24 -3/8" ,20l33D" 20- Die ",X.304( " 22" x 30" 223/8" x 30.318" 24" x 24" 243/8"x 24 -3/8° Handles Approx Ship Wt In lbs Q 18 32'- .. 34 27 JL INDU®TIRIMS A DIYIsiOH OP ACTIVAR Caaotructlan Pros/arts eraup SIZE WallOpentnp Handles Approx Ship Wt In ibe 30" x 30" 30 -3/8" x 30 -3/8" 8-3(8 38" x 38" 38 -3/8" x 38 -3/8" • 38" x48 40" x 480 48 -3180 x 48 -3/8" Model #:j Project Quantity; 11 Approved Br Architect:: Date: HEADouAareae.4450 WEsT 78"' sT CIRCLE, BLOOMINGTON, MN 65435 -5418 PH: 800 - 5548077 Fax: 952835 -2218 EMAIL: Jul@ awnusrr IES.coM www.AC IVAacPG.COM ACP° WEST COAST (SAARSON PRODUCTS): COMMERCE, CA PH: 323- 728 -9070 Fax: 323 42e -9088 • ACP° SOUTHEAST (Mows ENT> SES): FT Meese, FL PH: 239 -693 -7800 Fax: 239- 893 -7501 0) PLYWOOD SHEATHING AND / TILE ROOF COVERING TYP. ELEV. VIEW OF ACCESS DOOR SCALE: 1/2" = 1' -0" GENERAL NOTES: 1. THE ANCHORING OF THE NEW ACCESS DOORS WAS DETERMINED IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE WITH THE 2009 SUPPLEMENTS. 2. ATTACHMENT WAS DETERMINED FOR PRE - MANUFACTURED ACCESS DOORS WITH 0.080- 6063 -T5 ALUMINUM FLANGES AND PRE - ENGINEERED STEEL TRUSSES WITH 20 GA. MIN. STEEL VERTICAL WEB MEMBERS. 3. ANCHORING WAS DESIGNED FOR WIND PRESSURES DETERMINED IN ACCORDANCE WITH ASCE 7 -05, SECTION 6, AND THE FOLLOWING CRITERIA: WIND SPEED = 146 MPH, EXPOSURE = C, IMPORTANCE FACTOR = 1.0, BUILDING = ENCLOSED. 4. COMPONENTS AND CLADDING WIND PRESSURES ON ACCESS DOORS: +57.7 / -97.2 PSF. 5. WALL SHEATHING AND WALL PANELS NOT SHOWN FOR CLARITY, TYPICAL THROUGHOUT. 6. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND NOTIFY ATLAS IMMEDIATELY OF ANY SIGNIFICANT DISCREPANCIES OR CONFLICTS. 25USWD 035-50 TOP AND BOTTOM OF DOOR (HORIZONTAL) i ATTACH INSIDE OF DOOR FLANGE TO VERTICAL TRUSS WEB AND HORIZONTAL FRAMING MEMBERS W/ OMG #12 STANDARD ROOFING FASTENERS. PROVIDE (1) FASTENER AT EA. CORNER AND 6" O.C. MAX. BETWEEN. 25USWD VERTICAL TRUSS WEB MEMBER 14 GA. CLIP ANGLE W/ (4) #10 TEK SCREWS (2 EA. LEG), TYP. EA. END OF HORIZONTAL 25USWD PARTIAL ELEVATION VIEW SCALE: 1" = 1' -0" ff '''ATLAS Structural Engineering, LLC 0 CO CO CN U c-I CO N of m 0 co ti N 0) 1' N a Robin W. Stephan, P.E. PE # 66525 REVISIONS NO. DESC. DATE J .258 • 4 it MASONRY W,WLL ROUGH OPENING = DOOR SIZE WIDTH - 2.75" HEIGHT - 2.75" DOOR TO FRAME GA TING INSIDE CATCH PANEL FRAME WOOD OR STEEL STUD SCREW OR EOLT (SY 6 h R5) 2.375 iLJ ION HINGE FLANGE FRAME MASONRY ANCHOR AND BOLT (Ell' ONE DOOR :PANELS (BOTH. SIDES) LOCKING HANDLE CUT -TII U SEC I`ION NOT TO SCALE CXreftroR. WALL MANUFACTURER'S TYP. SECTION THRU DOOR SCALE: N.T.S. JOB TITLE: ATLAS DRAWN BY: 2' -0" O.C. CHECKED BY: I.V. L/�IV 111 \V MANSARD TRUSS PRE- ENGINEERED LIGHT GAUGE STEEL MANSARD ROOF TRUSSES AT 24" O.C. MAX. DATE: (MAX) 2211 +/- (CLEAR) 14 GA. CLIP ANGLE, TYP. �i ' 25USWD 035 50 LIGHT GAUGE FRAMING MEMBER TOP NEW STEEL DOOR - DESIGNED 0 BY DE DETAIL /S-1 FOR ATTACHMENT. ® ir 111 1 AP& IISTEEL 1— /; 41 -8" +/- 36" +/- k T.O. EXISTING ' - - - .�■■ ■■ rte• - - - - '' .���������A • ' V ■ �����kASA 0 ROOF COVERING T.O. CONCRETE .° . d . 0 ROOF DECK TYP. ELEV. VIEW OF ACCESS DOOR SCALE: 1/2" = 1' -0" GENERAL NOTES: 1. THE ANCHORING OF THE NEW ACCESS DOORS WAS DETERMINED IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE WITH THE 2009 SUPPLEMENTS. 2. ATTACHMENT WAS DETERMINED FOR PRE - MANUFACTURED ACCESS DOORS WITH 0.080- 6063 -T5 ALUMINUM FLANGES AND PRE - ENGINEERED STEEL TRUSSES WITH 20 GA. MIN. STEEL VERTICAL WEB MEMBERS. 3. ANCHORING WAS DESIGNED FOR WIND PRESSURES DETERMINED IN ACCORDANCE WITH ASCE 7 -05, SECTION 6, AND THE FOLLOWING CRITERIA: WIND SPEED = 146 MPH, EXPOSURE = C, IMPORTANCE FACTOR = 1.0, BUILDING = ENCLOSED. 4. COMPONENTS AND CLADDING WIND PRESSURES ON ACCESS DOORS: +57.7 / -97.2 PSF. 5. WALL SHEATHING AND WALL PANELS NOT SHOWN FOR CLARITY, TYPICAL THROUGHOUT. 6. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND NOTIFY ATLAS IMMEDIATELY OF ANY SIGNIFICANT DISCREPANCIES OR CONFLICTS. 25USWD 035-50 TOP AND BOTTOM OF DOOR (HORIZONTAL) i ATTACH INSIDE OF DOOR FLANGE TO VERTICAL TRUSS WEB AND HORIZONTAL FRAMING MEMBERS W/ OMG #12 STANDARD ROOFING FASTENERS. PROVIDE (1) FASTENER AT EA. CORNER AND 6" O.C. MAX. BETWEEN. 25USWD VERTICAL TRUSS WEB MEMBER 14 GA. CLIP ANGLE W/ (4) #10 TEK SCREWS (2 EA. LEG), TYP. EA. END OF HORIZONTAL 25USWD PARTIAL ELEVATION VIEW SCALE: 1" = 1' -0" ff '''ATLAS Structural Engineering, LLC 0 CO CO CN U c-I CO N of m 0 co ti N 0) 1' N a Robin W. Stephan, P.E. PE # 66525 REVISIONS NO. DESC. DATE J .258 • 4 it MASONRY W,WLL ROUGH OPENING = DOOR SIZE WIDTH - 2.75" HEIGHT - 2.75" DOOR TO FRAME GA TING INSIDE CATCH PANEL FRAME WOOD OR STEEL STUD SCREW OR EOLT (SY 6 h R5) 2.375 iLJ ION HINGE FLANGE FRAME MASONRY ANCHOR AND BOLT (Ell' ONE DOOR :PANELS (BOTH. SIDES) LOCKING HANDLE CUT -TII U SEC I`ION NOT TO SCALE CXreftroR. WALL MANUFACTURER'S TYP. SECTION THRU DOOR SCALE: N.T.S. JOB TITLE: ATLAS DRAWN BY: RWS CHECKED BY: RWS DATE: 01.24.2012 ATLAS JOB NO: 11011.07 SHEET TITLE: GENERAL NOTES AND ELEVATION VIEWS SHEET NO.: S -1 LIGHT GAUGE STEEL TRACK OR BENT PLATE TO CLOSE TRUSS WEB MEMBER (1.5" x 2.5" x 20 GA MIN.). PROVIDE (2) #10 TEK SCREWS AT 6" O.C. TO TRUSS WEB MEMBER (1 EA. LEG AT 6" O.C.). 14 GA. CLIP ANGLE W/ (2) 25USWD SCREWS TO STEEL PLATE VERTICAL TRUSS OR TRACK AND (2) SCREWS WEB MEMBER W/ TO HORIZONTAL 25USWD BACK OF STUD FACING AWAY FROM DOOR PN 1 25USWD 035-50 TOP AND BOTTOM OF DOOR (HORIZONTAL) ATTACHMENT AT OPEN FACE OF TRUSS WEB MEMBER 14 GA. CLIP ANGLE W/ (2) 25USWD SCREWS TO VERT. TRUSS VERTICAL WEB AND (2) SCREWS TO TRUSS WEB HORIZONTAL 25USWD MEMBER W/ BACK OF STUD FACING DOOR ` TNit 15/" 25USWD 035-50 TOP AND BOTTOM OF DOOR (HORIZONTAL) ATTACHMENT AT CLOSED FACE OF TRUSS WEB MEMBER TYP. FRAMING MEMBER ATTACHMENT SCALE: 1-1/2" = 1' -0" 6 o , NO. DESC. DATE LL 2 K O a m 0, (-Pica-- Robin W. Stephan, P.E. PE # 66525 JOB TITLE: REVISIONS u) O 0 V)wo W Ce vo _> LL Li Zo- w� O >- 2 _ Ce Ili Q m Q2 ATLAS DRAWN BY: RWS CHECKED BY: RWS DATE: 01.24.2012 ATLAS JOB NO: 11011.07 SHEET TITLE: TYPICAL DETAILS SHEET NO.: S -2 CANNONDESIGN SUBMITTAL IDENTIFICATION SHEET To be completed by Contractor/CM Project Name/Address/Number Barry University Residence Hall 11300 NE 2nd Ave Miami Shores, FL 33161 Cannon Design Project No. 03617.00 Owner Barry University Architect / Engineer Cannon Design Submitted By Crowther Roofing Contractor / CM Submittal No. 255 Drawing / Detail Reference Cannon Design Submittal No Specification Section/ Paragraph 05 42 23 Manufacturer / Supplier Item / Product ID Aegis / Crowther Roof Truss Revision #2 Priority: ❑ Critical Required Date: November 16, 2011 Remarks or Deviations To be completed by Reviewer Cannon Dostgn Submigal`: Received Requirements for Submission to Cannon Design Shop Drawings: Product Data: Samples: XA. No Exceptions Taken No further review of submittal is required. ❑ B. Make Correction Noted Incorporate corrections in work; resubmission is not required unless otherwise noted. ❑ C. Revise and Resubmit Revise as noted, and resubmit for further review. ❑ D. Rejected Submittal not in complance with Contract Documents. ❑ E. For Record Only Received for record purposes only. Review is for conformance with the design concept of this project and for general compliance with contract documents. Contractor a responsible for quantities. dimensions and compliance with contract documents and for information that pertains to fabrication pry. construction techniques and coordination of this work with all trades which will be affected thereby. This review is null and void if submittal deviates from contract documents and does not indicate or note deviations. J. Ramunno November 15, 2011 Reviewed by Date P. Mendola 11.16.11 Reviewed by Date IVIC)SS Moss & Associates, LLC 2101 N Andrews Avenue 300 Ft Lauderdale FL 33311 TRANSMITTAL No, 000192 PROJECT: Barry University Residence Hall TO: Johnson Structural Group, Inc. 951 Yamato Road Suite 205 Boca Raton FL 33431 ATTN: Mark Johnson DATE: 11/15/2011 RE: Mansard Roof Truss - Connection Revision #2 JOB: 2010023 WE ARE SENDING: I'/ Shop Drawings SUBMITTED FOR I ✓I Approval ACTION TAKEN: Approved as Submitted Letter I I Your Use Approved as Noted - Prints As Requested Retumed After Loan 7 Change Order I I Review and Comment Resubmit Plans [1 Submit 7 Samples SENT VIA: I1IAttached flSeparate Cover Retumed Retumed for Corrections Specifications ,/ Other: Engineered Connection Revision E -Mail ,/ Due Date: 11/16/2011 Other: Line Item Package Code Rev. Qty Date Description Status 1 Submittal 000255 1 11/15/2011 Mansard Roof Truss - Connection Reviewed by GC Revision #2 Reviewed and Approved Corrections or comments made on equipment submittals or shop drawings during this review do not relieve the contractor from compliance with requirements of the drawings and the specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, confirming as -built dimensions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. Johnson Structural Group, Inc. dark Johnson, P.E., SECB REMARKS: Please review the attached revised connections dealing with the truss connections to the tilt up panels where a panel caulk joint interferes with the truss attachment. Feel free to call me with any questions. CC: Cannon Design, Peter Mendola Signed: Jason Ramunno Tort r.Myers�„ O undo a ianasseeit SNEERS November 1, 2011 Mr. Francisco Placencia Crowther Roofing and Sheet Metal of Florida 2543 Rockfill Road Fort Myers, Florida 33916 RE: Barry University Residence Hall Corner Girder Connection Detail TKW Job# 11107.10 Dear Francisco: As requested, a steel plate have been designed for the connection of a pre - engineered roof corner girder to the bearing structure at Barry University Residence Hall in Miami Shores, Florida. The plate was designed for the maximum uplift Load listed on the shop drawings provided by Crowther Roofing, Inc. The connection of the roof corner girder in mention to the bearing concrete tilt -up panel was originally designed as a two sided bolted connection. However, there is a panel vertical joint at one side next to the girder and that bolted connection had to be modified by adding a steel plate to connect to the adyacent concrete panel. The steel plate was designed for a maximum uplift load of 1,575 lbs and shall be placed on top of the concrete panel joint, next to the corner grider to allow a welded connection by the truss manufacturer. The steel plate is 1/2" thick and shall be bolted to the concrete panel with two (2) 1/2" Powers Wedge -Bolt+ anchors with a minimum 4" embedment depth. See attached structural sketch SSK -01 for additional details. Crowther Roofing, Inc. shall coordinate the location of the plate with truss manufacturer shop drawings. All concrete anchors were designed for a minimum 4 ksi concrete compressive strength using ACI 318 -05. The steel plate shall be a minimum of 36 ksi. Please do not hesitate to call with questions or for further assistance at 239 -278 -1992. Sincerely, TKW CONSULTING ENGINEERS. INC. ce, P.E. #68556 ineer SEE DETAIL A-A EXISTING CONNECTION 4000 PSI CONC. TILT -UP PANEL CORNER GIRDER 1- TIE -IN TRUSS 4000 PSI CONC. TILT -UP PANEL Yz" PLATE (A-36) W /(2) POWERS WEDGE -BOLT + Y2 "x4" EMBEDMENT NOTE: GIRDER CONNECTION TO STEEL PLATE BY TRUSS MANUFACTURER. DETAIL A -A STEEL CONNECTION TO CONCRETE TILT -UP PANEL THIS D O C U R I T U T AND THOCPASANDREW= PIDTIRPOPAIWHEREPI. *AnPIRTIWIENTGR P te " W7A15E8VICE.AtffiL41gT70RP 1151E0 Al WITZT.E OR PI PART FOR AN' RIM PROTECT WITHOUT 1I WPTt@IWPHURWTVrCIA TICATOYIRULITIA3 Etzonsins A VC, A 1' CONSULTING ENGINEERS E82I Rams EAR FAR thee. %Ida333I2 2182281882 • FAX 238218 8922 E FWL• NtF$aaamOne.cam EngInaarkg loytBD ffin 68292 Romp TS 0231 PROJECT: BARRY UNIVERSITY RESIDENCE HALL STEEL CONNECTION TO CONCRETE TILT -UP PANEL DATE: 1111/11 SCALE N.T.S. DRAWN BY: FAD SSK -01 M E T A L F R A M I N G A tllv<slon of IliTet, Aegis Metal Framing 14515 North Outer Forty Road Suite 110 Chesterfield, Missouri 63017 Telephone: 866 -902 -3447 Fax: 314 -434 -5234 November 11, 2011 Sherry Werner Moss and Associates 11300 NE 2°d Avenue Miami Shores, FL 33161 Re: Revisions to sheet T4.2 for Barry University Residence Hall Project Aegis job numbers D231270, L399448, L401129, L401570, L402006, L404088 and L405261, Sherry, All revisions completed for the referenced sheet on the referenced job have been designed by Aegis Metal Framing. Each of the revisions should have a unique Aegis Metal Framing job number listed in the title block and an updated revision block itemizing each revision. If you have any questions, do not hesitate to call me at 314- 851 -2227. Sincerely, 0� % %I e��r� .j. • %G SF•,, e e No 48503 a • 0 te▪ n. James P. Looby, P.E. M9SS Subject: Project: Address: - Phone: To: From: Moss & Associates, LLC CIO Barry University 11300 NW 2nd Av Miami Shores FL 33161 -6695 Added Concrete At Roof Truss Curbs Barry University Residence Hall 11300 NW 2nd Avenue Miami Shores FL 33161 -6695 USA 954 - 728 -0684 Fax: 954-769 -8092 Mark Johnson Johnson Structural Group, Inc. Moss & Associates, LLC Jason Ramunno Request For Information 00072 Printed On: 11/08/2011 Page 1 of 1 Date: 11/08/2011 Job: 2010023 Required: 11/17/2011 Est. Cost Impact : $ Est. Days Impact: Co-Author: Contact: Co-Author RFI Number: Reference: RR Type: Construction Sub - Category: Request RFI #25 added 12" x 12" x 8" concrete pads for connection of the mansard roof truss girders. Several of the fasteners for the roof truss girders currently fall short of the minimum required edge distance for the fasteners. Attached is engineering showing proposed concrete to be added to each pad to allow for the required fastener edge distance. Please confirm the attached engineering is acceptable. Suggestion Answer E Accept Suggestion This is acceptable. Thanks. Mark Johnson JSG 11 -16 -11 Answered By: Date: Signed: Distribution: Contact Peter Mendola Company Cannon Design November 7, 2011 Mr. Francisco Placencia Crowther Roofing and Sheet Metal of Florida 2543 Rockfill Road Fort Myers, Florida 33916 RE: Barry University Residence Hall Concrete Pad Extension TKW Job# 11107.11 As requested, a typical concrete pad extension detail has been designed to allow an adequate connection between a roof corner girder and the supporting pad at Barry University Residence Hall in Miami Shores, Florida. The detail will be used in 28 different locations were concrete pads have been mislocated. Loading for the worst case scenario was provided by Crowther Roofing, Inc. The 28 existing concrete pads provide direct support to roof corner girders and were designed (by others) to provide adequate bearing and uplift capacity to resist the roof girder reactions. However, the pads were mislocated and there is not adequate edge distance for the girder connection to the pad. The concrete pad extension has been designed for a maximum uplift load of 4,474 lbs. The extension shall be connected to the existing concrete pad with a total of (8) #3 rebar dowels (ASTM A615, GRADE 60) with the appropriate concrete cover. The #3 dowels shall be enclosed by (2) #3 closed ties. Concrete shall be high - strength non - shrink with a minimum compressive strength of 4 ksi. See attached structural sketch SSK -01 for additional details. Crowther Roofing, Inc. shall coordinate the location of the concrete pad with truss manufacturer shop drawings and verify the existing conditions are compatible with the detail provided. The Engineer of Record shall verify the uplift forces from the truss shop drawings are adequately transferred from the concrete pads to the frame of the building. Please do not hesitate to call with questions or for further assistance at 239 - 278 -1992. Sincerely. TKW CONSULTING ENGINEERS, INC. O ••••• 4.-- 4,41 E" rsa . .#6 4 cec: rF .. al8111 111110 HIGH STRENGTH NON SHRINKING CONCRETE (fc=4,000psi min.) 1,-0" i CORNER GIRDER 1.., p- (2) #3 TYP. EACH SIDE typ. typ. '�typ I PLAN SCALE : 314" = V-fi" Reviewed and Approved ROUGHEN SURFACES OF EXISTING PAD DRILL & EPDXY 3" INTO EXISTING 1' -0" 4" PAD (TYP.) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve the contractor from compliance with requirements of the drawings and the specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, confirming as -built dimensions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. Johnson Structural Group, Inc. Clark Johnson, P.E.. SECB 1Y2" (2) #3 CLOSED TIES EXISTING SUPPORT STRUCTURE SECTION 1" = l.0" DESIMIXENT 4 MinB R° 1GCAOPs ess4: RPalMAMS ISkIS!e.S1sUafOePRcFt55asLL5€.rE IMPS T 10811.213 PAPC: E OAeiP?AMFOIMO OnERPROIEC5SMCWI T+E ARITIVIVIORMATg7117 n4tl CrZas nhnsomas re CONSULTING ENGINEERS 5621 Banner Dave Fast Myers. Flmfde 33912 239278.1992 • FAX 239.278 0922 E -MA11.• lntoat8nranfno.eem Engineas Og Certification 8 5782 Survey 1.13 8734 BARRY UNIVERSITY RESIDENCE HALL - PAD EXTENSION CONCRETE PAD EXTENSION PLAN, SECTION Protect Number 11107.11 Dale 187,11 S S K -0 1 Draam fry FAD Checked by JOV Scale: AS SHOWN #3 EPDXY DOWELS INTO EXIST. CURB AND TOP OF DECK EXISTING PAD IMPROPERLY LOCATED EPDXY 3" INTO EXIST. PAD 'JOHNSON STRUCTURAL ROUP E.B. #00008893 NEW POURED CURB (2) #3 TIE SETS 2'-3"± V.I.F. #3 EPDXY HOOK BARS _y- NEW PAD EXTENSION MARK • HN •' , P. #51 - , CB 951 Yamato Road, Suite 205 Boca Raton, FL 33431 (P1(581) 982 -8999 (F)(581) 982 -8899 AL mark naonatrueturaLcom MANSARD TRUSS PAD NOTES: 1. ROUGHEN SURFACE OF EXISTING CURB AND TOPPING 2. USE HILTI HIT HY 150 2 -PART EPDXY PROJECT: BARRY UNIVERSITY DORMS DRAWN M.J. °IT U , . smunwitN. an1R m' APPROVED M. J. DATE 11 -22 -11 PROJECT NO JSG #11011 DRAWING NO. SK 11 -22 -11