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Home My WebLink AboutB15-1919Franzino, Amber From: Franzino, Amber Sent: Tuesday, November 17, 2015 9:01 AM To: Hunt, Philo Subject: FW: Fearon Timber Attachments: Fearontimber with calcs.pdf Philo — here are the calcs for b15-1919/1920/1921 that we have been waiting for (the ones we missed the first time) remember that we has let the customer know we would turn these around right away. I made a Chrono in T9 already. Thanks, -A From: Rick Shanks [mailto:rmsbuilders@sunset.net] Sent: Monday, November 16, 2015 9:04 AM To: Franzino, Amber <AFranzino@buttecounty.net> Subject: FW: Fearon Timber Amber, here is the engineering for the Timber Truss for the Fearon residence. 4950 RichBar Road Please call me with questions Rick Shanks From: John Bowman <JohnB@systplus.com> Date: Fri, 13 Nov 2015 22:17:53 +0000 To: Rick Shanks <rmsbuilders@sunset.net> Subject: Fearon Timber Rick, Here it is Rick, please let me know as soon as possible a tentative delivery date. John Bowman Designer— Estimator -Plant Manager 1800 S. Barney Road Anderson, CA 96007 (530) 378-6800 (530) 365-5903 Fax www.systplus.com Job Iruss Truss Type Uty PlyFearon TC 0.36 150.049 1,1 HIP 5 1 WB 0.04 Code IBC2012/TPI2007 (Matrix -M) Job Reference (optional) SYSTEMS PLUS LUMBER C( LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 illiff:ai SPACING- 7-0-0CSI. Plate Grip DOL 1.15 TC 0.36 Lumber DOL 1.15 BC 0.25 Rep Stress Incr NO WB 0.04 Code IBC2012/TPI2007 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) -0.09 H -I >999 240 Vert(TL) -0.22 H -I >999 180 Horz(TL) 0.02 G n/a n/a LUMBER- BRACING - TOP CHORD 6x10 DF No.1 TOP CHORD BOT CHORD 6x10 DF No.1 WEBS 6x8 DF No.1 'Except* BOT CHORD W1: 6x10 DF No.1 G REACTIONS. (Ib/size) J=3879/0-5-8 (min. 0-1-8), G=3879/0-5-8 (min. 0-1-8) Max HorzJ=323(LC 8) Max UpliftJ=-307(LC 8), G=-307(LC 9) Max GravJ=3975(LC 2), G=3975(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3589/475, B -C=-3543/407, C -D=-3163/456, D -E=-3545/399, E -F=-3592/470, A -J=-3200/476, F -G=-3201/465 BOT CHORD J -K=-512/2427, K -L=-512/2427, I -L=-512/2427, I -M=-27/3163, M -N=-27/3163, H -N=-27/3163, H -O=-188/2432, O -P=-188/2432, G -P=-188/2432 WEBS B -I=-29/1182, C -I=-265/459, D -H=-299/401, E -H=-16/1202 4:23:26 2015 Page 1 igXB90FXjziXyOAt Scale = 1:75.1 AS LEFT ENI PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 1179 Ib FT = 20% 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. ESStp� y " No. C 58190 IT * Exp. June 30, 31ii s� ClVtN NOTES- (11) qT4 pQ 1) Unbalanced roof live loads have been considered for this design. OF C A _�F 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. November 18, 2015 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 Ib uplift at joint J and 307 Ib uplift at joint G. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard PERMIT # V� l — l111, I 1, ZO Z' BUTTE COUNTY DEVELOPMENT SERVICESp CODE COMPLIANCE DATE____ Q l I I �r IIS BY rj,� 1. SIDE PLATES TO BE 1/4" A36 STEEL 2. INSTALL 3/4" A307 BOLTS SPACED MIN. 3" APART, AND AT LEAST 3" FROM THE END OF EACH MEMBER. 3. BOLTS SHALL BE INSTALLED A MINIMUM OF 1.25" FROM THE SIDE OF EACH MEMBER AND ALONG THE CENTER LINE OF MEMBERS LESS THAN 4" WIDE. 4. EACH PLATE SHALL HAVE THE MIN. NUMBER OF BOLTS IN EACH MEMBER AS SHOWN CIRCLED. 5. STEEL PLATES SHOWN ARE CONCEPTUAL PLATE SHAPES CAN BE MODIFIED SO LONG AS THE MINIMUM BOLT SPACINGS ARE KEPT AND THE PLATE HAS A MINIMUM SECTION OF 4". R" Rdeqt4m sveg", lotc 3111 Fite Circle, Suite 10113, Sacramento, CA 95827 Phone:(916) 363-7021 Fax:(916) 363-7027 STRUCTURAL CALCULATIONS FOR TIMBER TRUSS JOB: 1506-049 Fearon TRUSS: T1 TOTAL PAGES: 3 DATE: November 18, 2015 TRUSS ENGINEER: I. DESIGNER CRITERIA AND ASSUMPTIONS II. JOINT CALCULATIONS �/ /of RICHARD M. ROB BU I -TE Cts N-1 `y BUILDING DIVISION APPR®VED 1 T R" RdV404 gagea", , lac 3111 Fite Circle, Suite 10113, Sacramento, CA 95827 Phone:(916) 363-7021 Fax:(916) 363-7027 I. DESIGN CRITERIA AND ASSUMPTIONS: CODES: CALIFORNIA BUILDING CODE, 2013 NATIONAL DESIGN SPECIFICATION, 2012 ANSI/TPI 1-2007 GRAVITY LOADS: Roof T.C.: Roof B.C.: 60 psf Live Load 10 psf Dead Load 10 psf Dead Load 10 psf Live Load II. JOINT CALCULATIONS: (1.15 Load Duration Factor) (Non -Concurrent) THE FOLLOWING CALCULATIONS ARE JOINT DESIGNS FOR A TEABER TRUSS MADE WITH 4X MEMBERS. EACH JOINT IS DESIGNED SUCH THAT EITHER THE STEEL SIDE PLATES IN COMBINATION WITH THE BOLTS OR THE MITEK MT20 PRESS -ON PLATES ARE ACCEPTABLE. SAFETY FACTORS: STEEL SIDE PLATES: STEEL SIDE PLATES WITH BOLTS ARE DESIGNED WITH A SAFETY FACTOR MITEK M7'20 PRESS -ON PLATES: THE VALUES OF MITEK MT20 PRESS -ON PLATE ALREADY INCLUDE A SA 3.2 BASED ON THE ULTIMATE FAILURE LOAD (ANSI/TPI-2005 SECTION 7. . 1/4" STEEL SIDE PLATE NOTES: 1. SIDE PLATES TO BE 1/a" A36 STEEL 2. INSTALL 3/a" A307 BOLTS SPACED MIN. 3" APART AND AT LEAST 1.2.5" FROM THE EDGE OR END. 3. EACH PLATE SHALL HAVE THE MIN. NUMBER OF BOLTS IN EACH MEMBER AS SHOWN CIRCLED. S/0\ " No. C 58"" " t* exp. June 3�: 215 NZLOF OA4� November 18, 2015 8D_ffE COUNTY 3UILDING DIVISION APPROVED Red Rde,4" gv4e"' 1(,x 3111 Fite Circle, Suite 101 B, Sacramento, CA 95827 Phone:(916) 363-7021 Fax:(916) 363-7027 TIMBER TRUSS PLATE AND BOLT CALCULATIONS JOINT Top chord force(lbs) Bottom chord force(lbs) Web force(lbs) Joint shear(lbs) ANCHOR BOLTS B & D C F 2,293 2,886 0 2,605 0 2;605 0 460 460 2,605 460 460 Size of truss members: 4X MEMO` 4XhlEMBERS SX MEMBERS Design direction of load in relation to grain: Parallel Parallel Parallel Load duration: 1.15 1.15 1.15 Safety Factor: 125 1.25 1.25 Min. shear length required(in): 0.44 0.08 0.08 Base allowable bolt load: 3,340 3,340 3,340 (NDS 2012 Table 11G) # T.C. bolts w/o group action: 1.000 1.000 0.000 # B.C. bolts w/o group action: 1.000 0.000 1.000 # Web bolts w/o group action: 0.000 1.000 1.000 � 'tJILDING DIVISIONPROVED Group action factor: 0.97 0.97 0.97 � ®�� # REQ'D T.C. BOLTS: 1 1 0 # REQ'D B.C. BOLTS: 1 0 1 # REQ'D WEB BOLTS: 0 1 1 pipF ESS/o MITEK MT20 PRESS -ON PLATE 4�� R�6cq! MIN. SHEAR LENGTH REQ'D(in): 5.23 0.92 0.54 REQ'D T.C. PLATE COVERAGE(in): 6.96 8.48 0.00 n REQ'D B.C. PLATE COVERAGE(in): 7.760.00 6.66 No. C 58490 rrt Ex. J:re 30, 2016 REQ'D WEB PLATE COVERAGE(in): 0.00 2.28 1.18 * qrr NOTES OF CAOF 1) 1/4" ASTM A36 STEEL SIDE PLATE WITH 3/4" DIA. (A307) BOLTS 2) ALLOWABLE 1/4" PLATE SHEAR = 0.66(36 ksi)(0.25) = 5.94 kli November 18,.2015 3) MITEK PLATES ARE MT20 (ESR -1988) 4) ALLOWABLE MITEK MT20 PLATE GRIPPING 570-391 psi (Includes 1.15 load duration) 5) ALLOWABLE MITEK MT20 PLATE SHEAR = 498 pli (worst case orientation) 6) ALLOWABLE MITEK MT20 PLATE TENSION = 873 pli (worst case orientation) 7) REQUIRED MITEK MT20 PLATE AREA INCREASED FOR BOLTS WITH 2.5 S.F.