Loading...
HomeMy WebLinkAboutB15-2984 039-230-011-n T f7^.,o 'o M -- , 01 d A N A . V m m N o it ✓y = o 'O0 a N a =r (I N d v m o o 8 L 3 m m 3 10 c d �' n m 3 ^ C d �. O O U3 N Q 1D O m IA 7 CD a v 6 5 U2 O 3 a�< aa N W - o. 0 �0 O n o ID M.3 M s O V N z Gs -� ^ R CO) � 1 n N a m N CL o W _ W O C _ d CL a .J v z z o 0 0 R Cr v 0 O 0 0 'r � d ro 0 F CL O d 0 9 !? o a 3 a ^ a= 3. a • o P M ti o r'o am o •� tv a o :. 4 0 A 7 A a� ,i c 3 A A P- r O O n K o v d — z "gym Medium density fiberboard I A nn 20 —0Z 8z V� ra 2"M � ° N D MX o' 0 oi d _ $ � m � d Q 1D O m N CD a�< aa A 00 M.3 icM z Gs -� R CO) � 1 n N a m N W \vim' 0 \ v .J v z z o 0 0. R v 0 p 3 ppA B o r 0 9 a9 r� 3 a= 3. a • o P n r o •� 4 �o a� A —1 D r -n D A 3 m N m m n M T O m m N C - rn M O r— N O D?Tn _ 1� 0 i ' Butte.Co.unty; Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Fax (530) 538-7785 www.buttecounty.net/d& SECTION A4e602 FORM :NO DPC-12 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE LV 11L COUNTY q `��1-7-1 VERIFICATIONS JAN 14 2016 LEVELS ENFORCING AGENCY TO REVIEWED APPLICANT TO SELECT SPECIFY SERVICES ELECTIVE MEASURES VERIFICATION METHOD FEATURE OR MEASURE Prerequisites and Installer 1 Enforcing or Third electives Agency Designerparty ❑ ❑ -❑ Mandatory I Tier 1 Tier 2 All I All All PLANNING AND DESIGN 4StfeSelection A4.103.1 A site which complies with at least one of the following characteristics is selected: 1. An infill site is selected. 13 ❑ ❑ ❑ ❑ 2. A greyfield site is selected. ❑ ❑ ❑ 13 ❑ 3. An EPA -recognized ❑ ❑ ❑ © ❑ Brownfield site is selected.' A4.103.2 Facilitate community connectivity by one of the following methods: 1. Locate project within a'/4 p ❑ p .❑. ❑ -mile true walking distance of at least 4 basic services; 2. Locate project within '/2 -mile © p ❑ 0. ❑ true walking distance of at least 7 basic services; 3. Other methods increasing ❑ ❑ ❑ access to additional resources. �Srt, Rfeservatlon. A4.104.1 An indvidual with oversight responsibility for the project has participated in an educational program promoting ❑ ❑ ❑ environmentally friendly design or development and has provided training or instruction to appropriate entities. fDeconstn�ction�%arid Reuse`�'of� A4.105.2 Existing buildings are disassembled for reuse or recycling of building materials. The proposed structure utilizes at E3 ©. Ef ❑ ❑ least one of the following materials which can be easily reused: 1. Light fixtures 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE LV 11L COUNTY q `��1-7-1 PERfvl) i r �.._. < . ' JAN 14 2016 DEVELOP ENT SERVICES REVIEWED DEVELOPMENT :3a.. CQD`n s'" ` " ; `''. ' L SERVICES �na�`" rhe .BMP's (Best Management Practle.es) listed below must be In place during the rainy season October 15 through April 15) and may- be required at other times based on weather and site :onditions throughout the year. The BMP's listed are minimum requirements and additional BMP's :ould be required based on site conditions. _ • Stabilized entry: Provide minimum. 3' to 6° fractured rock 50' long x 15' wide by 6° deep over construction grade fabric. l • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. o Trash bars across the back of all drain inlets. Stabilize all disturbed soilsin the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this. application) d Stabilize all slopes where erosion could occur and cause siltrun off. (Straw, visqueen or erosion blankets may be used for this application) • All. paint, fuel, construction products etc. shall be stored in a'covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm. drain inlet: •. All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of. . the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to - . insure the continued effectiveness of your BMP's. n N45°3600° W ( 999.96') ----------------- ----------------- ��661621(j eM7RdL LA) -4 0Scl-2-3v-Utl a s�2� x{669 �vl�e�evt� cam/ ( . ` • �T� �i ants � ���� L6 I sE1R�-L CUCLt'kr YO geCN^� , _ �rSov�S�O�c3t,e Cv� i o S®dLArCA ' CJD t - eVVCMCA-S .fes c_ Ge VNiPtA a V=TV\AAQC:i-tS" ELL _ __ 60' -LEACH FIELD 9 exiwc S � A-� tap- eU �� l� J ! P (E) BUILDING �O• ' /�N9 t�'Uj` t- A*'rer e Te- Gbk4r�Ol.b'E.S LL I o SEPTIC TANK' I "' s�rAW dzO�LS n+�,4.rTA-k V\ f� W cC 36 I rn PERMIT . AREA OF PROPOSED ) RESIDEN i I g CO LIN�I 01/LOpM NTERVICES , ! SCOPE OF WORK - � - � VIEWED FOR I E c �D MPLIAN , 659.00')• . s Michael J Loegering, S.E.. License # 5328 2550 Amethyst Way Redding, CA 96003 530-247-6988 Project: Garage Addition for Read Residence Location: 9890 Fimple Road, Chico CA The truss designs from Systems Plus have been reviewed by Michael J Loegering S.E. and comply with the general design intent of the above referenced project. I.. S53 - Cr / •. f� EXP cS+� "�Tfl(C�T1lcT BUTTE COUNTY DEC 0 3 2015 DEVELOPMENT SERVICES ' ,&IS ,aq 84) 'BUTTE COUNTY BUILDING DIVISION, APPROVED hl�e- carv, i The following items are responses to the plan check comments for the Read garage addition . . 1. These items are listed onnote 1Aonsheet AO. 2. Added tusheet AO. 3. Added to sheet AO. 4. Added to sheet AO. S. Ok ' G. Ok 7..Added toplot plan. 8. Contractor toprovide. 9. See sheet Al. 1O.Added tosheet A2. 11.Added tofoundation plan. 12. Added note to sheet AO. 13. Astep detail has been added. Handrails are not required,the height is less than 34" and has only two risers. 14. Added note on sheet AO. . 15. Note 1A on sheet AO states that the construction must comply with 2013 CRC | am not sure why this needs to be repeated with a separate note. A plaster weep screed detail has been added to the plans. 16.Adetail has been added. ` 17. Note added tosheet Al. 18.Added tosheet Al. / 19.Added tosheet Al. BUTTE 20. Added toelectric plan. ,/ COUNTY 21.Added toelectric plan. / JAN 14 2016 22.See electric plan. r~ 23.See electric plan. - DEVELOPMENT 24. Not applicable ... nonew HVAC being added. ,~ SERVICES�8 25.��henout|e�mnent�comp��t this requirement. �}� �� /�'�^-�� 7/l��/��J 26. Kitchen outlets currently comply with this requirement.' ' 27.This condition does not occur inthe laundry room. 28. Seee|ectricp|an. BUTTE COUNTY 29. Not applicable.. no bathroom is being added oraltered. BUILDING DIVISION 30. See electric plan. "PROVEE� Kj 31. See electric plan. ' ' ^ 32. See electric plan. 33. All lights are LED and ormotion sensor. See electric plan. 34. All lights are LED with motion sensor. 35. Not applicable. _- ]6. Not applicable. ~ 37. See sheet A/L 9 ` ]O. Not applicable. This conditiondoesnotoccur. 39. Contractor to provide. Structural comments... 1. A detail section cut has been added to sheet A4. 2. This should be 9/A.6 and has been corrected. 3. See note ILA on sheet A0. 4. See detail 2/A7. 5. Plan is corrected. 6. A step detail has been added. 7. The text has been corrected. 8. Information has been added to ledger detail. 9. The note has been changed to delete the reference to these documents. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1509-136 Fax 916/676-1909 Hofman The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45919539 thru R45919602 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r BUTTE COUNTY DEC 0 3 2015 �oQ?,oFEss/oNq �01N10 co C -3P �Py G) DEVELOPMENT Uj 76428 zm Of any SERVICES 1S -�`1sq EXP. 12/31/2016, * * PERMIT # sTq CIVIL �� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWE®® FOR COPE F F C MRLIANCE 2 BY November 17,2B1�E--'— j _ pl� Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineeringresponsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANS1/TPI 1. • f 4 . • . � .p � s,e �B `.'\ . � you ` •t J J ^• r .. , Wot r - rt ilo Jog i - Ap Jog g07 Bos `fx�� 804, Z fA 2 n p N _G - N'v N - 1 �.•� —_—_ _ got J15-3 C Iii.- - t. Y; _ • 1 ` P yl 41. � ' � � 'i ♦ m •i •a fil ,i L J , _ t BUTTE COUNTY: ' BUILDING DIVISION i • 4 + ROOF TRUSS LAYOUTsc.-Le orm 4 y APPROVED [] o` p- ll�����Hofman tt5WI36 Dumam s :r r r• , Job Truss Tess Type NAILED ply tbnren 4x10 =NAILED 2x4 II NAILED NAILED 3:14 D AD AE E AF AG AH F AI 1Q11y SPACING 2.0-0 845918539 1509.136 A01 FOP GaiDER / 3 Job Reference o rona ----------- --•---• --• •�-••-•�w^• r.uw s yep of arta mrreK mauwles, ma 7ue Nov 17 05:19:57 2015 Pa e 1 ID:k7bpXKM+/XVXrJ081Gr wryPI 1atUbVE7gR6avHO066UJ310mYpO9UItK�nthylUo -z-0T 9.14 16-0-0 I 11d -1s ts-11a + z2-&0 I 197s 99-0-0 I x1.82 1 a, 500 r]7- 9.9-14 2.8-2 Sd-19 5-0-9 58.9 S69 S&9 - 54-19 2-8.2 93-14 2.0-0 NAILED NAI LE NAILED NAILED _ 5.00 12 ` - 4x10 =NAILED 2x4 II NAILED NAILED 3:14 D AD AE E AF AG AH F AI C SPACING 2.0-0 B OEFL. <IA I/defl d PLATES Y X AV AW WAX AY V U AZ ZX4 II 44 = TC 024 4X5 = 2X4 II NAILED BA = HJC26 NAILED 4X10 = NAILED MT20 220/195 NAILED NAILED BC 0.58 Ven(TL) NAILED D NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x8 = 4x8 =2x4 II NAILED 4x10 x8 NAILED 5 AJAK G ALAM H ANAO AP AO J AR AT AS K AU 3X4 L Scale =1:90.4 BA T BS S BC R B@DBG BF O BH BI BJ P O NAILED 2x4 II NAILED 4x10 = 2x4 II NAILED 4X8= 2X4 II 4x5 = 4x12 M18SHS =BU=D NAILED HJC26 NAILED NAILED NAILED NAILED NAILED 33.14 6-0-0 11-4-13 18.11.7 22-8.0 28-0-9 39-7-9 38-0-0 41-8-2 450.0 3-3.14 2.8- Sd-1�.. SA -9 SJ. crs_o LOADING (psi TCLL 20.0 SPACING 2.0-0 CSI. OEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snov=20.0) Plate Grip DOL 1.15 TC 024 Vert(LL) -0.61 T >886 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Ven(TL) -1.51 T >359 180 M18SHS 220/195 BCLL 0.0 • Rep Stress Ina NO WB 0.54 Horz(1L) 0.23 M n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 786 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btf G *Except* D-H,H-K: 26 DF SS G BOT CHORD 2X6 DF SS G WEBS 2)(4 DF Stud/Std G REACTIONS. (io/size) B=3441/05-8, M=3454/OS-0 Max Horz B=53(LC 49) - - Max Uplift B= 589(LC 6), M=-591 (LC 7) Max Grav B=3546(LC 29), M=3562(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1043-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD Bim -8307/1305, C D==8880/1418, D-AD=8113/1311, AD -AE= -8117/1311, AE -AF= -8119/1311, E -AF= -8124/1312, E -AG= -173072804, AG-AH=173072804, AH AI=17307/2804, F -AI= -173072804, F -AJ= -173072804, AJ -AK= -173072804, AK-AL=173072804, G-AL=173072804, G-AM=174122824, AM-AN=174122824, H-AN=17412/2824, H-AO=174122824, I -A0=-174122824, I -AP= -174122824, AP -A0=-174122824, AQAR=-174122824, J -AR= -174122824, J -AS= -8154/1318, AS -AT= -8150/1317, AT -AL)= -8147/1317, K -AU= -8144/1317, K -L=-8913/1426, L -M=8337/1312 BOT CHORD B -Y=414611643, X -Y=1146/7843, X -AV= -2188/13947, AV-AW=2188/13947, MAW -2188/13947, W -AX= -2188/13947, AX -AY= -2188/13947, V-AY=2188/13947, L14-21811/13947. U-AZ=2929/18390, AZ -BA= -2929/18390, BA -BB= -2929/18390, T -BB= -2929/18390, T-BC=2929/18390, S -BC= -2929/18390, S-BD=2929/18390, BD-BE=2929/18390, R-BE=2929/18390, R-BF=2200/14004, BF-BG=2200/14004, BG-BH=2200/14004, Q-BH=22o0/14W4, Q -B1=2200/14004, BI -8,1=2200/14004, P-B,t--2200/14004, 0-P=116617671, M -O 1166f7671 WEBS C -Y=332191, C -X=164/733, D -X^3782907, E -X=6292/1028, E -W=0/306, E -U=-588/3625, F-11=-095249, G -U=1168212, G -T=01360, G -R=1055/190, I -R=741270, J4R=59613676, J -Q=0!302, J4-8321/1033, K -P--3802918, L4P=165!737, L-0=-334/91 NOTES- (17) 1) 3 -ply truss to be connected together with 10d (0.131"x33 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-0-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as.(F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --11.33 4) TCLL: ASCE 7-10; PF --20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. BUTTE COUNTY BUILDING DWISK-IN QFtpFESS/0/y NlO ���PNpT �hF1�2 w r° 76428 �z m v M S EXP. 12/31/2016 Civil. OF rAl l IVOVefllDef 1 /,2015 WAANING - voldfr use tll wip�rametersandPoEAD Nos de ON 7MS AND INCLUDED 4DIH(R236tANCE PAGE 110F7Q7rer. iMW/2015 BEFORE USE. ��� Design valid far use a use. with M7ek61 eamaetaa. lfm designs h based only upon parameters shown and is for an irdNidu l bub component. not o bus system Before use, tha buBdng designer must verily the op ability of design porometers and sdr9 � building design. BrocM indicated is to prevent bucUng of IndMdud hus web and/or chord m� �M incorporate the design'vsto the overall aNy. Additiorsdtemporaryandpemxv*ntbraci MiTek• m8 s always required for stability and to Prevent collapse with possible pesorsd h11M1xY and pnlperly damage. For generd guidance regarding the fabrication storage, delivery. erection and brocing of huses and truss systems, see ANS( MI QuWy C&eda DSB-89 and BCSI BuOdbV Compm d 7777 Greenback lane Sdefirmlormallon available torn Tors Rate Futihrte. 218 K Lee Sheet. Suite 312. Alexandria VA 22314. Suite 109 858 Job Truss Truss Type Qty Pty R45919539 jJ'ob'Reference 1509-136 AOt HIP G9tDFR 1 .3 (optional SYs1EM6 Rus WM93ER CO, ANDERSON, CA 7.640s Sep 29 2D/S M7rek Industries, Inc Tue Nov 17 05:19:57 2015 Pape 2 NOTES- (17) ID:k?bpXK)v/?XvXrJOOiGI_wzyP90N-1 aU WE7gRSK2AvHOCBBW310mYp09UILKDdnthylLiO 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other five loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Wads. 10) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 Ib uplift at joint B and 591 Ib uplift at joint M. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fority model was used in the analysis and design of this truss. 14) Use USP HJC26 (Witt 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 32-11-4 oc max starting at "-6 from the left end to 38-11-10 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148")G") or 3-12d (0.148'4.25' toe -nails. For more details referto MiTek's ST -TOENAIL Detail 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead+ Snow (balanced): Lumber Increase= 1.IS, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D= -6O, D -K=-00, K -W-80, B -M--20 Concentrated Loads cab) Vert: D= -99(F) 1-1=99(F) V=34(F) X=362(F) P --362(F) K=99(F) AD= -99(F) AF=99(F) AG=99(F) AH= -99(F) Ah-�9(F) AJ=99(F) AK=99(F) AL=99(F) AM= -99(F) A0=99(F) AP --99(F) AQ=99(F) AR --99(F) AS=99(F) AU=99(F) AV=34(F) AW=34(F) AX= -34(F) AY=34(F) AZ --34(F) BA= -34(F) BB ---34(F) BC=34(1`) BD= -34(F) BE --34(F) BF= -34(F) BG=34(F) B1 -34(F) Bir -34(F) BJ=34(F) BUTTE COUNTY BUILDING DIVISION APPROVED AWARNING -Vmay das/gn pa"W"Gre s a"WREAD NOM ON 71eSAND INCLUDED XIM AG:MANCE PAGEWI-74" ser. IM405 WFOiW USE. Design valid forme only wiM MTekAI cannectas. lies design iz basedpes. upon parartseten zhowrs and rs for on indnidpl but ��• o hues system. Before use, the bsnlc5rg designer must verfiy fhe applicobi4ry of desmon parameters and �8 cornporrent not properly trreapaota fles design Into ose over<AAA buldorg clesigrs, &xu+g hrdreated is to preverd buidng of indrvldud inns web and/or cinord members ordy. Addi6and temporary and peanarrent brachsg M ITB k• b aNvoys regsmed for sfr,>mBry and to prevent rise with Posn'61a porsand'vyury and properly damage. Far genesd guidance reg®d'ng iha fobricatian storage. delivery. ereefion and brocvg d pusses and bus systems see ANSI/1M1 QuoOy Cn@atla D56$9 and 6051 Componed 777r Greenback Lane Sdafy 6dornsdlm ovraid5le from Trus flats truBkste. 218 N. Lee Sheet Ssife 312 Alexorsdtia, VA 22314. SutD 109 CFtrus15, CA 95610 Job - Truss a Tes Type Qty Ply Hufisen 1509138. A02 HSP 1 1 R4591B540 LOADING (pso 109 CMM hd CA 95810 ' Job Reference (optional) s aalJMlrex rlRu5ele5, IIIC IYe NDV 1l e521T.W 2015 Page l ID:k7bpX10vI►XvXrJ08iG wzyP90N S99k7G9)j1k11M0yiJg8ldMUGlp MmgQOBrSTOyILhz 19-6-14 �1 25-5231-3.7 37-0-0 45-0-0 47 0.0 2.0-0 4.3-14 5-8-2 5.8.9 5.10.5 5-10.5 F s•10-5 I 5$9 4r 314 2-0-0 Scale = 1:84.7 Sri _ 5.00 fi2 D 4x12 = 2x4 11 4X8 = 4x10 = 47d = AB E F AC An G w I AP 5x6 = J -- - -- T Q r v N 4x8 = 2X4 II 4x12 = 2x4 11 b14 MiBSHS = 2x4 11 4x4 = 4712 = 2x4 11 - 47® _ 4x10 = 7x14 M18SHS = d, A tla d � 43.14 8-0-0 13.8-9 E F- 19-0-14 25•&2 31.3.7 37-0-0 40-0.2 45-0-04. ' d-9_-14 3.8-2 S -a -a S10 i S 16G S 1f)s t1�9 &&2 Plate Offsets (X.Yt_- [13.04-0.0-1-14t fL:0-",0-1-141 M iT®k' property generd "Once m9adi g fha fabriaatbn storage, delivery. erection shit broccg al fnrsses and truss systems, see ANWMI Qvcoy CdWki6 DSB-a9 and WN Building Componed Sdefy bderrm Mm watrsble ham Tons Hate i sriMe. 218 N. tee Street Sute 31Z Alexandria, VA 71314. 4-14 LOADING (pso 109 CMM hd CA 95810 ' TCLL 20,0 SPACING- 2-0-0 CSI- DEFL_ in pox) Udell L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.78 RS >690 240 MT20 220/195 TCDL 10.0 Lumber DOL 1-15 BC 0.76 Ven(TL) -1.70 RS >318 180 M18SHS 220/195 BOLL 0.0 • Rep Stress Incr YES WB 0.85 Horz(TL) 0.35 L We n/a BCDL O Code IBC2012lrP12007 (Matrix -M). Weight: 264 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 OF No.18Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-15 oc purlins. D-H,H-I: 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 9-15 oc bracing. BOT CHORD 24 OF SS G WEBS 1 Row at midpt E -V, G -P, 1-0 WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1920/0S-0, L=1920/0-5-0 ' Installation guide. Max Herz B=-06(LC 11) Max UpliftB=-270(LC 6), L=270(LC 7) Max Gray B=2208(LC 28), L--2206(LC 28) FORCES. (lb) -Max Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=5232/514 C -D=-5233/556 D-AB=4781/523 E AB= 4789/522 —8928/984, F -AC= -8928/984, AC -AD= -8926/984, G -AD= -8926/984, G -H=7608/839, H-1=-7608/839, I -AE= -4790/522, J-AE=4783/523, J -K=-5234/557, K -L=5231/514 BOT CHORD 13-A-4125/4813, V -W=425/4813, U -V=749!7607, T -U=7498607, S -T=-749!7607, RS= -894/8927, Q -R=894/8927, P -Q=8949927, O -P=7438606, N-0=424/4813, L -N=42414813 WEBS C -V=-396/101, 134-1124111692, E -V=3193/388, ES=164/1489, FS= -568/145, G -P=-1492!171,1--=-1868, 1-0=-3190/365, J-0=123/1693, K-0=395/101 NOTES- (1� 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.0psf h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other five loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-5-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint B and 270 Ib uplift at pint L. 11) "Semi-rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY APPRt�'E�► QROFESS/ON TNIQ U 76428 �z 0 m M * EXP. 31/2016 } f OF CALW" kine mtsnr 17 IM11 c WARMNG -Varey dasW Pia andRFAD NOTES ON 7M5 AND lIrCLUDED 40i6x RJ36tANCE PAGE IIOF7177 nor. f0,0.74016 BEFORE USE. Design vdid for use onty with MneIrS connectors. This design's based only upon parameters shown 0-4 is for on kxffAdvd building component, not a buss system Before use, the building designer must verity the applicability of design parameters and Incorporate this design propM4y foto the overall bvdcb g deign. Bracing indicated h to prevent buci�rg of individual tons web anal/a chord members only. Additional t Is always reghAed for stability orad to prevent ernporory and permanent bracing with posilble persarid'k*xy and damage. For M iT®k' property generd "Once m9adi g fha fabriaatbn storage, delivery. erection shit broccg al fnrsses and truss systems, see ANWMI Qvcoy CdWki6 DSB-a9 and WN Building Componed Sdefy bderrm Mm watrsble ham Tons Hate i sriMe. 218 N. tee Street Sute 31Z Alexandria, VA 71314. TM Greenback lane Suite 109 CMM hd CA 95810 ' ID:k?bpX10W1XvX6J(: i -L7-; 904-OXHUYyBiFyL; L k' 75kcZftsgli uylU. 11210 5.3.14 I 10-0 0 18.2.2 22 8-0 28-9-14 S5-0 0 S 8 2 45 x0 47 x0 . 53.14 4-8-2 &2.2 8.314 83.14 8-2-2 4.8-2 53-14 2-0-0 . Scale = 1:64.7 a 520 5.00 12 34 — U8 — D Z F 34 =34 = 5x8 = G 'HAA I R u v 0 H M 08 _ 4x8 = 4x12 MI SSHS = 2x4 II 3x5 = 4x8 =4x8 = 9x5 = 4x12 M188H8 = 10-0-0 16.2-2 EMIo 28-9-14 35-0-0 45-40 10-0-0 -2 f42 s -2 s 14 s a 14 10-0-0- Plate Offsets (X.Y)– 18.0-0.0.0-0.41, [x.0-0-0.0.0 41 b Truss Truss Type t y Py Horman SPACING- 2-0-0 r15 DEFL. in (roc) Vdefl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 845919541 - Ven(LL) -0.68 P >798 240 08.1388 A03 � �. 1 1 M18SHS 220/195 BCLL 0.0 • SYSTEMS PLUS LUMAPR[Y) ANEF - CA Horz(fL) 0.41 K n/a n/a .,..._..__.........-...-_._.__.._,. Job Re�rence o ions ID:k?bpX10W1XvX6J(: i -L7-; 904-OXHUYyBiFyL; L k' 75kcZftsgli uylU. 11210 5.3.14 I 10-0 0 18.2.2 22 8-0 28-9-14 S5-0 0 S 8 2 45 x0 47 x0 . 53.14 4-8-2 &2.2 8.314 83.14 8-2-2 4.8-2 53-14 2-0-0 . Scale = 1:64.7 a 520 5.00 12 34 — U8 — D Z F 34 =34 = 5x8 = G 'HAA I R u v 0 H M 08 _ 4x8 = 4x12 MI SSHS = 2x4 II 3x5 = 4x8 =4x8 = 9x5 = 4x12 M188H8 = AWARNINO - vaer dastn a-- andRFJID N0M ON 7NIS AND INCLUDED 40tH( RlSFERANCE PAGE 1191.74" rev. 1ammis aEFORE USE Design valid for use only with MiTek® connecfar . This design Is based ONY upon parameters shown and is for an Irxfivk of txnld ng camponent, not a hiss system. Before use, the building designer must verify the appbeabi ty of design parameters and properly incorporate this design into the overe0 building desigm Bracing indicated is to prevent bucking of lm&tdud truss web and/or Chad members only. Additional tenporary and permanent brxig Is always raqu4ed for stdAty and to prevent collapse wifh postI I -nonnd U*Ry and properly damage. Por general guidance regarding the fabrication storage. delivery erection and broci g of trusses and tuns systems, see ANS ,,n Qnwtdy CAe k% OSB -89 mrd WSIBuO 777r Greenback Lane Surety Itftn dlao avas'ktle from Truss Hate trnstiture. 218 K Lee Street, Suite 31Z Alexandria, YA 22314. SuBa 109 BG (:A 8561 10-0-0 16.2-2 EMIo 28-9-14 35-0-0 45-40 10-0-0 -2 f42 s -2 s 14 s a 14 10-0-0- Plate Offsets (X.Y)– 18.0-0.0.0-0.41, [x.0-0-0.0.0 41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.81 - Ven(LL) -0.68 P >798 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.93 Ven(TL) -1.52 O -P >355 180 M18SHS 220/195 BCLL 0.0 • Rep Stress Ina YES WB 0.69 Horz(fL) 0.41 K n/a n/a Code IBC2012ITP12007 (Matrix -M) Weight: 208 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1Mr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt ES, H M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 8=1920/0.5-8, K=1920/0-5-8 ' Installation guide. Max Horz B=-80(LC 15) Max UpliftB=-248(LC 6), K=248(LC 7) Max Grav B=2079(LC 28), K=2079(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4512/521, C-13=4484/490, D-2=4109/489, E-2=4110/469, E -F=5961889, F -G-5961889, G -H=5981/889, H-AA=41101409, I -AA= -4109/470, 1.1= 4484/490, J -K=-4512/521 ���c COUNTY V BOT CHORD 5S=425/4109, R -S -573/5961, O -R=573/5961, P -Q=$288534, O -P=-628/8534, BUILDING i1} N-0=-56615981; M -f4=566/5961, K -M=-400/4109 WEBS Com -497/191, DS=73/1315, ES= -2206271, E-0=0/492, F -Q=-682174, F -P=0863, F-0=-682/74, H-0=0/492, H-M=2208271� , I -M=-73/1315, J -M97/192 � �" p t 6 APPROVED v U NOTES- (12) ' 1) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=6.0psF,, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-- 1.33 plate grip DOL=1.33 2) TC LL: ASCE 7-10; Pf=20.0 psf (flet roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for ESS/ONS greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non O0,0F -concurrent with other live loads. 5) Provide adequate drainage to ��, N i0 prevent water ponding.2C QNOZ 6) All plates are MT20 plates unless otherwise indicated. 0-j 'ply 1 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentt with any other live loads. • 0 764 2$ 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 33-0 tall by 1.0-0 wide will W Z T fn between the bottom chord and any other members. 9) A plate rating reduction of 20% has been X p X! applied for the green lumber members. 10) Provide �L EXP 12/31n01 6 mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 248 lb uplift at joint B and 248 Ib uplift at joint K. 11) 'Semi-rigid pits hbreaks with foxed heels' Member end licitly model was used in the analysis and design of this truss.jV 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber T,9 Co. TFOFC A�� Nnuamhar 17 7rt1 S AWARNINO - vaer dastn a-- andRFJID N0M ON 7NIS AND INCLUDED 40tH( RlSFERANCE PAGE 1191.74" rev. 1ammis aEFORE USE Design valid for use only with MiTek® connecfar . This design Is based ONY upon parameters shown and is for an Irxfivk of txnld ng camponent, not a hiss system. Before use, the building designer must verify the appbeabi ty of design parameters and properly incorporate this design into the overe0 building desigm Bracing indicated is to prevent bucking of lm&tdud truss web and/or Chad members only. Additional tenporary and permanent brxig Is always raqu4ed for stdAty and to prevent collapse wifh postI I -nonnd U*Ry and properly damage. Por general guidance regarding the fabrication storage. delivery erection and broci g of trusses and tuns systems, see ANS ,,n Qnwtdy CAe k% OSB -89 mrd WSIBuO 777r Greenback Lane Surety Itftn dlao avas'ktle from Truss Hate trnstiture. 218 K Lee Street, Suite 31Z Alexandria, YA 22314. SuBa 109 BG (:A 8561 ---------.-- ,.,'ova ID:k7bpXIOWtXvXrJO61G w—z—I " u3c8"-8—.2' --""I" r,IB IYp4y5I-0r -0VLY.N:Vi [V114D r Y1"2_9`98.3.14 12-0-0 yP90NskrsmlBb0y4Cui3L ylLhw z -oro 6316 5-8-2 & a-116 s -a -z a•s-1a z-0-0 Scale = 1:84.7 40 = SX6 = 4s®= 4X8 = 54 = •• AA ' AS v N AC M L 4X8 = 2X4 I I 4x8 = 7x14 M18SHS = 3X5 = 4X8 2x4 11 4X8 = • 4x12 M18SMS = 8374 12-0-0 18-11-7 28-0.9 3360 38.82 45.0-0 &314 _ 5-&2 a1t.7 z,_� c„ � e.. LOADING (p5 N MT20 Job Truss Truss Type Oty Py Hotman Plate Grip DOL 1.15 TC 0.59 TCDL 10.0 Lumber DOL 1.15 R45919542 BCLL 0.0 • 1509-138 A04 ►W 1 1 (Matrix -1111) LUMBER - SYSTEMS plus Lijurtsst rn eurmvs:nu ce TOP CHORD 2x4 DF No.l&Btf G •Emept• . Jab Reference Coptionall ---------.-- ,.,'ova ID:k7bpXIOWtXvXrJO61G w—z—I " u3c8"-8—.2' --""I" r,IB IYp4y5I-0r -0VLY.N:Vi [V114D r Y1"2_9`98.3.14 12-0-0 yP90NskrsmlBb0y4Cui3L ylLhw z -oro 6316 5-8-2 & a-116 s -a -z a•s-1a z-0-0 Scale = 1:84.7 40 = SX6 = 4s®= 4X8 = 54 = •• AA ' AS v N AC M L 4X8 = 2X4 I I 4x8 = 7x14 M18SHS = 3X5 = 4X8 2x4 11 4X8 = • 4x12 M18SMS = 8374 12-0-0 18-11-7 28-0.9 3360 38.82 45.0-0 &314 _ 5-&2 a1t.7 z,_� c„ � e.. LOADING (p5 GRIP MT20 220/195 TCLL 20.0 2 SPACING 2-0-0 CSI. (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.59 TCDL 10.0 Lumber DOL 1.15 SC 0.76 BCLL 0.0 • Rep Stress Ina YES WB 0.63 BCQL 100 Code IBC2012/fP12007 (Matrix -1111) LUMBER - TOP CHORD 2x4 DF No.l&Btf G •Emept• . D-F,F-H: 2x6 OF SS G BOT CHORD 2x4 OF No.l &Btr G _ WEBS 2x4 OF Stud/Std G DEFL_ in poc) Well Ud Vert(LL) -0.45 O -P >999 240 Ven(rL) -1.11 O -P >485 180 Horz(TL) 0.35 J n/a n/a BRACING TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) X1920/0-5-8.3=1920/0-5-8 Max Hoa 6=-93(LC 15) Max UpliftB=-226(LC 6), t-226(LC 7) , Max Grav B=2180(LC 29), J=2180(LC 29) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=4239/411, C -D=-4055/438, D -Y=3713/421, E -Y=3715/420, E -F=5105/573, F -G=-5105/573, G -Z-3714/420, H -Z=3713/421, H-1=4054/438, I -J=4241/412 BOT CHORD S -R-322/3867, O -R=322/3887, O -AA= -440/5098, P-AA=440/5098, P-AB=440/5098, O-AB=440/5098, N-0=435/5105, N-AC=435/5105, M-AC=435/5105, L -M=295/3868, J -L=295/3868 WEBS C -Q=-723/161, D-0=50/1166, E -0=1682Q02, E -P=0/284, G-O=OQ83, G -M=1692201, H -M=50/1170, I -M=-724/162 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 227 Ib FT = 20% Structural wood sheathing directly applied or 2-10-11 oc pudins Rigid ceiling directly applied or 104)-0 oc bracing. 1 Row at midpt E-0, E-0, G -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BUTTE COUNTY BUILDING «DIVISIIION ®�/ O 09 PRV��jVED� s NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vas&87mph; TCDL=6.Opsf; BCDL---S.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and rightexposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. OQRQF ESS/QNB 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of Z0.0 psf on overhangs Q� non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. y 2C 6) All plates are MT20 plates unless otherwise indicated. C, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. U 7642 $ y m 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-" wide will Lu Z m fit between the bottom chord and any other members, with BCDL = 10.0psf. of Z1 9) A plate rating reduction of 20% has been applied for the green lumber members. 4d- I- I- EXP. 12/31/2016 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 226 lb uplift atjoint B and 226 Ib uplift at' joint J. 11) 'Semi-tigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. J IV 12) WARNING: Engineering is void unless truss is fabricated by Systerns Plus Lumber Co. '9 rFOFC AU Alnvomhnr 17 ani r ®wARMNG-Var0ydestn pammmm and READ NOTES am TMS AND INCLUDED AITTW REFE/t'ANCE PAGE AM7477 ray. 10MJIMS BEFORE USE Design veAd for use only with MiTeW connectors. This design Is based only upon parameters shown and is for an Individual bold ng component, not o tnss system Before use. the bAciing designer must vertly the oPPBcaosrty of design pananeters and Property Incorporate this design into the overall bL4cbv design Bracing Indicated is to prevent buc#ng of Individual lr s web and/or chord members orgy. Additional temporary and permanent bracing is always requtecifor stagy and to prevent copse with possible persond h*ay and property damage. For general guide ce regarding the MiTek' - fabtcatwf% $image. delivery erection and bracing of trusses and toss systems. see ANW MI Gloafdy Cr9ab• OS"9 orad SCSI BWMV Carporod SataFy bsforrrndiao available from Truss Rote InsBlute, 218 K Lee Street Ssite 31Z Alexarscho. VA 22314.. TM Greenback lame Suita 109 - Cfonss bit CA 95610 Job Truss Truss Type Oty ply properly design into one overall budding clessign. Bnodrg indicated is to prevent buclirg of individual truss web and/or chord members only. Additional temporary and permanent bracing a always reciubed for stability to prevent collapse with possible personal "and properly damage. Por general gsukka regarding ore TCLL 20.0 SPACING- 2-" R45919543 FJ:Refarencei 1509.136 A05 Hip � 1 1 Plate Grip DOL 1.15 TC 0.96 VBrt(LL) -0.34 N >999 240 MT20 (optional) r.oaq s xp of !C Mn e[ re0U�l mG nue Nov 11 05:20:05 2015 Pa e 1 ID:k7bpXK)w?XvXrJD81Gr wryP90N o6zdBzDrY8Kv87uwUfFMe14DYmV 10T99TZD8DyILhu z 4'o 7-s 14' 14'0-o 1 B ao zSaa I F2-0-0 I n$z 1 aI1s4 7-314 754'o 111 • Scale =1:832 SI(6 = . 3X5 = 3x5 = 5x6 = n - I L K 4X8 = 2X4 II 3X = 4x12 MT20KS = . 9x5 = 3x8 = 2x4 I I 4x8 — 4x12 MT201t,S = 7.3.14 14'0-0 22.8.0 31-0-0 37.8-2 45.0.0 7•&14 0.R ddn ,. e .. _ _ _ _ LOADING (psf) 1&1.7473 rev. 10AaQe16 BEFORE USE. a sig vied ffo�o only h M7eW cav*dors. This design is based only upon parameters sfrnvn and is for on individual butdtrng component. rot buadrg designer rmust verily the ability of design paraneten and incorporate, this properly design into one overall budding clessign. Bnodrg indicated is to prevent buclirg of individual truss web and/or chord members only. Additional temporary and permanent bracing a always reciubed for stability to prevent collapse with possible personal "and properly damage. Por general gsukka regarding ore TCLL 20.0 SPACING- 2-" CSI. DEFL.. in (loc) Vdefl Ud PLATES GRIP (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.96 VBrt(LL) -0.34 N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.98 L -N >549 180 MT20HS 165/146 BCU- 0.0 • Rep Stress Ina YES WB 0.88 Horz(TL) 0.30 1 n/a Na BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 211 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2z4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied. , BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . 2x4 DF Stud/Std G WEBS 1 Row at midpt E -P, F -L MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=192010-5.8 I=192010-5-8 Installationuide. Max Harz B=-108(LC 11) Max Uplift&=-203(LC 6), 1=-203(LC 7) Max Grav B=2248(LC 29), 1=2248(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD S -Y=-4341/337, C -Y=-4214/365, C -D=-3803/382, D -E=3281/373, E -Z=4041/437, Z -AA= -4041/437, F -AA= -4041/437, F-,=3281/373, G -H=-3803/382, H -AB= -4214/365, 1-A8=43411337 BOT CHORD B•0=-274/3890, P-0=274/3890, O -P-309/3999, O-AD=309!3999, AD-AE=309/3999, N-AE=309/3999, N-AF=304/3999, M -AF= -30413999, M-AG=304/3999, L -AG= -304/3999, + K -L=-245/3890, I -K=245/3890 WEBS C -P=953/198, D -P=33/1007, E -P=-1014/148, E -N=-34/262, F -N=-34262, F -L=-1014/147, G -L=32/1007, H -L=953/197 NOTES- (12) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vas&=87mph; TCDL=S.Opsf, BCDL=6.Opsf, h--25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; E -V C; Partially E -V.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunrent with any other live bads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) oftnrss to bearing plate capable ofwithstanding 203 Ib uplift atjoind B and 203 m uplift at joint 1. 11) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q1,OFESSiON S, �I N 10 O F ,L 76428 �z m re Cr EXP. 31/2016 o� CIVII �P 9TFOFCAL November 17 9M F ®WARNING-WrOydasknpmametaia endREAD NOTES ON TNIS AND INCLUDED tr TJW REFERMCEPAG'E 1&1.7473 rev. 10AaQe16 BEFORE USE. a sig vied ffo�o only h M7eW cav*dors. This design is based only upon parameters sfrnvn and is for on individual butdtrng component. rot buadrg designer rmust verily the ability of design paraneten and incorporate, this properly design into one overall budding clessign. Bnodrg indicated is to prevent buclirg of individual truss web and/or chord members only. Additional temporary and permanent bracing a always reciubed for stability to prevent collapse with possible personal "and properly damage. Por general gsukka regarding ore MiTek' fabrication storage. delivery erection and bracing of busses and buss systems. see ANS 7111 lZooilly CAedq DS649 and SCSI BuOdIng Composed Sdely m/ansdl® available from Tom Plate tr+sWe. 218 K Lee Strcet. Seite 312. Alexandria, VA 72314. . - 7777 Greenback Lmhe Sum 109 Citrus CA 95610- ' - s Job Truss Truss TypeQty Design valid for use only with MnekV connectors. This design is based only upon paranefas shown. and is far an individual bu7dcg component, not o truss system Before use, the bullring designer must verily the cpploccUlity of design pane peters and property incorporate this design into the overall P1 bulling design. Bradng irecofed is to prevent bucking of individual lnuss web and/or chord members only. Additional temporary end pe nanent bracing Is for MiTek' TCLL 20,0 R45919544 1508.138 ADS California PLATES GRIP 1 7bRptyre. TC 0.85 Vert(LL) -0.40 S >999 240 MT20 220/195 TCDL 10,0 D ' na SYSTEMS PLUS LUBBER CO, ANDERSON• CA 7.6405 Sep 79 70+5 Yi7et Irdustries, Inc Tue Nov 17 05:20:07 2015 Page 1 ID:k?bpXlOw?XvXrJO8i wzyP90N-N4NWF:64BadNR2JcHlglA9amaBEVvbSdrk JDSylLhs 10-8-14 22-1048 2-0-0 8.118 9611 1 28.2 160 Tly 8.30 5.0.14 5-0.14 5x11 112 Scale = 1:84.7 06 8A _ 5x8 5x8 = s 5x8 HAF I J I u b K — - -' P 4x8 = 2x4 II 3x8 = 5x8 1N6 = 4x10 = 4x5 = 4x8 = 3x8 = 3x5 = 41® _ 8.11-8 13-0-1 20.2-14 22-10.8 28-1.8 38.5.14 450.0 R-11-8 R.R.11 B-8-14 2.7-1D R 7.A 7-7.A a_u_o mate LIrfSetS (X.Y)— 113:0-0.0.0-0-41, fG:030.Edgel 1M:0-0-0 0-0-41 ' i Design valid for use only with MnekV connectors. This design is based only upon paranefas shown. and is far an individual bu7dcg component, not o truss system Before use, the bullring designer must verily the cpploccUlity of design pane peters and property incorporate this design into the overall LOADING (psf) bulling design. Bradng irecofed is to prevent bucking of individual lnuss web and/or chord members only. Additional temporary end pe nanent bracing Is for MiTek' TCLL 20,0 SPACING- 2-0-0 CSI. DEFL in (hoc) Vdefl L/d PLATES GRIP (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.40 S >999 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.78 Vert(TL) -1.02 S -U >528 180 BCLL 0.0 , Rep Stress Ina YES WB 0.90 Horz(TL) 0.32 M Na Na BQDL 10.0 Code IBC20121TP12007 (Matrix -M) weight: 243 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt I -P OTHERS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1944!0-5-8, M=1930/0-5-8 Max Horz B=126(LC 10) Max Uplift B=-253(LC 10), M=-182(LC 11) Max Grav B=2418(LC 33), M=2363(LC 33) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B•AC=-4817/414, C -AC= -4693/440, C -AD= -0917/368, D -AD= -3748/383, D -AE= -3493!393, F -AE= -34961393, F -G=3989/394, G -H=4197/424, H-AF=3730/373, I -AF= -3715/379, Imo -3197/312, J -AG= -3470/321, AG -AH= -3491/308, K-AH=3577/300, K--=-4513!284, L -AI= -4723/305, AI-AJ=4858/294, M-AJ=4880/284 BOT CHORD B -V=435/4332, U -V=435/4332, U -AK= -290/3780, T-AK=290/3780, T-AL=290/3780, S-AL=290/3780, RS= -222/3811, Q•R=-188/3421, Q-AM1 188/3421, P-AM=188/3421, O -P=-174/3852, M-0=-212/4413 WEBS C -U=-916/172, D -U=-38!1074, F -U=-099/110, FS=27/530, GS=14941198, H -5= -188/1289,H -R= -1328/210,1 -R= -159/1378,1 -P=547/137,) -P=-29!972, K -P=861/188, K-0=-14/474, Lam -440/159 NOTES- (11) 1) Wlnd: ASCE 7-10; Vuft=11Omph (3-seoond gust) Vasd=87mph; TCDL=:B.Opsf, BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --l.33 2) TCLL: ASCE 7-10; PF20.0 psf (flat roof snow); Category 11; Exp C; Parially Exp.; Cf-- 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&-0 tall by 1-" wide will fn between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 Ib uplift at joint B and 162 Ib uplift at joint M. 10) 'Semi-rigid pitchbreaks with foxed 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. BUTTE COUNTY BUILDING APP1 Qq,pF ESS/ON N►o ,y��F2 LU 76428 z m 0 X * EXP. 12/3112016 sTq cjvl�- TFOF CAl-W November 172015 AwARMNG- vaft d -,g- pararrratms andmD N07FS ON 77OSAND INCLUDED 40r6r ROERANCE PAGE 401.7477 rev. 10M12015 WMitE uSE ' i Design valid for use only with MnekV connectors. This design is based only upon paranefas shown. and is far an individual bu7dcg component, not o truss system Before use, the bullring designer must verily the cpploccUlity of design pane peters and property incorporate this design into the overall bulling design. Bradng irecofed is to prevent bucking of individual lnuss web and/or chord members only. Additional temporary end pe nanent bracing Is for MiTek' okvays requced stab&ty and to prevent collapse with possble personal WNy and property damage. Fa general gukdance regadig the fdsrlcation storage. delivery, erection and bracing d trusses and buss systems, see ANSVTPll Qucdly CAedq OSB -99 =d BCS, BuBcMW Comporad Safely hrtanmdlm mallable tram Truss Hate trstilute, 218 N. Lee Street Ssite 312, Alexo ndio, VA 22314. 7777 Greenback Lane Who 109 Cdnrs ts- CA 95810 b Truss Truss Type 27-1-8 351-14 45-0.0 �71A SA -11 fbto rCafif4rrnia 79-31 8-78 Plate Offsets (XY)- IB.04).0.0-041 1Qty 1ply JJbReWrersce 845919545 136 A07 K4Q=-990212, K -P=13/543, M4P=494/181 1 1 ' TCLL SPACING- 24-0 CSI. DEFL in (loc) Udefl L/d a nit agrmararurc Zh-H s,um rrrcrov VL;Bj' u�usa ragas ID:k?bpXlOx/tXvXrJ08iG( wryP90N-94m1NEhH N6zCEvrdHQrXLpn6jrJ�PiKwJIGzpRylLhp 144-14 2.0-0 511.6 Sa110&417 24-2 1 380 0814 5 12 2440 5&14 said 64.11 i Scale =1:84.7 84 = 54 = 48 = W 2x4 II V 3x8 = — . T sem wv 4x12 MT20HS = 4x10 = S K 0 3x8 5x14 1N6 = P 3x5 = 4x8 = n NN 0 \� o 511-0 11-6-1 18-2.1424.10.8 TOP CHORD B -C=5069/477, FAD= -4406/425, D-AD=4277/437, D -AE= -3969/439, F -AE= -3972/439, F-AF=5066/458, AF -AG -5066/458, G-AG=5066/458, CH= -52V/454, H-1-3818/318, 27-1-8 351-14 45-0.0 �71A SA -11 "44 0.710 79-31 8-78 Plate Offsets (XY)- IB.04).0.0-041 IG.03-0 Edgel [N:0-0-8.0-0-01, IR:0-5-00-3-01 Q -R=149/3394, QAO=-131/4069, AO -AP= -131/4069, P -AP= -131/4069, N -P=-227/4706 WEBS C -V=-683/137, D -V=,50/1300, F -V=-1049/103, F -T=-33/824, G -T=-1558/115, LOA(ps20.0 K4Q=-990212, K -P=13/543, M4P=494/181 NOTES- (12) OQR0FESS/o4, TCLL SPACING- 24-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.49 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(rL) -1.16 S -T >465 180 MT20HS 165/146 BCLL 0,0 • Rep Stress Ina YES WB 0.67 Horz(TL) 0.34 N n/a n/a BQQL 0 Code IBC2012/TP12007 (Matrix -M) Weight: 240 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD 2x4 DF No.l&Btf G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 2-2-0 oc bracing: B -W OTHERS 2x4 DF No. I&Btr G 9-6-13 oc bracing: V -W. WEBS 1 Row at midpt HS, K-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=194510-5-0, N=1929/05-8 Installation uide. Max Horz B=140(LC 10) Max UpliftB=-267(LC 10), N=-200(LC 11) Max Grav B=2592(LC 33), N=2460(LC 33) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE E VOUN 1 i TOP CHORD B -C=5069/477, FAD= -4406/425, D-AD=4277/437, D -AE= -3969/439, F -AE= -3972/439, F-AF=5066/458, AF -AG -5066/458, G-AG=5066/458, CH= -52V/454, H-1-3818/318, B U ILDI NG D I M S !" 14-3316/276,J -K=3722/288, K -L=4598294, L-AH=4650285, AH -M=-4698280, M-AI=4798270, M -AJ= -50991347, N -AJ= -51851323 " i y BOT CHORD B -W=-492/4573, V -V& 492/4573, V -AK= -A72/4583, AK -AL= -412/4563, U-AL=412/4563, T -U --X12/4563, T-AM=377/4878, AM-AN=377/4878, 8-A1-377/4878, RS=149/3394, �J 'd/ ua Q -R=149/3394, QAO=-131/4069, AO -AP= -131/4069, P -AP= -131/4069, N -P=-227/4706 WEBS C -V=-683/137, D -V=,50/1300, F -V=-1049/103, F -T=-33/824, G -T=-1558/115, H -T=-60/1232, HS=1956/302, IS= -163/1355, I -Q=461/139, J-0=81/1062, K4Q=-990212, K -P=13/543, M4P=494/181 NOTES- (12) OQR0FESS/o4, 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vas&=87mph; TCDL=6.Opsf, BCDL=:6.0psf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) ��' NOTNIO y gable end zone; cantilever left and right exposed; end vertical left arta right exposed; Lumber DOL --11.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Gj Gj Unbalanced snow loads have been considered for this design. O7642$ Tn 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs LU U Z T non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. p T1 EXP. 12/31/2016 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 8) • This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 34S-0 tall by 1-0-0 wide will sT CIVIL fn between the bottom chord and any other members, with OWL = 10.Opsf. 9) A 9�FOFC plate rating reduction of 20% has been applied for the green lumber members. AL\F 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 Ib uplift at ioint B and 200 Ib udift at ;:,. a November 17,2015 AWARNIND -V-J 11 des11n pwsa»etes andRM N07E5 ON 7111SAND INCLUDED AUTEN RffHlANCEPAOE MJ -7M ser. 1MaN5 8MRE USE Design void f« use orgy with Mnef:®cwsectan. This design is based only upon parameters shown and k f« an ind'rvidud nl, mol • o hues system Before use, the building designer must verity the spPic®rstY of design parmneters and irc � building design. Bracing ksdcofed is to prevent bucking of individual hiss web ad/a chord members a*. oand to this design hlc Osie overall N prevent ergs'• Additbnd temporary and pmnanenf bracing MiTek• f always n. required f« alive aril to ccSCp� with s sslble Persond Wiry and properly damage. Far gaserd guidano:e regmcling the labrtcnibn storage. deMery. erection and braehsg al isusses and truss systems. see AUWTPIl QucW CA to DS6-69 mrd SCSI Bo&ftg Cosslparsed 7777 Greenback Line SsIIdy fdormallo0 available from Truss Rote Institute. 218 K Lee Sheet, Suite 312, Alexandio. VA 22314. Suile 109 APPROVED i BUTTE COUNTY SYSTEMS PLUS LUMM CO, ANDERSON, CA 7.840 s Sep 29 2D15 Welt InduAdes, Inc. TLe Nov 17 0520:10 2015 Page 2 IDA? bpXlOw?XvXrJOBiGf wzyP90N-94mMhH_NB2CEvMHQrXLpnB)nAPiKvuJlGipRylLhp NOTES- �1� 11) "Semi-rigid pitchbreaks with foxed heels" Member end fusty model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P b Tnsss Tnas TypeQty1bOrsanR4591B545 1]8 - A07 CaSromta 1 - 1 Job Reference (optional) e BUILDING DIVISION AWARMNO-VelOy des19n parameters and READ N07ES ON 7705 AND INCLUDED MlTE7CR6ERANCEpAGEy1F7I7]iev f0,0]l2W56EF0l�USE a�hsares v�tem'«Be�oie�ise�t eM� c dmneeton. This des�n is based poNnNy upon parraneten shown and is for an ird'rvkltxsl bu8darg exmfponent, not sn ng goer must verity the appBcebiYly of design parorneters and properly Incorporate this design into the overall dwdlingays d � Indicated �h to prevent bucl�rg of Individual hiss web and/or chard mben emonly. Additionaltenpaoty and pamonent bracing M iTek' erection tdNlrnlion :tors deBverY, m and collapse with PssPol oe Personal input' and prtyerty damage. r« general gWdregaregardingorxe gordthe • ge• bradrg d busses and puss systems, see ANSI/iPlt Qua* Cx9eala DSB-99 ®d BCL Bo9d6rg Con@oned 77'x7 Greenback lam SOdY Htarrtrdlen avcdtable Irwn Truss flats ix6l0e. 218 K Lee Street. Suite 312 Alexanxirfo, VA 22314. Sufte 109 • CA BSS•IO SYSTEMS PLUS LUMM CO, ANDERSON, CA 7.840 s Sep 29 2D15 Welt InduAdes, Inc. TLe Nov 17 0520:10 2015 Page 2 IDA? bpXlOw?XvXrJOBiGf wzyP90N-94mMhH_NB2CEvMHQrXLpnB)nAPiKvuJlGipRylLhp NOTES- �1� 11) "Semi-rigid pitchbreaks with foxed heels" Member end fusty model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P b Tnsss Tnas TypeQty1bOrsanR4591B545 1]8 - A07 CaSromta 1 - 1 Job Reference (optional) e BUILDING DIVISION AWARMNO-VelOy des19n parameters and READ N07ES ON 7705 AND INCLUDED MlTE7CR6ERANCEpAGEy1F7I7]iev f0,0]l2W56EF0l�USE a�hsares v�tem'«Be�oie�ise�t eM� c dmneeton. This des�n is based poNnNy upon parraneten shown and is for an ird'rvkltxsl bu8darg exmfponent, not sn ng goer must verity the appBcebiYly of design parorneters and properly Incorporate this design into the overall dwdlingays d � Indicated �h to prevent bucl�rg of Individual hiss web and/or chard mben emonly. Additionaltenpaoty and pamonent bracing M iTek' erection tdNlrnlion :tors deBverY, m and collapse with PssPol oe Personal input' and prtyerty damage. r« general gWdregaregardingorxe gordthe • ge• bradrg d busses and puss systems, see ANSI/iPlt Qua* Cx9eala DSB-99 ®d BCL Bo9d6rg Con@oned 77'x7 Greenback lam SOdY Htarrtrdlen avcdtable Irwn Truss flats ix6l0e. 218 K Lee Street. Suite 312 Alexanxirfo, VA 22314. Sufte 109 • CA BSS•IO E JobTnrss 45-041 - Tnss Type a JobTnrss 45-041 - Tnss Type Qty Ply Hothnan • SPACING 2-041 CSI. DEFL in Qoc) Vdefl L/d PLATES GRIP ' 845919548 1509.138 A08 Cammia t 1 Lumber DOL 1.15 BC 0.83 Vert(rL) -1.39 P -Q >389 180 MT20HS 165/146 BCLL 0.0 Rep Stress Ina YES Job Reference (optionaD byb IFWb FLUB- LUMULK W. PNU =KbUN, r:A 1.a9U 5 bep Cr dla mist r e[ IIYIISaleS, urC ue r'Nv r / -- rc N ra r ID k?bp)(IOW1XvXr O8iGfwzyP90NSSuGtNIF;6zcxGPn?QEsTIbuhACQBm3 uJylLhn 12.8.14 2�-0 411 4.8.11 11 2$2 380 a+o-e 4+0.9 8.1� 61-0 8-93 2-0-0 • Scale = 1:852 5A AD I I S -- p --- p --- - 011 - Sx8 = 4x12 MT20HS = - 5x14 = Sz5 = 4x8 = = 7x8 9-&1 18.2.14 20-0.05411-12 _ 45-041 - !r-&1 s -a-14 9-9-2 8.11-12 10.0.4 Plate Offsets 0(.Y)— 1B:0-0.0 0-0.41 MO -3-0 Edge) [M:0 -0-0.0-0d1 0:0-7-0,0-3-01 ` LOADING (psi) SPACING 2-041 CSI. DEFL in Qoc) Vdefl L/d PLATES GRIP ' TCLL 20.0 (RoofSnow=20.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.45 P-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(rL) -1.39 P -Q >389 180 MT20HS 165/146 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(rL) 0.29 M n1a n1a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 218 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 DF No. I&Btf G TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins. BOT CHORD Zx4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. WEBS 2x4 DF Stud/Std G-Excepr WEBS 1 Row at midpt H -P, J -P H -Q: 2x4 DF No.2 G MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in aocordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1946/0-5-8, M=1927/0-5-8 Max Horz 8=149(LC 10) Max UpliftB=-273(LC 10), M=-210(LC 11) Max Grav 6=2377(LC 31), M=1927(LC 1) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD &C=-4580/564, C-2=4104/482, D -Z=-4005/474, D-AA=3710/471, F -AA= -3713/471, BUILDING DIVISION F -AB= -5139/562, G-AB=5139/562, G-AC=5523829, H -AC= -5374/842, H-AD=2848/304, I-AD=2739/313, I -AE= -2744/325, J -AE= -2783/310, J -K=3414/314, K -L=3544/299, L -M=3847!376 APPROVED BOT CHORD B -S=-586/4131, RS= -524/4457, Q -R=524/4457, Q-AF=337/3621, AF-AG=337/3621, P-AG=337/3621, P-AH=159/3008, AH -At= -159/3008, O -A1=15913008, M-0=251/3475 WEBS CS=484/160, DS= 71/1209, FS= -12401133, F-0=43/998, G-0=-2355/337, H-0---293/2289, H -P=1712/322, I -P=158/1809, J -P=914233, J-0=47/479, L -O=-543/195 NOTES- (12) 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS ESS/pN (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 Q?,OF �GQ ` T N �O '9� 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load of 19.0 or 2.00 times flat roof load of 20.0 on overhangs IL greater psf psf non -Concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 7642$ 7 6) All plates are MT20 plates unless otherwise indicated. W M 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live bads. Q 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will EXP. 12/31/2016 fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of tniss to bearing plate capable ofwitiWanding 273 Ib uplift at joint B and 210 Ib uplift at �'T civil_ �TFOF 11))'Semi-rigid pitchbreaks with fixed heels' Member end fudty model was used in the analysis and design of this truss. CAi- 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. November 17,2015 WARNING -Verfly das#n permnatars and READ NOTES ON TMS AND UICLWED WW REFERONCEPAGE IOF74" rax IMM15 BEFORE USE. " Design V d far use only with MffekO ccrnectom This design is based ooNNyy upon poranetens shown. and b for an Irnd'wxhrd building canprxnenI. not a huss system Before use, the bung designer must verily the app®cci0ifity of design parameters and properly incorporate this deli fps into the cverd building design Bracing indicated is to prevent bucking of Individual tuns web and/or chord members army. Additional ternpaary and permanent bracing WOW OW Is always required for sI I'Ity and to prevent collapse with possible personal b*sy and properly damage. For generd guidance regarding the iabrI tion, storage. doWery, evecfio n and larochg of trusses and hors systems. see ANyRpn Quany Cr wkL Du49 and SCSI Buading Conwooed .. TT77 Greenback Lane sura 109 Sallefy bdamdloo available from Truss Rate hndf urfe. 218 K Lee Street. Suite 312 Alexandria VA 22314. Citrus hlsCA 95810 Job Truss Truss Type Oty Ply IbOresi TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in poc) Vdefl L/d R4591954-1 1509136 A09 California1 Vert(LL) 1 MT20 220/195 TCLL 10.0 DOL 1.15 BC 0.78 Vert(TL) -1.35 R -T >399 180 JobReference o lona SYSTEMS PLUS WL03H2 CO. ANDERSON, CA 7.640 s Sea 29 2015 KbTek bdusties, Inc Tea Nov 17 05:20:14 2015 Page1 ID:k7bpX1Ow?XVXrJO8iGLwzyP90N-1 fH32KVQLTeJW4NVGwTVfynSOZ0e4OUENEyGyILh1 10$14 8,042 266 76.1 1 26-2 766 111-1 7-11-1 111-1 9-16 616 695 266 Scale =1:832 5x8 II Ord —_ 4X12 MT20NS = 7X8 —_ 4x8 = 4x5 = 3x5 = 416 _ 4x8 = 5x8 = 7-8•: 14 LOADING 22:0-15 29^3^9 39-9-14 450.0 LOADING (pyo November 17,2015 TOP CHORD B-AB=4347/450, C-AB=4167/464, C -AC= -38731469, E -AC= -0876/469, E -AD= -0177/639, BUTTE COUNTY F -AD= -6177839, F -G=-8588!/12, G-AE=3800/373, AE-AF=3719/380, H -AF= -3665/389, = H -I=-3797/456, 1-AG2955/315, J -AG= -3027/290, J -K=3554!358, K -L=3683!343, BUILDING DIVISION TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in poc) Vdefl L/d PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.47 R -T >999 240 MT20 220/195 TCLL 10.0 DOL 1.15 BC 0.78 Vert(TL) -1.35 R -T >399 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES ve 0.90 Horz(TL) 0.30 M n/a n/a BCDL 100 Code IBC2012/TPI2007 (Matrbx-NI) Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btf G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No. 188tf G BOT CHORD Rigid ceiling directly applied or 841-0 oc bracing. WEBS 2x4 DF Stud/Std G -Excer WEBS 1 Row at midpt G -R G -T: 2x4 DF No.2 G recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) B=1950/05-8, M=1924/05-8 Max Horz 8=149(LC 10) Max Uplifter 275(LC 10), M=-209(LC 11) Max Grav B=2365(LC 31), M=1924(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. November 17,2015 TOP CHORD B-AB=4347/450, C-AB=4167/464, C -AC= -38731469, E -AC= -0876/469, E -AD= -0177/639, BUTTE COUNTY F -AD= -6177839, F -G=-8588!/12, G-AE=3800/373, AE-AF=3719/380, H -AF= -3665/389, = H -I=-3797/456, 1-AG2955/315, J -AG= -3027/290, J -K=3554!358, K -L=3683!343, BUILDING DIVISION L -M=3849/345 BOT CHORD B•U=-489!3874, T -U=-59515051, S -T=440/4511, S-AH=440/4511, AH -A1=-440/4511, APPROVEm R-AI=440/4511, R-AJ=137/2535, 0 -AJ -1 37/2535, O -AK= -137/2535, P-AK=137/2535, P-AL=149/3002, AL-AM=149/3002, O-AM=14913002, M-0=-222/3479 h arways requked lot:taally ad to prevent aoQopre with pamdYe persornd Wray ad properly damage. For gg,eraa gwda oa regozdvsg the WEBS C -U-39/1235, E -U=1635/175, E -T=59/1470, F -T=2714/358, G -T=-293/2451, Ge G -R=1679/279, H -R=383/126, 1-R=-279/2032, I -P=131/916, J -P=-7781234, J-0=-83/515, L-0=-299/176 Sudety ava�ste from Tum Rate trssOtute. 21 B N. Lee 51reaL SJIe 312, Alexorxirla, VA 22311. NOTES- (12) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=6.Opsf; h=25ft; Cat. 11; EV C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psfor 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 1-" wide will ft between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint B and 209 lb uplift at joint M. 11) 'Semi-rigid pitchbreaks with foxed heels' Member and fixity model was used in the analysis and design of this truss. OQ?,OFESSI ���P�pSNIQ yF�F2c 0 1U v 76428 z m v Xl s EXP. 12/31/2016 ILA 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. November 17,2015 AWARNUIG -Vg9y dsign P03angtOm and READ NOTES ON TMS AND 1NCLUDED AUTM R19=ERANCE PAGE 9or44" nw. /0100!1015 BEFORE USE Design vatd for use only wish Mnek®carXsectoa. Ttsrs desilgs rs baseda�hy upon parameters shown and h for on individud bu7dhng cornporsenL not o Inns system. Before use, the be9drp desigrcr must verly the oppfx:ssbifify of design pwraneters and properly incorporate Mrs design ksto 9se werc0 MR, buAdrg desl�s. Broeirg ksdkofed Is to prevent bucldag of individud inm web and/or dsord members Duty. Addifbnad terr>Ksarary and permanent brxire 1 V I h arways requked lot:taally ad to prevent aoQopre with pamdYe persornd Wray ad properly damage. For gg,eraa gwda oa regozdvsg the Ge labricafxxs storage. deivery, erection and brac4t8 d hsmez and buss systems sea ANStr%1 QucDly CrBerlq DLl$9 and BCL BuBdlop Gnnpomd T7T71§eenenb ads Lane Sudety ava�ste from Tum Rate trssOtute. 21 B N. Lee 51reaL SJIe 312, Alexorxirla, VA 22311. SuPoe 109 Carus Helolds. CA 95610 Job Truss Truss Type 1 Job Truss Truss Type Qty Ply - bsstdng desgn. Bradng huficated is to prevent bucking of trdividud frtrss web and/or cfrord members arsty. Addi6ond temporary and permarsent bractrsg WOW 845919547 1509-138 A09 ca fomb 1 1 - CPou CA 95610 Job Referertoe (optiortao SYSTEMS PLUS WEWHt COND , AERSON, CA 7.640 s Sep 29 2015 MTet Wushks, hm Tue Nov 17 05:20:14 2015 Page 2 ID:MpX Ow7XvXrJOBiG1 wzyMON-1f1132KVQLTejlAgftN wTVfyn50ZAe4OUENEBy(ylLhl a BUTTE COUNTY BUILDING DIVISION �®VE® APP a AWARNINO-VeAy dBstgn parmneters endREAD MOM GAF MS MD fNCLOOED N07Hf REFERANCE PAGE WF74TJ my. fOieR/Mf( 6EADRE USE. Design void fa use only with Mifek(9 comecfors. This design's based orly upon po�aneters sfrnvn. onda for on ird'rvidual buidhg component. not a truss system Before ssse, the Gs0i9rg desigrer mull ver6y the app6c�r ly of design poraneten ord propeAy irscorporole lNs design into 6'se overc0 IS bsstdng desgn. Bradng huficated is to prevent bucking of trdividud frtrss web and/or cfrord members arsty. Addi6ond temporary and permarsent bractrsg WOW t: always reglmed for zlam3ly and to prevent �=B wigs posvble persorsal irtisay and properly damage. Far gersersd gWdorsce regad'vsg the f�ricaGon storage. de5very', erecfion arsd broctrsg of busses and buss systems. see A fgyFpf Qty ��q D58-69 ®d SCSI RoBdlny Conspoaed Sda1y fetamdlno avail�le Irorrr Truss gate tratilute. 218 K lee Sheet, Suite 312 Alexossdrq. VA 72314. nn GreenbackLaneit Su109 - CPou CA 95610 Job Truss Truss TypeQty CSI. Ply Hobrren Vdefl Lid PLATES GRIP TCLL 20'0 R459tesaa t50313a Ato cAUFowdw OIRDH2 -0.43 U -W 2 Job Reference (optional) .11brC MN WMa . Dov .� ID:k7bpXlQwiXvXrJbFI.LwZiyP90tV-wcWZN7UZi3870QIC_ ig iW-7 u;ltw(!P52yILhh 5:1 8$14 1 -14 6315 12!1' d- s sal -1 si2-2 39.9.2 47-0-0 z-0-0 581 38-0 4.1-1 a7-1 al -1 4•l-1 41-1 a-7-1 5.2-1a z-0-0 Scale =1:8.9.2 5x8 = ytA or Y_ — X W v U T. .... .. ..� ..,.. .. 4X102X4 I 4x8 = 4x8 = 4x4 = 414 = 4x5 2x4 I I 4x12 = 2x4 6x8 M18SH5 = 4x5 = R428 . 4x8 = THD26-2 58.1 8-&14 i 12.2-14 18-9-15 i 2t-at5z8-s-a ss -1-12 s3a0 a511.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in poc) Vdefl Lid PLATES GRIP TCLL 20'0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.43 U -W >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.81 Ven(rQ -1.17 U•W >480 180 M18SHS 220/195 TCDL 10.0 Rep Stress Ina NO WB 0.92 Horz(rQ 0.20 N n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix -M) Weight: 532 Ib FT = 20% BCDL _10.0 -- LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btf G TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc puffins. BOT CHORD 24 DF SS G BOT CHORD Rigid ceiling directly applied or 1043-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Ibhize) B 3859 45-0, N=2259/05-0 Max Horz B=152(LC 10) Max Uplift B=-571 (LC 10), N=-263(LC 11) Max Grav B=4271 (LC 31), N=2259(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -AD= -10604/1390, C-AD=10517/1400, C -AE= -12259/1610, E-AE=12259/1610, E -AF= -12259/1610, F-AF=12259/1610, F -G=-8397/981, G-AG=5644/617, AG-AH=5554/625, H -AH= -5486/636, H-1=-3241/370, 1./=-3959/461, J -K=43881482, K -L=-4442/463, L -M=4971/526, M -N=-5051/502 BOT CHORD S -Y=-1373/9823, Y-AI=1362/9721, AI-AJ=1382!9721, X,AJ=1362/9721, W -X=1653/13261, V -W=1647/13243, U -V=1647/13243, T -U=879/1710, T -AK -503/5127, S-AK=503/5127, R -S=-503/5127, R -AL= -269/3773, AL-AM=269/3773, O -AM= -269/3773, P-0=279/4214, N4---381/4632 WEBS C -Y=157/1520, C -X=341/3090, E -X=352/91, F -X=-1706/529, F -W=253/95, F -U=-6110/847, G -U=-330/2827, G -T=3443/502, H -T=-253/2383, H -R=-2925/420, I -R=-2482530, J -R=-039218, J-0=-110822, L-0=479/167, L -P-83/484 NOTES- (18) 1) 2 -ply thus to be connected together with 10d (0.131X)7 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 20 - 1 row at 0-9411 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.W,, BCDL=S.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 10) ' This taus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. BUTTE COUNTY BUILDING DIVISION APPROVED QFt0FESS1pN IDP�pT Nl0 CO 'A� 2 w v 76428 z m EXP. 12/31/2y6 l9TFOF CAL�FO� \ �P KI ---k— 47 9111 G uction of 20% has been applied for the cireen lumber members. AWARNING -Verby design parameters and READ NOTES ON 7WS AND INCLUDED WIEK REFERANCE PAGE 613.7471 rev. 10=2M6 BEFORE USE. • Design valid fa ruse oNy vritn Mnelc®cannectom This design r4based aaddyy upon parameters shown and rs for an individid budding component, not hues Before the =rZ the this Into fine a system. use, designer must verify opplcdbifiy of deign parorneters and property incorporate design overall bo Adi g design. Bracing indicated Is to preverd buckii g of individud truss web and/or chord members only. Addifiasd temporary and permanent broci g M T®k' is always, regrned fa stability and to prevent colopse wits possible persond'ryury and properly damage. For general guidance regarding the fabrication storage. delivery. erection and bracing of busses and truss systems. see ANsVm Qrrdty Cmeft osb-a9 and BCL ftacn g Conpoomd 7777 Greenback Lane SURD 109 Srdety bdormation avalowe from Truss Plate Institute. 218 k Lee Street. Suite 312. Alexandria. VA 22314. CHM Heights- 05610 4 b Truss Truss TypeQtyPty84691954809-136 Des�n vast for use only with Mfrek& caxnectas. This design E based onH upon parameters shown, and h for on incWidual bwldhig canponenl, not bras the buik3rg r a system. Before use, designer must verify the cpp6eabi ty of design panmeters and PopeM Incorporate" design Into the overall !add rg design. 8roabg Indicated is to prevent bucking of vnfividual buss web and/or dsad members aty. Addifiond temporary and permanent faocig Welk' is always required for stability and to prevent collapse with possmle personal b*ay and property damage. ra general guidance nsgard'cng the A10 CALIF(]su11A GIRDf3t t 2 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.840 s Sep 29 2615 Mrret Indushles, Int The Nov 17 05:20:18 2015 Page 2 ID:k?bpX10A7XvXrJOBiGLvayP9OtawcFXvQN?UZ13C7OQk PgVBXA?xLauy49?CPS2ylLhh NOTES (I e) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 Ib uplift at joint B and 263 Ib uplift at joint N. 13) 'Semi-rigid pftdlbreaks with fixed heels' Member end fmdty model was used in the analysis and design of this truss. 14) Use USP HJC28 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 6-" from the left end to connect truss(es) to back face of bottom chord. 15) Use USP THD25-2 (With 18d nails into Girder & 10d nails into Truss) or equivelent at 6-10.8 from the left end to conned truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) 'NAILED' indicates 3-10d (0.148'X3-) or 3-12d (0.148°X3.25') toe -nails. For more details refer to MTek s ST -TOENAIL Detail. 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard 1) Dead * Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=60, C -D=-60, C -F=-60, F-1=40, 1.0=80, B -t--20 Concentrated Loads (Ib) Vert: AE= -91(B) At= -385(8) AJ= -1797(8) JJ`ob"`RmeWreno9 (optional) BUTTE COUNTY BUILDING DIVISION APPROVED AWARNINO-Vefty *9191)paramete/9 andREAD NOM ON 7HIS AND INCLUDEDWM REFERMCE AAGE 6g}7473 rev. 10.312016 BMRE USE. Des�n vast for use only with Mfrek& caxnectas. This design E based onH upon parameters shown, and h for on incWidual bwldhig canponenl, not bras the buik3rg a system. Before use, designer must verify the cpp6eabi ty of design panmeters and PopeM Incorporate" design Into the overall !add rg design. 8roabg Indicated is to prevent bucking of vnfividual buss web and/or dsad members aty. Addifiond temporary and permanent faocig Welk' is always required for stability and to prevent collapse with possmle personal b*ay and property damage. ra general guidance nsgard'cng the fabriaotlon, storage, delivery. erection and bracing d mases and buss systems. see ANW MI Quality Cdadq DSR -119 and V-9 BuIldb p Compooerd 7777 Greerrbadr Lane Safely 6starmdtoo avo5kmle from Tress Mate InsBlute, 218 R Lee Street. Rite 312. Alexandria VA 72314. Sum 109 Class He CA 95810 b Truss Tns Type ---J Qty Ply FbSranr r15 TCLL 20.0 SPACING- 2-" CSI. DEFL in 845818548 x9-138 601 ROOF SPECIAL GIRDER 1 2 Jab Reference (optionao • a, � nw wTo� .v.uos�n, s..s r.eau s Sap as zus s Iwr lex Inausmes, ma rue nov s r os:zv:z1 zvhs Pape 1 ID k7bpXDv7XvXrJOBiGf wryP80N-KBwgXSP Le96770EYSH7k5sDzhnKJ W3'itylLhe -2-0.0 5-59 l 9-10-10 14.8.0 { 18-9 z3a0 z7 -pro 31-0-o I 99$-2 97-0_Ti 2-0-0 53-9 47-6 4-7$ 43-0 450 40.0 4-0.0 2.8-2 9-514 24: Scale =1:69.7 5x6 = E AS U 1 4x5 — 2x4 II 4x4 = J V 44 = 08 = 05 = ti N I� P O N M 4x4 = 20 II THD26.2 axe = 2x4 II 4XS — HJC28 S•59 9-; 0-QO 14$-0 18-9-0 29-0-0 27.0.0 31 _0-0 93.8-2 97-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-" CSI. DEFL in (loc) I/defl Ud PLATES GRIP (Roof SnoY�210. Plate Grip DOL 1.15 TC 0.36 Vart(LL) -027 99 P >9 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert (TL) -0.78 P >584 180 M18SHS 220/195 BCLL 0.0 , Rep Stress Incr NO WB 0.56 Horz(TL) 0.14 K n/a We BCDL 10.0 Code IBC2012/TPI2007 (Matra -III) Weight: 423 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.l&Btf G TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x6 OF SS G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) B=1975/0-5-8, K=310110-5-8 Max Horz B= -111(1_C 53) Max UpliftB=-233(LC 10), K=484(LC 11) Max Grav B=1975(LC 1), K=3353(LC 31) .� FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C---4333/421, C -Z=-3882/388, D-2=3822/.199, D -AA= -3399/427, E -AA= 3359/440, E-AB=3345/429, F-AB=3451/421, F-AC=5434/688, G-AC=55681677, G -H=-8971/1178, BUTTE COUNTY H -I=-7053/1055, I./=-7766/1136, J-AD=7287/1036, K -AD= -7324/1032 BOT CHORD -Q= 10 0/8 62, -P 1186/9087, O,AE/3969, 3�186/9087, N-AE536, = 1186/9087, M -N=-892/8727, BUILDING DIVISION K -M= 892(8727 Y E WEBS C-T=X81/117, D -T=0/342, DS= -777/157; ES= -260/2320, F-�-2788/437, F-0=291/2356,APPR �{O eV` G-0=-4489870, G-13 -370/229, H -P-885818, H4)=-09/877, H -N=-2423/284, I -N=3002558, J -N=-120!742, J -A=-481/115 NOTES- (18) 1) 2 -ply truss to be connected together with 1 O (0.131'X3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chards connected as follows: 2x6 - 2 rows staggered at 043-0 oc. Webs connected as follows: 2x4 - 1 row at 0$-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F7 or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=1 tOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf"-20.0 psf (flat roof snow); Category II; Exp C; Partially Ehp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.0 psfor 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load noncencurrend with any other live bads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint B and 484 Ib uplift at PQCROFESS1p n10O 76428 z m v � EXP. 12/31/2016 * , � '0 *, OFCAI.\ " IYVYCIIIUCI 1 r,GV 1.7 AWMWMG-Varydas%w paramos and READ NOTES ON DNS ANDO(CLUDEDS MAIWERMCEPAGEWP747J rev. 12W&Wil aEFORE USE Design valid for use only with MTeW connectors. This design is based - upon poianeters down. and is for an individual �• a truss system Before use. the building designer must verify the applicafiSN of design paronleters and me cornpothe not budding design. Bracing Indicated h to prevent budding of in diAdud hsps web 0rWW lard Members��� orporate npa nary n Into the nentN only. gene and temporary and permanent bracing M iT®k' Is aMrays required fan stats®ry and to prevent collapse v,4@n pottibla personal and properly damoge. � 1 guidmnce regarding fine fabrication storage. delvery, erection cnd bracing of buses and hues systems. see ANW M1 Quality CAerto. DSB-89 and SCSI Building Component 7777 Greenback Tare Safely hrbmrtrdloo mcitobla from Truss Mote hutitute. 218 N. Lee Shaet. Ssite 312. Alexandr1c. VA 22314. Sulle 109 Citrus Heialft. CA 95610 Job Truss Truss Type dh Pty parameters and propedy this design into the overall building design. Brodng bubcoted is to prevent bucMv of incNdud truss web and/or chord membersarty. Additional temporory and permanent bracing - � V !Tek' " 845919549 F7bgeterence 7509136 801 RGGFSPECIALGIRDHt2 7777 Greenback Lorre (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA. 7.640 s Sep 29 2015 MTrek Industries,Inc Tue Nov 17 05:20:22 2015 Page 2 ID:k7bpX10m?XvXrJOBiGL wiyP90No0U2lnOYWo?VglhB,CLgLHGb&WMZf4cAcEkylLhd NOTES- (1g) 13) "Semi-rigid pitchbreaks with fused heels" Member end futity model was used in the analysis and design of this truss. 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Tnss) or equivalent at 29-1.8 from the left end to connect truss(es) to back face of bottom chord. 15) Use USP HJC26 (AM 16d nails into Girder & 10d nails into Truss) or equivalent at 30-11-10 from the left end to conned truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0. 1148"4") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. • 18) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. i LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pto Vert: A -E=-60, E -G=-60, G-1=-60, I•L-60, &K=20 Concentrated Loads Qb) Vert: 1=-91(8) N=365(8) AE=1420(6) f • t . i BUTTE COUNTY BUILDING DIVISION APPROVED AWARMNG- varey d.19. per>a�rs and READ N071 S ON INS AND INCLUDED AUM(REFERANCE PAGE ADF7m rev. 10A W10f5 eEFORE USE pwn para peters strewn and is for an individual budding component. not Design va3d for use orgy with MTek9 connectors. This design is based o�!n�lyy�Mat o truss system. Before use, the building designer must verily the appbc=iRy d design tricorporate parameters and propedy this design into the overall building design. Brodng bubcoted is to prevent bucMv of incNdud truss web and/or chord membersarty. Additional temporory and permanent bracing - � V !Tek' " n always required for stabaty and to prevent colopse with possible perond iryury and property damage. For general guidance regarding the fdaica0ors storage. deWery, erecrran and braysg d }susses arta truss systems. see ANWM] Quadri+ Cdeda DSB-89 orad KM BoBMW Componod 7777 Greenback Lorre Sedely bdarmdlon avdk*Ie ham Truss Rate iraOkAe. 218 N. Lee Street. Sulle 312. Mexcrndtta. VA 22314. sure 109 - Cffm tuts 95610 Job Truss Truss Type s-0-0 Plate Offsets (X,Y)— (8:0-1-10,Edae), Hoftron I LOADING (psf) 10ty JP1,I 845919550 1509.138 B02 Roof Special 1 1 Vert(LL) -026 K >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.62 Job Reference (outionaD SYSTEMS ALUs LUMBER CO. ANDERSON,CA 7.640s Sep 29 2015 Mffek ID:k?bpXK>,N?XvXrJOBiGL%4zyP90N-Ha2Cy7R8J6bIWuGWeaaNYpk10h2FB= Tue Nov 17 05:20,23 Vp =rtAylLhc •2-0.0 7-a14 14�-0 21.0.0 250-0 29.0.0 37-QO � 39.0.0 r2-0-0-0 7.8.14 6 11-2 6-0 0 i 4 0 0 4b0 8-0 0 2-0-0 Scale =1:69.7 5x6 = 4x5 = 2x4 11 3x12 MT20HS = S:4 = 3x5 = 4)0 = 4x8 = 7-8.14 14.0 21-0.0 29.0.0 37-0.0__ _ { 7-a14 all-2aao s-0-0 Plate Offsets (X,Y)— (8:0-1-10,Edae), IE:0-7-0,0-2-01, M:0-0-2•Edpel bolding dem Brodrg I dicoted h to prevent buckling of bdMdud bun web and/or chord members CW*. Additiasd temporary m and permanent broci g LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -026 K >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.62 Vert(fl-) -0.87 J -K >510 180 MT20HS 185/148 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.21 H n/a n/a M18SHS 220/195 BCLL 0.0 BCQL 10-0 Code IBC2012/TP12007 (Matrix -M) Weight: 163 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.I &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.I &Btr G BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt E -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=11598/0-5-8,1-1=11602/0-5-8 Max Horz B=111(LC 10) ` Max Uplift-170(LC 10), H=236(LC 11) Max GravB=1598(LC 1), H=18W(LC 31) BUTTE COUNTY FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or fess except when shown. TOP CHORD 0/3 B-C=3047/68F2/4 BUILDING DIVISION 94067950-G=286/359,G-X=9353992/3 HX BOTCHORD B -N=217/2746, M -N-217/2746, L -M=299/3955, K -L=299!3955, J -K=316/3514, A p ®�/ E D H - .1=-2112718 WEBS 4N=0/268, C -M= -a82/196, 0-M=-72/1368, E -M1=2151/323, E -K=289/107, F -K=-28/691, F.J---1120/134, G.1=0/840 NOTES- (12) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psl, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Ezp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. FES$ 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs QRO /0� non -concurrent with other live loads. �Q I N 10. 9� 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. A,p 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. co -CO C 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will W 7642 $ 7 T fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. --f- 10) EXP. 12/3112016 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 170 ib uplift atjoint 8 and 236 Ib uplift at * 'y joint H. 11) 'Serra -rigid pitchbreaks with foxed heels' Member end fudty model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T,9 C V i1. TFOFCAt� November 172015 AWARNING -Ver9y das/An piawneters andRFAO MGM ON TMS AND1NCUWED WTW REFERMCEPAGE6ar-7471 rev. 10A=0f6 BEFORE US. Design vdd for use oNy with Mnelc®comactors. Thrs design is bored adv upon parameters shown and a for on Ind avid cl building component, not a truss system. Before use. the =,Z designer must verity the applicabr ty of design poranetens and property incorporate this design into the overall ��• bolding dem Brodrg I dicoted h to prevent buckling of bdMdud bun web and/or chord members CW*. Additiasd temporary m and permanent broci g �AA IYI T®k• Is always required for stability and to prevent co9opse with possible personal inqury and property damage. For general gukraroe regarding the fabdcobm staage. delivery. erecrxn and tmra b of busses and buss systems see ANSVTM Ory Cdleft DSB-a9 =d WM BoDdl�g Compooed 7777 Greenback lane Suite 109 Sdelp bftrmallao avodoble from Truss Rate bultute. 218 it Lee Street. Suite 312 Alexondrlo. VA 71314. CAM Hetillb. CA 95510 Job Truss Truss Type DEFL Ven(LL) Vert(TL) Horz�) Ply Notman LUMBER- BRACING - must cppOc=. of paoneters and property Into overall building designs. &acing Indicated is to prevent bucking of indMdud huss web and/or chord members only. Additional temporary and permorsent bracing TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. Icily WEBS 2x4 OF Stud/Std G /245919551 I 1509.136 B03 Reef Special 1 1 Max Horz B=-111(LC 15) Max Uplift B=-1 70(LC 10), J=234(LC 11) Citrus H0011ft. CA 95610 Max Grav B=1600(LC 1), J=1888(LC 31) Job Reference o Iona SYSTEMS PLUS LUMBER CO, ANDERSW CA - 7.600 s Sep 29 2015 MRek Industries, Inc Tue Nov 17 05:20:24 2015 Page 1 ID:k7bp)UOw7XvXrJO81G( wzyP90N-ImooATSm4PjDw2ra6M5pwfmal01z OyXv4mylLhb 5.33I 9.1010 1r 48-0 I 19-ao 29-0-0 ,� z7•ao M4 , 2-0-0s9•a 2-01 S33 07.8 4-7.8 46-0 4-00 4-00 4-8-2 SS•14 Scale =1:69.7 US II W E 3x8 = 4x8 = 3x10 = 7x8 _ 3x8 = US LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCDL 10.0BCL RQQ 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inca YES Code IBC2012rIP12007 CSI. TC 0.49 BC 0.61 WB 0.88 (Matrix -M) DEFL Ven(LL) Vert(TL) Horz�) in (loc) Well Ltd -0.30 M -O >999 240 -0.86 M-0 >518 180 0.18 J Na Na PLATES GRIP MT20 220/195 Weight: 174 Ib FT = 20% LUMBER- BRACING - must cppOc=. of paoneters and property Into overall building designs. &acing Indicated is to prevent bucking of indMdud huss web and/or chord members only. Additional temporary and permorsent bracing TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InStallationouide. REACTIONS. (lb/size) 8=1600/0-5-8,J--1600/0-5-8 Max Horz B=-111(LC 15) Max Uplift B=-1 70(LC 10), J=234(LC 11) Citrus H0011ft. CA 95610 Max Grav B=1600(LC 1), J=1888(LC 31) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY COUNTY TOP CHORD B•C=-3088%301, C -V=2789/217, D -V=-27264229, D -W=2797/282, E -W=-2716/192, E -F=-3516/458, F-X=3237/383,X-Y=3238/383, G -Y=3240/383, G -H=25384366, BUILDING DIVISION H -Z=-2764/370, I -Z=-2858/353, I -J=3391/468 BOT CHORD B-0=-3058791, O-AB=59/2072, AB -AC --59=72, N -AC= -59/2072, M -N=-59/2072, APPROVED L -M=25513051, J•L=348/3043 WEBS C-0=-294/169, D-0=480/165, E-0=151/976, E -M=-279/1997, F -M=-1629877, G -M=-28/395, G -L=7981109, H -L=-32!797, I -L=-528/176 NOTES- (11) 1) Wnd: ASCE 7-10; Vuft=110mph (3-seoond gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h--25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pt -20.0 psf (flat roof snow); Category 11; EV C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater ofminroof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs OQ�OF ESS/0�� non -concurrent with other live loads. N 'TN 10 y 2 5) Provide adequate drainage to prevent water ponding. F 6) This truss has been designed for a 10.0 psf bottom chord the load nonconcurrem with any other live bads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-" tall by 1-0-0 wide will CO G fit between the bottom chord and any other members, with BCDL = 10.0psf. Q) 3 m 8) A plate rating reduction of 20% has been applied for the green lumber members. - uJ 76428 z m � 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint B and 234 Ib uplift at Q joint J. * �y EXP.12/31/2016 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.- 11) russ.11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' CIVIL T�TFOFCAI. November 17,2015 AWARNING-Ver4d6sb pmmneters andREADNOWS ON 7105 AND INCLUDED N87HC REFOWCEPAGE NO -7473 my. 10,03M1511MMUSE. o • Design vafid for sae arty with MnekS connectors. TMs design is based o�y upon poroneters shown and h for an individual 1puBdeg component not a husz system. Before sae, the bu&Sng designer verity the ty designs incorporate this design the ' must cppOc=. of paoneters and property Into overall building designs. &acing Indicated is to prevent bucking of indMdud huss web and/or chord members only. Additional temporary and permorsent bracing MiTek' Is always required for sIdty and to prevent collapse with possible personal "and property danage. For general guidance regadhg the frmricatlan stooge. delivery. erection and broeig d busses ad buss systems. see ANsV" qui Cdalq OSS -89 and BCSI Building Compasesd 7777 Greenback Lane Safely bdermdlar avdlable from Trus Rote CnsfiltAe, 218 N. Lee Sheet, Suite 31Z Alexandria. VA 22314. Sum 109 Citrus H0011ft. CA 95610 Job Truss Teas Type aty Plate Offsets 0(.Y)—rB:O-42.0 1-0t rc0.4-2,0-1-01 LOADING (psf) SPACING- 24)-0 CSI. DEFL. in poc) Vdefl Ud iply1Natrren845919552 TCLL 20.0 1509.138 B04 - Roof Special N-0 >999 240 MT20 220/195 - Lumber DOL 1.15 BC 0.57 Vert(TL) -0.65 L -N >679 180 MT20HS 1651148 Job Reference (optional) Sy5Temb PLUS Lummac GU, ANUEX5UN, GA owepaa0Ta hM9nke2x rnTau1scanesx, me rDunrLB+ Ywr8aOV yILhZID:k7bpX0W1XvXrJry7RE8FEg , �•aa � 7-&14 1aa-0 I n -o-0 1 z1-0-0 I zs-0-o saa2 I s7•o-o s�ao•� 2-0-0 7.8.14 6.11.2 2.8.0 4-0-0 40-0 5.8-2 BS -14 2-0-0 Scale - 1:69.7 Sx8 I D 510 = 1.Rt = 3,5 — 3x10 11TZOHS = 3x8 = 2x4 I I 3xe _ sxe = &dB = 8.9-14 , 17-0-0 25-0-0 1 I 97•tl-0 I 8-9.14 8.2-2 8.0•a 5�-2 9.5.14 Plate Offsets 0(.Y)—rB:O-42.0 1-0t rc0.4-2,0-1-01 LOADING (psf) SPACING- 24)-0 CSI. DEFL. in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.22 N-0 >999 240 MT20 220/195 (Roof Snow --20.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.65 L -N >679 180 MT20HS 1651148 TCOL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.17 1 n/a n/a BCLL 0.0 BCQL 10.0 Code IBC2012rTP12007 (Matrix -M) Weight: 174 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Na 18Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.188tr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1601/0-5-0, 1=1599/0-5-8 Max Horz B=111(LC 15) Max Uplift 8=-170(LC 10), 1- 235(LC 11) Max Gray B=1601(LC 1), 1=1918(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE TOP CHORD B11=-3031/247, C -v=28731247, D -V=28661280, D -E=2878/361, E -W=2664/311, COUNTY W -X=-26841311, F -X=26661311, F -G=23501350, G -Y=2555/350, H -Y=-2662/327, H -z=,3312/404,1 -z=,3422/380 BUILDING DIVISION BOT CHORD 5-0=-23612729, O-AA=5Or2086, AA -AB= -50/2086; N -AB= -50f2086, M -N=-171/2649, M-AC=1712849, AC-AD=17112WC649, L-AD=171/2649, K -L=281/3057, 281/3057 APPROVED WEBS C-0=•5321221, D-0=1481877, D -N=205/1628, E -N=-13321209, F -L=556183, G -L=19/714, H -L=775/155 NOTES- (12) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=5.0psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pt=27.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs �OQ�OF ESS/64, non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. �� ��T N10 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load noricancurrent with any other live bads. co _ 2 8) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will W UO 76428 Z T fit between the bottom Mord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. Q EXP. 12/31/2016 v 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 170 Ib uplift at joint B and 235 lb uplift at �y joint 1. 11) 'Semi-rigid pftchbreaks with foxed heels' Member end fudty model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. T,9 V TF0F CAL1 November 17,2015 AWARNMG-Vanfy desbn pammatem and READ N07M ON n6S AND INCLUDED AUMC REFERMCE PAGE ltf/`74" rev. laW/2015 BEFORE USE. f Ign vc®d for nsa any with MneAO connectors. lh's design k based ooryNyy upon parameters sthown, and'a for an Individual bsAdtrng component, not teas (ielote /trio lau&lirg designer the design Incorporate this design into the a system. use, must verity applicability of parmretm and property overall btAdhg design. Bracing Indicated is to prevent bucking of individual hiss web and/a chord members onty. Additional temporary and permanent bracing M Tek' Is always recryrhad for stability and to prevent collapse with possible personal k*xy and property damage. Por general guidance regarding the fabrfcatkw% storage, delivery. erection and braehg d hisses and hiss systems, see ANS/MI Quay Cdhnkt DSB-89 and SCSI Build g Compotmsd 7777 Greenback Lorne Sure 109 SaWy brfamdlon available from Truss Plate hsstikAe. 218 N. Lee Sheet. Suite 312 Alexandria VA 22314. , Citrus Hel0b, CA 95510 C 1 b 84.2 7.314 ` Truss Type lily Ply Holman CSI. Puss PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 t:459te553 150&138B05 L -N >999 240 Roof Spatial 1 1 BC 0.51 Vert(TL) -0.62 L -N >711 180 MT20HS 165/148 0.0 ct Rep Stress InYES Job Reference (aptlonaO bra l Glen r'IVa WMt7CK w, nrALW.Mb Kr;A n.a9axpm Gila Mlrex UlaYSLIR,InF hue rvov �I w:[v.[/Nle ra ID:K/bpYJOw?XvXrJOB1GL.7y;;ON.9LIxoVUIMIBonWa9nURWO fe4CB.ODuue� LhY 7-&14 &11-2 0� 4.0-0 4-0-0 - . 6-8-2 7-314 2.0.0 Scale =1:69.7 6x6 = 5x14 = n 4x5 = . 20 I I ^ 3x10 MT20HS = 3,8 = 4x4 = 9x8 _ 3x8 = r 7-&14 7.5.2 &0.0 84.2 7.314 ` Plate Offsets (X,Y)— [G:0-7-0,0-0-141 0:044.0-0-0] Design vofid far use only with MTekO connecter. lta desityh is bated ordv upon poraneters sFawn tow= tor for on Ir�vidid bxAdcg component. rot truss Before the buBt6ng designer the design Ods design LOADING (psf) SPACING- 2-04) CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.17 L -N >999 240 MT20 220/195 10. TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.62 L -N >711 180 MT20HS 165/148 0.0 ct Rep Stress InYES WB 0.89 Hatz(iL) 0.17 1 n/a n/a SCDL 10.0 Code IBC2012/1P12007 (Matrix -M) Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2x4 DF Stud/Std G , - WEBS 1 Row at midpt E -L M'To recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. � REACTIONS. (lb/size) 8=1600/05-8, 1=1600/0-5-8 Max Horz 8=-111(LC 11) Max Uplift B=-170(LC 10), V-235(LC 11) Max Grav B=1600(LC 1), N1882(LC 31) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD BC= -3049%130, C -Or 237=66, D -E=2195/264, E -V=24891414, F -V=2473/414, BUILDING DIVISION F -W=2181/333, W -X=-21791334, G -X=-2178/334, G -Y=3290/507, H -Y=-3429/490. H-2= 92, I-Z=34271b78 220/2 BOT CHORD 8-0=-2202748, N-0=-220/2748, N -AB= -3812195, M -A8=380.195, M -AC= -382195, APPROVED. L -A0=-382195, L-AD=942174, AD-AE=940.174, K-AE=940.174, 1 -K= -260J3048 WEBS C-0=0257, C -W-860200, D -N=139/1443, E51=-1114229, E -L=-181/453, F -L=-059/143, G -L=0/487, G -K=-220/1202, H -K=879224 NOTES- (12) , 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=e.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical fell and right exposed; Lumber DOL --I.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. Qq QF ESSIO& 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs Q '9� non- -concurrent with other live loads. Q� �Oj N10 /Y F2 5) Provide adequate drainage to prevent water ponding. !�� Q� Cc,P ,, 6) All plates are MT20 plates unless otherwise indicated. co CO 2 0 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. W V , 764.28 Z T 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3--0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Or Q X 9) A plate rating reduction of 20% has been applied for the green lumber members. * EXP. 12/31/2016 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 170 Ib uplift atjoint B and 235 Ib uplift at joint I. 11) 'Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. CIVIL 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. '9j�OF CAL` November 17,2015 �WARMNa -Verey dasIgn pwametes and READ NOTES ON TONS AND INCLUDED WEN REF97ANCEAAGE 111114473 ray. fOAUM15 BEFORE USE. Design vofid far use only with MTekO connecter. lta desityh is bated ordv upon poraneters sFawn tow= tor for on Ir�vidid bxAdcg component. rot truss Before the buBt6ng designer the design Ods design ��• a system. use, must verOy QpBcota y of parameters and propeRy incorporate Into Ithe overact bulicbV design. Bracing indicated Is to preverrl bucking of Individual bus web and/or chord members otdy. AddiOond temporary and perms hent brm'U'v is always required for stability and to prevent cok4m with possible pesond"and properly damage. For general guidance mgadtrsg the fobri fim storage. delivery erection and broc'vhg al Trusses and thus systems. see ANSVWQ=*011leril%CU-89asiditcSioulicanor 7777 Glrearbadc L we suite 109 eddy bdarmalimh available from Tru Plate hdhite, 218 N. Lee Street suite 312 Nexanrtlo, VA 22314. Citrus b*kft. CA 5810 lig Job Truss Teas Type Ory ffotrrmn r1509.136 ' SPACING- 2-" 1ply R45919SS4 in Qoc) Udeft Lid 899 LW 1 - 1 TC 0.48 Ven(LL) -0.26 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL Job Reference (outionaD SYSTEMS PLUS LUMER C.O. ANDERSON, CA - 7.890 s Sep ZOIs N8T0k 11x1U50fes InC. Tia Nov 17 05:2[1.28 2015 Pa a 1 ID:k7bpX]O W1XvXrJ08iGLwzyP9ONSkPh DBWwyA�VOpkXuvlLcp3QABNchhCNU_gyl Lh W 10-10.10 160.0 I 21.0.0 28-1-8 31-2-1337.0-0 1 9 2-0-0 5-93 5.1.6 5-1-0 S-0-0 5.1.8 5-1-0 5.95 2-0-0 • Scale = 1:89.7 5x8 = axe = 4x8 4x8 = 3x4 = - Wit tsf120HS_ 3x4 = 3x4 = � = 3x8 LOADING (psi) Design vdd for use Orly wiBh Mne7s®cannecfars. Th'e design's based oo�yy upon parameters shown and Is for an Individual butdcrg component not a Inas system. Before use. the bu0dng designer must veMy the cppiccmiBN of demon parameters and property incorporate this design into the wercdl TOLL 20.0 SPACING- 2-" CSI. DEFL in Qoc) Udeft Lid PLATES GRIP (Roof Snow�0.0) Plate Grip DOL 1.15 TC 0.48 Ven(LL) -0.26 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Ven(rL) -0.65 K -L >679 180 MT20HS - 165/146 BCO 0.0 Rep Stress Ina YES WB 0.74 Horz(iL) 0.21 1 n/a n/a Code IBC2012rrPI2007 (Matrix -M) Weight: 178 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NO.1&Btf G TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc pur ins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt F -N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1600/0S-8, t=1600/0S-8 Max Horz B=120(LC 11) Max Uplift B=-182(LC 10), 1=182(LC 11) Max Grav B=2096(LC 29), 1=2096(LC 29) FORCES. _ (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD B -W4238/282, C -V--4146/303, C -V1-862236, D -V"771/258, D -X=-2882/181, E -X=-2773/200, E -F=-2556/203, F -Y=2772/200, G -Y=2881/182, G -Z=3771/259, H -Z=-3862/237, H -AA= -41451304, t -AA= -4238/283 BOT CHORD B-0=312/3827, N-0=-188/3233, M -N=-16/2554, M-AB=162554, L-AB=16/2554, K -L=-69/3233, I -K=194/3826 WEBS C-0=462/159, D-tx 101508, D-fv=•898/188, E -N=121739, F -L=541739, G -L=-899/188, G -K=-11/508, H -K=481/160 NOTES- (12) 1) Wlnd: 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; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 tines flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 8) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 182 Ib uplift at joint Bard 182 Its uplift at joint 1. 11) 'Semi-rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED Q?,pFESS/pN TNlO yFc IL v 76428 �z m IY 0 X EXP. 12/31/20161 * . /O / ��N��c- November 17,2015 AWARNING- verily dwIgnparametersandREADNOTESONTMS AND INCLUDED84tH(REFt CE P4GE04F747arev.f0MMSBEFOREUSE. Design vdd for use Orly wiBh Mne7s®cannecfars. Th'e design's based oo�yy upon parameters shown and Is for an Individual butdcrg component not a Inas system. Before use. the bu0dng designer must veMy the cppiccmiBN of demon parameters and property incorporate this design into the wercdl "dOg da—sig�rn. Broang 6x1cated is to preverd buciIi g of individad truss web and/or chord members only. Addtkxd temporary and permanent brocvg MWOW6 atwCrA reJ� far s' * ly and to prevent cv.apse with possmie personal ir*l and property damage- Far ganerd guidance regordmg the fabrleafxxs sloroge dernery erec5cn and brockig of trusses and truss systems. see ANS Ml 4•udly Cr9erk6 DSB-89 and BCSl Bs9dla9 Conhpomd 7777 Greenback lane sft 109 Sakly tafOlmdlep avalabfe from Truss Hate hnt8fute. 218 K Lee Street Afte 312 Alexcroci , VA 2M14. Cams HeWrls, CA 95510 b Truss Truss Type ary PtysbtinanlPAS9109-739 Design Vold for use only with MRS connectors. Th6 design is basedpps��yy upon parameters sown and is for an wxtivbival ImAdbg component. not a truss m. Bef as systeore use, the h4ci designer must verity the =Iy of design incorporate this design the r SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow�0) 807 Ft�09tDHt t .7 JobReference (optionalli ATL 1 CIYn.I raw W eRrf[:K l:V, AMRNSVN, k:A 7.640 5 Sep � 7015 nlfTex inausuies, I= Tue NOV 17 05:M33 7015 Pep01 ID:InbpX10W1XvXrJ08iGf wzyP90N_VIC3YZQyAsWR1171MmtE5023EbmwHcq h7bylLhS •2-0-0 4.11.1 9-2-6 i 13.5.10 17-&15 09-3-112$$8 I 27.9.10 i_ 32.0.15 i s_7.01 2-0-0 4-11.1 - 45.5 43-5 4-33 11-6-2 455 4.3.5 4.35 4.11.1 5.00 12 " 8x6 = 5d = Scale =1:68.2 N _ _ Y _ _ _ _ V _ _ N _ M 5x10 % 2X4 It 4X4 = 4x.5 = 4x5 = 8x12 = SpecialSpecial= Special 4x4 = NAILED 2X4 II 4x8 Special Special Special Special Special Special Special Special special Special Special NAILED Special 4.11.1 9-T-6 13.5.10 17-6.15 ij9I i 27-9.10 i 32.615 97.0.0 LOADING (psf) AWARAWG-Veffty design PURMWOCY and READ M07ES rNV7NISAND INCLUDED FWWREFEPANCEPAGEeeF7473 raw IOMoZO15 BEFbRE USE. Design Vold for use only with MRS connectors. Th6 design is basedpps��yy upon parameters sown and is for an wxtivbival ImAdbg component. not a truss m. Bef as systeore use, the h4ci designer must verity the =Iy of design incorporate this design the TCLL 20.0 SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow�0) Plate Grip DOL 1.15 TC, 0.54 Vert(LL) -0.24 RS >999 240 MT20 220/195 TCDL 10.0 1 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.62 RS >713 180 BCLL 0.0 ' Rep Stress Inti NO WB 0.52 Horz(TL) 0.17 L n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrbc� Weigh: 708 Ib FT =2096 LUMBER- BRACING - TOP CHORD 2x4 DF No. /BBtr G TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (Iblsize) L7,4100/0-5-8. "�8=8847/05 8 Max Horz B=145(LC 48) ._�) '— Max Uplift L=-1018(LC 11), B=1344(LC 10) Max Grav L=4645(LC 29), 8=7392(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ELZ=-16915/3035, C -Z=16869/3046, C -D=13898/2623, D -AA= -111882226, E-AA=111382229, E -AB= -111092233, F-AB=1109312243, F -G=-8759/1871, G -H=787511752, H-1=-062611877, I-AC=96962173, J-AC=9779Q162, J -K=109112436, K -AD= -11596Q589, L -AD= -116432580 BOT CHORD B•AE=2881115609, AE -AF= -2881/15609, U-AF=2881/15609, U -AG= -2881/15609, AG -AH= -2881/15609, T -AH= -2881/15609, T-AI=2421/12775, AI-AJ=2421112775, S-AJ=2421/12775, S-AK=2004/10255, AK-AL=2004110255, R-AL=2004/10255, R-AM=1588/7978, O-AM=1588/7978, P•Q=1588!!978, P -AN= -1820/8950, AN -AO= -1820/8950, O -AO= -1820/8950, O-AP=2131110020, AP-AQ=2131/10020, N -AQ= -2131/10020, N -AR= -2338/10719, AR -AS= -2338/10719, M-AS=2338/10719, M-AT=2338/10719, L-AT=2338110719 WEBS CEJ= -2632077, C -T=3129/507, D -T=4072846, D -S=-3366/557, F -S=-591/3563, F-42- 3704/675, G -R=-097/3519, G4---679/76. H -P-6592889, I -P=1708/553, 1•0= 470/1498, J•0= 1428/415, J -N=265/940, K -N=773228, K -M--51259 3 NOTES- tn�s to be connected together with 10d (0.13M) nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0--0 oc. Webs connected as follows: 2x4 - 1 row at 0-0.0 oc. 2) All bads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wlrid: ASCE 7-10; Vuh=110rnph (3 -second gust) Vastt87mph; TCDL4.0psf; BCDL=6.Opsf h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; and vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Ems.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/O,y )IN 10 Qf v 1642$ z m v EXP. 12131/2016 * , , * i OF Ainsmmhor 17 91`11 A AWARAWG-Veffty design PURMWOCY and READ M07ES rNV7NISAND INCLUDED FWWREFEPANCEPAGEeeF7473 raw IOMoZO15 BEFbRE USE. Design Vold for use only with MRS connectors. Th6 design is basedpps��yy upon parameters sown and is for an wxtivbival ImAdbg component. not a truss m. Bef as systeore use, the h4ci designer must verity the =Iy of design incorporate this design the g parameters and properly into overall building design Wading indicated is to prevent bucl7ng of irdMdual truss web and/or chord members only. Additional temporary and permanent brocbg M iTek' is always required for stability and to prevent dose with possUe Personal PNxy and property damage. For general guidance reAadYg the fabrication skxage. delivery, erection and bnxbg d trusses and truss systema see ANSI/IFI1 Qoafly C ftft oS8-89 mrd BCSI BaOdby Cerrrperld 7777 Greenback Lm e Sdefy bdomdion available horn Tnas Hate bns6iule. 218 K Lee Street Sulte 31Z Alexondia, VA 22314. Suft 109 Csnss HelgW CA 95610 Job I Tnuss Type Qty Ply rsan'RA5919555 PUSS M iTek' JJ'obfReference t5n1Ft36 7 N9PGRDER 1 3 (optionaD SYSTEPAS PLUS LUM IER CO, ANDERSON, CA , 760sIGp 5 Mfek industries, Inc. TM Nov 17 952e33 2015 Pa e z 0tXvXOStID:k?bpX1WwON_VEC3YZQyAsxVR117lhNnfE5023EbwHcgh7b yILhS NOTES- (15) 9) " This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1018 Ib uplift at joint L and 1344 Ib uplift at joint B. 12) "Semi-rigid pitchbreaks with fined heels" Member end fodty model was used in the analysis and design of this truss. 13) "NAILED" indicates 3-10d (0.148"1(3') or 2-12d (0.148'X3.25') toe -nails. For more details refer to MiTekrs ST -TOENAIL Detail. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1154 Ib down and 213 Ib up at 2-2-10, 816 Ib down and 131 Ib up at 4-2-12 762 Ib down and 127 Ib up at 6-3-12, 708 Ib down and 128 Ib up at a-4-12, 654 Ib down and 126 Ib up at 10-5-13, 599 Ib down and 130 Ib up at 12-0-13, 545 Ib down and 138 Ib up at 14-7-13, 509 Ib down and 151 Ib up at 164-13,489 Ib down and 181 Ib up at 18-0-13, 408 lb down and 174 Ib up at 20.0-11, 345 Ib down and 155 Ib up at 22-2-0, 291 Ib down and 136 Ib up at 24-3-5, and 237 Ib down and 117 lb up at 28-4-10, and 183 Ib down and 98 Ib up at 28-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -G=-60, G -H=60, H -L=-80, B•L=-20 Concentrated Loads Qb) Vert: AE=1154(F) AF= -016(F) AG=762(F) AH=708(F) A1= 154(F) A"99(F) AK --545(F) AL= -491(F) AM -450(F) AIS -399(F) AO= -045(F) AP --291(F) AQ=237(F) AR= -183(F) AS=129(F) AT -106(F) R BUTTE COUNTY BUILDING DIVISION PPR"VE® A AWARNINO-Ver9y dBs15n pmannerera end READ MGM ON "USWD INCLUDED AUMN REFERANCE PAGE WjwWj rev. 10iDJ/20f5 BEFORE USE. • Design vt®d for use ordy with MTek(9 corrseclors. TNs6 design rs based pm pore neters shown and is for an indNlduad buBdmg component, not fnas 6etore the buldirg designer the i; design fy a system. use. must vertty appBad of porn netm and property Incorporate this design Into the overall bolding design. Srodsg Indicoted is to prevent bucl&p of'edividual truss web and/or chord members only. Additiord temporary and pemanent brocing M iTek' n c&wc" reGubed for stahiily and to prevent colcyse wile possible persornd ffV_W and properly damoge. For geserd guidance regarding the folaricafion storage. defivery erecrim and brodssg of busses and truss systems sea ANSVMI (bm* Cr l ft DSB-89 mnd BCSI BuBdhsy Companm dl 7777 Greenback Lane SURD 109 Subly biforinallori ovoilable from Truss Note buthAe• 218 FL Lee Street, Suite 312 Alexarufria, VA 72314. Citrus Fletilds. CA 95616 Job Truss Truss Type Qty Py rR45911509.139 SPACING- 2-0-0 1 DEFL in poo) Udefl Ud J J rJob TC 0.49 C01 Camncn 2 1 BC 0.61 Vert(TL) -0.68 K -L >669 180 5CL0.0 Rep Stress Inca YES WB 0.51 Reterenoa o lona SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MfTek Indushies, Inc Tue Nov 17 05:20:35 2015 Page 1 ID:k7bpXI0uRXvXrJOBiGf wcyPOON-wunzTEagUo6tkkBhFAoOs4JSfutsna3gba36goCLylLhQ 8-9-5 12.10.10 I 1&0.0 25-1� 91-2-13 3&0.0 40-0-0 n 0.35 B-18 8-18 B-1-8 0.1-8 8-93 2-0.0 Scale = 1:68.8 5x8 = 5.00 12 3x4 = 5A = 3x4 = 3xs = 9x8 = Ia a LOADING (psf) Design void for use ordy with Mrrek& connectors. Thrs design is based c,* upon perematers shown. ard'a fa on IndNkdrd bW a teas system. Before use, the bu&5ng designer msal verily the design irsc carnporeni. not N thk design to the TCLL 20.0 SPACING- 2-0-0 CSI- DEFL in poo) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.22 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.68 K -L >669 180 5CL0.0 Rep Stress Inca YES WB 0.51 Horz(rL) 0.18 1 Na n/a Rr-rn inn Code IBC2012f7P12007 (Matrix -M) Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2X4 DF No.l&Btf G WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) A=1519/Mechanical, 1=1641/05-8 Max Horz A=-154(LC 11) Max UpliftA=-165(LC 10), 1=205(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.8-12 oc purlins. BOT CHORD Rigid calling directly applied or 1040-0 oc bracing. WEBS 1 Row at midpt F -L, D -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3157/362, B -C=-2860290, C -D=-27301306, D -E=2018/233, E -T=2007234, F -T=-2018206, F -G=-2723/303, G -H=2852288, H-1=3146/359 BOT CHORD A -M=-3792848, M -Lk 2232342, U-11=2232342, L -V=2232342, L -w-812339, W -X=-812339, K -X=-812339, I -K=2352836 WEBS E -L-69/1161, F -L=830232, F -K=-18/511, H -K=354/193, D -L=-856!233, D -M=-201515, B -M=-361/195 NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left arid right e)posed; Lumber DOL=1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pft=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; CI= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrera with any other live bads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to tnus connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint A and 205 Ib uplift at joint I. 10) 'Semi-rigid pitchbreaks with f9(ed heels' Member end fudhr 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. BUTTE COUNTY BUILDING DIVISION APPROVED QRpFESS/ON IN 10 tiF��ti U 76428 z m v ;13 EXP. 12/31/2016 L"I CIVIL OFCA. November 172015 AWW"G-Varig&sfgn paramaters and READ NOM ON 7MSAND WCLODED WW NCiSP/IGE=4473 rev. 1OA11120156EFOW USE. Design void for use ordy with Mrrek& connectors. Thrs design is based c,* upon perematers shown. ard'a fa on IndNkdrd bW a teas system. Before use, the bu&5ng designer msal verily the design irsc carnporeni. not N thk design to the �• �pia(�i of parometen and ward building desgm &adrsg Indicated is to proPy. orPorate prevent bucl&hg of irdlvidud huu web and/«shad members only. Adafifional temporary and permanent brxvp M iT®k' 5 always required for stability and to prevent ooictpse wits posnNo penor d b*.y and properly damage. For general guidance rego dlrq the febricafim storage. deivery. erechm and brackhg d fnases and ftL- systems. see AM Wf QoaDy CrBedm DSi-89 ®d WM iu0dlny Cmnpomd TTr7 Greenback lane S@efy Nlorrrsdiw avatoble from Tnas Rate kuitute. 218 K lee Sbr L SUte 312. AlexanckicL VA 22314. sum 109 Cram Hatitts, CA 95810 b AI T AJ AR Truss Type Qty Py fbBlan r15 ITruss V� 1' •� Special Special Special Special 1\�J Special Special Special 4x8 = Special 845919557 08.138 cot COAAMON GIRDf3t t 3 Job Reference (optional) 5r5IENIS PLub Ll/N47ER Co, ANUER50K CA 7.640 s Sep 29 2015 Welk Industries, Inc Tue Nov 17 0520:37 2015 Page 1 ID*7bpXlOw7XvXrJ08iGi wzyP90N-sGujuwcwOPL4WL4MbgsxVPpugUaXWes My,uiw sa 7 j aa7z 11.9-1s 1sa1s 19-0-0 zl� la4 z6.2s 1 za9 a I ss a -s se -0-0 1 ' 5.0.7 32-5 3-7-1 37-1 9.7.1 2.10.4 4-314 I 37.1 i 5.00112 5x6 = G Scale = 1:70.0 AU W •'� Ar V Ali AN u AI T AJ AR 5 R AM AN AO p AP O ACI NAR 4x8 Special 3x5 II 4x5 = 4x5 11 = 4x5 = 8x8 = 4x5 = 4x5 = 4x5 = 3x5 II 4x8 V� 1' •� Special Special Special Special 1\�J Special Special Special 4x8 = Special Special Special Special Special NAILED NAILED 3) Wnd: ASCE 7-10; Vint=110mph (3 -second gust) Vas&=87mph; TCOL�.opsf, BCDL�.Opsf; h=25ft; Cat II; EM C; enclosed; MWFRS W Z m (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 Special 4) TCLL: ASCE 7-10; Pl"-20.0 cast (flat roof snow); Category 11; Exp C; Partially Eta.; Ct= 1 111 X5.0.7 &2.12 17.9.13 15.4.75 /9-0-0 21-10,4 28-2.3 29-9.4 33d•5 98-0� I 1 saT 32-s sa-t I s.7.t v_7-•aa.ta green �7-t t 4-Ltt 8) A plate rating reduction of 20% 0% has been applied forthlumber members. Plate Offsets (X,Y)- (A:0-5-2,0-1-141 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1205 Ib uplift at joint A and 1003 Ib uplift at joint M. w l 4 � inns c LOADING (psi) SPACING- 2-0-0 TCLL 20.0 CSI. DEFL- in poo) Udefl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.19 T -U >999 240 MT20 2201195 TCDL 10,0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.53 T -U >843 180 BCLL 0,0 • Rep Stress Incr NO MIB 0.80 Horz(TL) 0.11 M n/a n1a Code IBC2012rTP12007 BCQL 10, (Matrix -M) Weight: 804 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 18$tf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 OF SS BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REACTIONS: (ib/size) A=8787/0.5-8, M=414710-5.8 l Max Horz A=126(LC 10) Max UpliftA=-1205(LC 10), M=-1003(LC 11) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-149712698, B -C=-131272472, C -D=-11057/2199, D -E=11001/2208, E-AB=9091/1933, F-AB=9046/1942, F -G=7411/1711, G -H=-739911712, H -AC= -8015/1903, I-AC=8073/1890, IJ=90502220, J -K=-01252211, K -L=97742403, L -M=-99602447 BOT CHORD A -AD= -2562/13787, AD-AE=2562/13787, W-AE=2582/13787, W-AF=2562/13787, V-AF=2562/13787, WAG=2303/1099, AG -AH= -2303/12099, U -AH= -2303/12099, BUTTE COUNTY U-AI=2005/10178,AI-AJ=-005/10178,T-AJ=-2005/10178,T-AK=17038350, BUILDING DIVISION AK -AL --170318350, 8-AL--1703/8350,te 350, R-17038350, R-AM=1591/7399, O-AM=1591/7399, Q -AN= -18918389, AN -A0=18918389, P -A0=-18918389, P-AP=21168999, 0 -AP= -21168999, O-AQ=2208/9149, N -Alii= -2208/9149, A P P N-AR=2208/9149, M-AR=2208/9149 Bass WEBS B -W=16511576, B -V=1991/306, C -V=2892348, C -U=2812/405, E -U-4122978, E -T=-3061/505, F -T=-493/3157, F -R=3209/560, G -R=1247/5415, H -R=1585/586, H -Q= -528/1441,1-0=1504/537,1-P=-413/1242, K4>--829/306, K-0=487/592 NOTES- (13) 1) 3 -ply truss to be connected together with 10d (0.131X3' nails as follows:OF ESS/O Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Q N Webs connected as follows: Zx4 - 1 row at 0-9-0 oc. 2) loads All are considered equally applied to all plies, except if noted as from (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as (F7 or (B), unless otherwise indicated. CO -CD parorneters and properly overall IyAdBrg design Bracing indicated is to prevent bucking of bvfmdud truss web and/or chord members only. Additional to and permanent bracing & 76428 y m U 3) Wnd: ASCE 7-10; Vint=110mph (3 -second gust) Vas&=87mph; TCOL�.opsf, BCDL�.Opsf; h=25ft; Cat II; EM C; enclosed; MWFRS W Z m (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 W Q Z7 4) TCLL: ASCE 7-10; Pl"-20.0 cast (flat roof snow); Category 11; Exp C; Partially Eta.; Ct= 1 EXP. 12/31/2016 5) Unbalanced snow loads have been considered for this design. 7777 Greenback tare 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcwrem with any other live bads. 7) • This truss has been designed for a the load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tell by 1-" wide will fit between the bottom rd and any other members, CIVIL Q green CMvs Hatilifft. CA 95610 8) A plate rating reduction of 20% 0% has been applied forthlumber members. OFC AL1F0��\ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1205 Ib uplift at joint A and 1003 Ib uplift at joint M. w l 4 � inns c breaks with faced heels' Member end model was used in the ane his and des' n of this truss.I.l+vcl I rucr I . �v t , AWANMNG -Ver9y daslBn F els end READ N07M ON IMS AND INCLUDED AVTEX REFERANCE PAGE WPM" rev. 10/aIM15 BEFORE USE. Desigrh vai d for use only with MTekO connectors. This design is based oonnuAs.. upon parameters shown and is for on individual building component riot a truss system Before use, the bui3ng designer must vedfy the oppfc=ty of design incorporate this design Into the parorneters and properly overall IyAdBrg design Bracing indicated is to prevent bucking of bvfmdud truss web and/or chord members only. Additional to and permanent bracing M I lek' Is always reWtred fax stability and to prevent collapse with possble personal "Ay and property damage. r« lone re 8 �0 regarding the fabrication storage. delivery. erection and bancig d trusses and buss systems. see AN �4 O� a. 036-89 ®d BCSI BuBdfip Compoaeot 7777 Greenback tare SaMly 4mmmrBm wadable team Truss Nate iuBMe. 218 ill. Lee Street. SUte 312 Atexr VA Sum 109 CMvs Hatilifft. CA 95610 Job Tnrss Truss Type Design vdid fa use only with Mnek4sl cnnectm tlnrs design iz based wahnyy � parameters shown o d is for on W4NidL d bwtdmg component. not a Inas system Before use. itne buddrg designer must veMy the opplIcabiBry design IncogxxWe this design Into the Ply ttohren s M i rek' 845919557 i5o1}136 Coz COMOAONGI�� 10" t 3 Satefy bdornsdba avadabte from Trus Nate InsOfute. 218 N. Lee Sheet, SUte 312 Alexandria. VA 22114. - suite 109 mb 95610 JabRe�relrae lona SYSTEMS PLUS WMIBH2 CO, ANDERSON, CA 7.640 s hep 29 2015 MRek Indushfes, In� Tue Nov 17 0520:37 2015PeBa 2 ID:k?bW0w?XvXrJ081Gf wzyP90N sGujuwcwOPMNz2L4MbgsxVPpugUaXWesW3JVGMyILhO NOTES (13) 11) "NAILED" Indicates 3-10d (0.148"SC3) or 2-12d (0.148'x3.25') toe -nails. For more details referto MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concertrated load(s) 1216 Ib down and 217 Ib up at 2-3.15, 815 Ib down and 109 Ib up at 4-4-11 ,761 Ib down and 105 Ib up at 68.7, 707 Ib down and 104 Ib up at 8-8-2, 653 Ib down and 105 lb up at 10-9-13, 600 Ib down and 110 Ib up at 12-11-8, 566 Ib down and 119 Ib up at 15-1-3, 522 Ib dawn and 133 Ib up at 17-2-14, 454 Ib down and 195 lb up at 19-15, 408 Ib down and 174 Ib up at 21-1-3, 345 Ib dawn and 155 Ib up at 23-2-8, 291 Ib down and 136 Ib up at 25-3-14, and 237 Ib down and 117 Ib up 0 275-3, and 183 Ib down and 98 Ib up at 29-6-8 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -G=80, G -M--60, A -M=20 Concentrated Loads 17b) Vert: R=350(8) 0=183(8) AD -1216(8) AE=515(B) AF=761(B) AG=707(8) AH=853(8) AI=599(8) AJ=545(13) AL= -491(B) AM= -399(8) AN=545(8) AO= -291(B) AP --237(B) AQ ---1 29(8) AR=111(8) AwmwmG -Verey design paramdam and READ NOTES ON TMS AND rmcLuDED kirrec RffE, AmcE PAGE wj}7m mv. ivw&w5 aEADRE USE. Design vdid fa use only with Mnek4sl cnnectm tlnrs design iz based wahnyy � parameters shown o d is for on W4NidL d bwtdmg component. not a Inas system Before use. itne buddrg designer must veMy the opplIcabiBry design IncogxxWe this design Into the of parameters and property overall buddng demos. Bror3ng idknted is to prevent bucking of individual hors web and/or dnord members onty. Additional temporary and permanent bracing M i rek' is always requhed for stability and to prevent collapse with possible personal U wy and properly damage. Fa genserd gsridansce segadb-o the fabrication storage. dedvery. erection and brxisg d IrLwes and Ir m systems, see ANWM] QucMy Cr9a1q DSB-89 =d BCSt BoOdhg Companeal TT77 Greenback Lane Satefy bdornsdba avadabte from Trus Nate InsOfute. 218 N. Lee Sheet, SUte 312 Alexandria. VA 22114. - suite 109 mb 95610 Job - Truss Truss Type Qy Py Fb8rsln TCLL 20.0 2 SPACING- 2-" CSI. R45919501509.136 in poo) Udefl Lb 001 GABLE 1 1 TC 0.61 Vert(LL) -0.23 F -G >999 240 ' TCOL 10.0 Lumber DOL Job Refererwe o na byb- ILM FUR$ WMetK W, ANUt1L150N, CA 7-6.14 7.890 s cep Z9 ZO15 MaeK IrauSales, Inc: T1r0 N L' 17 OS:Z q 2015 Page 1 ID:k?bpXIOW?Xv*J08iGf wryP90N•KTSS6GdYnjUEb(W(3wIL5Uyo63gUG400182SppyILhN B-it•2 6-11.2 4x5 = C 7.6-14 Scale - 1:49.0 5X8 = 3x4 = 3X _ Iv 0 LOADING (psf) Design va8d for use only vAM Mnekbs corvsecton. Ths6 design h bored onN uprn parometers shown act's for on individud bu3dvg component, not• a truss system. Before use. the bWdng desigrser must ver8y the dedgn incorporate this design the TCLL 20.0 2 SPACING- 2-" CSI. DEFL in poo) Udefl Lb PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.23 F -G >999 240 MT20 220/195 TCOL 10.0 Lumber DOL 1.15 BC 0.53 Ven(rL) -0.54 F -G >647 180 8CLL0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 E n/a n1a RrDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins. BOT CHORD 2x4 DF No.l&Btf G BOT CHORD Rigid ceiling directly applied or 1043.0 oc bracing. WEBS 20 DF Stud/Std G , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1160/0-", E=1160/Mechanical Max Harz A=97(LC 11) Max UpliftA=127(LC 10), E=127(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2228/258, B -N=1960/203, GN=1872232, C-0=-1872/233, D-0=19601203, D -E=-2226259 BOT CHORD A -G=-261/1986, G -P--65/1327, P -Q=-05/1327, F -Q=-05/1327, E -F=184/1986 WEBS C -F=-921719, D -F=-484231, C -G=92819, B -G=-484/230 NOTES- (10) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, 5CDL=6.0pst h=25ft; Cat. II; E -V C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; PF20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$0 tell by 1-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied far the green lumber naombers. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint A and 127 Ib uplift at joint E. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPR0'E_-UE' QRQFESS/ON ��PNpTNlO tiF�Fy� �2 2 76428 z m v � EXP. 12/31/2016 * , i/1 *, )ZOF November 17,2015 AWARHIMO-VuWAy das#n perameras audRE40 MOTES ON THIS AMD IMCLUDED WTEX RaFEI MCE PA GE AM74T7 rev. 10A.74015 BEFORE USE. Design va8d for use only vAM Mnekbs corvsecton. Ths6 design h bored onN uprn parometers shown act's for on individud bu3dvg component, not• a truss system. Before use. the bWdng desigrser must ver8y the dedgn incorporate this design the cpp6c�ih'ty of paramaten crud properly Ksto overall bu7dng designs. Bracing trsdicated is to presrerst bvclArsg of imUclual buss web and/or chord merdsers only. Addtiarsd temporary and pamanserst broctrsg Welk' a alw oW regrmed for stability and to prevent collapwits poss'ble perwrrci ir*Ay acrd property damage. Far gaserd gssdonce ragosdvp the fabdooBon, storage. defray. erectiiOn and bsaysg of busses and Ivss systems, see ANWWH 000My CrBedrs, DSB-89 ®d BC9 Compossed 7777 Greenback Lane 5aidy brlarmallan mailable from Tnrss Plate kss6kAe, 218 N. Lee Street, Sole 312, AlexcrKho. VA 22314. Suite 108 Citrus HeIghta, CA 95810 11 b Tn1ss Tess Type OH PJ ito0rnar ' r15 of porlaneters and properly aa. building design. Bracing ted is to prevent bucWv of individual truss web and/or dnord members only. Addi ionol tenrporcry and permanent bracing TCLL 20.0 SPACING 2-0-0 CSL 1245919559 09-138 002 - Camron 2 1 Plate Grip DOL 1.15 TC 0.65 Ven(LL) -023 G -H >999 240 Jab Reference (cutionaD S1b Irk VLVb wxnex w, ANuml'ou i, x:A 7.640 s Sep 29 2015 MA IMe9nG5 InG TIrO NOv 1T 05:2{1:39 2915 Pa 1 ID:k?bpXIO.?XvXrJ081Gf wzyP90N pfOTJbdAY0c5bMVSU0sK0wU5ITAj?WX9 mo0LFy0.hM z-0-0 i-0-14 10-0-0 21-s-2 ) 29-0-o i 7-0-14 .6.11-2 2-11.2 7-0-14 • Scale = 1:51.2 4X5 = D 3x8 — 5,13 = 30 = - 3X8 _ 9-10.10 } 19.1-6 29-0-0 141— LOADING b LOADING (psf) Design va5d for use arty with M9eW connectors. TM design is based onN upon pansneten shown and a for an individual buidng camporlent not a buss system Before use. the IoWdng designer must verily the aI A cbi ty design Incorporate Br's desiz inro a,e of porlaneters and properly aa. building design. Bracing ted is to prevent bucWv of individual truss web and/or dnord members only. Addi ionol tenrporcry and permanent bracing TCLL 20.0 SPACING 2-0-0 CSL L. DEF in pec) Vdefl Ud PLATES GRIP (Roof Snow 20.0) Plate Grip DOL 1.15 TC 0.65 Ven(LL) -023 G -H >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.53. Ven(rL) -0.54 G -H >643 180 BCLL 0.0 ' Rep Stress Incr YES We 0.32 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix -M) Weight: 115 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallatiorAuide. — -_- -- --- _- REACTIONS. (lb/size) F=1159/Mechanical, B=1281/0-5-8 Max Herz B=124(LC 14) Max UpliftF=127(LC 11), B=167(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2215/255, C-0=19501200, D-0=-1863229, D -P=-1869/232, E -P 1957/203, E -F=-2222/259 BOT CHORD B -H=257/1975, H-0 4/1324, Q -R=-84/1324, G -R=64/1324, F-(-- 164/1983 WEBS D -Cr -92/735, E -G=499831, D -H=89/711, C -H--479/229 NOTES- (11) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 380 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of teas to bearing plate capable of withstanding 127 Ib uplift at joint F and 167 Ib uplift at joint B. 10) 'Semi-rigid pitchbreaks with fixed heels" Member end fusty 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. BUTTE COUNTY BUILDING DIVISION APPROVED q?,0FESS/Olv,y ��oNlo yFG, c 'p� 2 LU � 76428 z m p ;13 EXP. 12/3112016 OF November 17,2015 AWARNING-Ver1Ty des'1n parameters and READ NOTES ON Tie. AND INCLUDED AUi6c REFERANCE PAGE 4DF74" rev. I0A=0f8 ar-FORE USE. Design va5d for use arty with M9eW connectors. TM design is based onN upon pansneten shown and a for an individual buidng camporlent not a buss system Before use. the IoWdng designer must verily the aI A cbi ty design Incorporate Br's desiz inro a,e of porlaneters and properly aa. building design. Bracing ted is to prevent bucWv of individual truss web and/or dnord members only. Addi ionol tenrporcry and permanent bracing i B always required for stability and to prevent collapse with possdis personal a*ffy and properly damage. Fa generd gddance regarding the r fabricaBon storage. delivery. erection and bracing d busses and buss systems. see ANSUM11 QudBy,c a - DS9-89 ®d BCL Bull�g corr�rsoed TM Greeritiack Lane Sulle Sc4dy mtlmmollm avallablle from Truss Plate knslik4e. 218 K Lee Street Suite 312. Alexanrtrf4 VA 21314. 109 Citrus tielgIft. CA 95810 1 Jab Truss us Truss Type Qh Jab Truss us Truss Type Qh Pty tfotman r TCLL 20.0 SPACING 2-0-0 CSI. . 845919580 1509-136 E01 Roof special Girder 1J 2 Job Reterertoe O rsa ra r G raw wamcrs w, nnucnaam, t,n 7.u4o s Z9 2075 Veit Irldus0185, Inti TUB Nov 77 0520:42 2016 PagO 1 ID:k7bpXlOw?XVXrJOBiG wryP90N•DElcydg3w% 4pD1980t jDhF3CoHcgkOgyaylLhJ 4 -SO 8�-7 12-7-15 17 -SO 225 10 4 -SO 4-1.6 41-8 4.9-1 Sole =1:38.4 4X5 = NAILED A kt NAILED 1.41 12 NAILED NAILED NAILED. 4x4NAILED NAND 3x_4 = R S D T 3n0 = NAILED Q C N B D P L Y Z K AA J AB AC 2x4 11 NAILED 5x6 = NAILED 5)6 = NAILED NAILED NAILED 1 AD I. AE 3X8 = NAILED NAILED NAILED 1.78112 NAILED NAILED U 9X4 NAILED tN x AF H AG AH NAILED 5X6 = NAILED NAILED 4•SO 8-0-7 12.7.15 17 -SO 225-10 4x5 = F G 2x4 I I LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI. DEFL in poc) I/defl L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 025 Ven(LL) -0.09 IJ >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Ven(TL) -026 I -J >999 180 BCLL 0.0 , Rep Stress Incr NO WB 0.64 HOfz(TL) 0.04 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -NI) Weight: 202 Ib FT = 20% LUMBER- BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS. (lb/size) L=1175/Mechanical, G=1231/Mechanical Max Horz L=12(LC 25) Max UpliftL=185(LC 6), G=198(LC 7) Max Grav L=1175(LC 1), G=1237(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -N=-3027/472, M -N=-3011/473, B -N=30011475, B-0=-3688/578, 04'=3673/577, P-0=3670/577, C -O=-3653/577, C -R=-3271/521, R -S=-3250/516, D -S=3228/514, D -T=3245/513, T -U=3264/514, E -U=32931513, E -V=3052/493, V -W=3071/491, W -X=3073/490, F -X=3095/489, A -L=1107/202, F -G=-1166/217 BOT CHORD K -AA= -464f2991, AA-AB=4642991, J -AB= -464/2991, J-AC=557/3657, AC -AD= -557/3657, I-AD=557!3657, I -AE= -487/3040, AE-AF=487/3040, H -AF= -8713040 WEBS 13-K=562/161, BJ=125/730, C-1=537/125, D-1=0/431, E-1=•85290, E -H=-475/172, A -K=4492882, F -H=4602912 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131'4') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 04-0 oc. 2) All loads are considered equally applied to all plies, except if noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F7 or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vas&=87mph; TCDL=6.Opsf BCDL=6.Opsf h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live bads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 1-041 wide will fn between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 185 Ib uplift at joint L and 196 Ib uplift at joint G. 11) "Semirigid pitchbreaks with foxed heels" Member end firoty model was used in the analysis and design of this truss. 12) -NAILED' indicates 3-10d (0.148'4") or 2-12d (0.14894.257 toe -nails. For more details refer to MTek's ST -TOENAIL Detail. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A& WAgMNG- Verily dbsrgn parameters end READ NOTES ON 7VS AND INCLUDED tfOl CAEFMWCE PAGE II11L7477 ray. MW11a/6 BEFORE USE. Design valid for use only with Mifek® connectors. This design a basedoonnyy upon parameters shown. and o for an individual [wilding component, not a hx ss system. Before use. the buildng designer must veiny the applicabiGly of design parameters and property incorporate this design into the overall bLAdry designs. &adrp Indicated Is to prevent bucking of uxfmdud hs n web and/or clad members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with Posv'hls personal k*ry and property damage. For general guidance regading the fabrication storage. delivery. erection and bracing of busses and buss systems. see ANWM) QsrcdDy Cdefq DS"9 mud BCS[ $uDdkM Compoaerd Satelp hAartrdflm avdkd3le from Truss Rate Instihrke. 218 N. Lee Street. Stlte 312 Alexandra VA 71314. I BUTTE COUNTY BUILDING DIVISION APPROVED Q 'o"SS'o tyv 76428 z m of 0 EXP. 1231/2016 * .'d n *1 November 17,2015 10 Mitek' 7777 Greenback Lorre Sulte 109 Job Truss Truss Type Design valid for use Orly with MirekQ9 connectors. Ttls design b based nN iq�on porornefas shown and h for on indiNdud bwldmg component, not trans Blore the buBalng designer the 1y design the design the a system use, must vestry c of parameters and poperty Incorporate Into overall appBcabi buadesg deggrx &acing Irxfrcated h to prevent bucldesg of individual truss web and/or chad members only Additional temporary and permanent bracing 1"'y jP' =JHo'b'mR 845919560150&t38 Eat RoofSpeosalGrtder12 7777 Grevrbads Lmre ' SVSIEW PLUS W1�H2 CO. ANDERSON. CA 7.640 s Sep 29 2015 Mi rek Industries, Inc Tee Nov 17 0520:42 2015 Page 2 ID:k?bp)00w?XvXrJO81Gf wr^ON-DEicydg3gMpD19B01eZSjDhF3CoHcgkOgyaylUnl LOAD CASES) Standard 'I) Dead * Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Ven: A-D=-60, D-F=-60, G-L=-20 Concentrated Loads Qb) Vert: D=-88(F) Ir 34(F) M=11(F) 0=-28(F) 0=-46(F) R=-64(F) S=-83(F) T=70(F) U=-47(F) V=23(F) AA=12(F) Af3=-19(F) AC=-24(F) AD--30(F) AE=26(F) AF=19(F) AG=11(F) BUTTE COUNTY . BUILDING DIVISION APPRfVED AWARNING -Vmey deslgn pernmelem end READ NOTES ON THIS AND INCLUDED MR61 Rff6tANCE PAGE M 1.7473 rev. laM Mf6 BEFORE USE. Design valid for use Orly with MirekQ9 connectors. Ttls design b based nN iq�on porornefas shown and h for on indiNdud bwldmg component, not trans Blore the buBalng designer the 1y design the design the a system use, must vestry c of parameters and poperty Incorporate Into overall appBcabi buadesg deggrx &acing Irxfrcated h to prevent bucldesg of individual truss web and/or chad members only Additional temporary and permanent bracing WOW a atways rectuhed for stability and to prevent col pse with possUe personal Injury and properly damage, for generd guidance regarding the fabric bm storage, de&ery, erection and bracig d busses and truss systems, see ANWM poagy Craedq DSS -89=d SCSI BuDdksp Com 7777 Grevrbads Lmre Sdety batmomtlao available from Truss Hate Institute. 218 k Lee Sheet, Suite 312. Alexamrtia VA 22314. Sum 109 CRsus 95610 b Truss Truss TypeaHPlyR45919M =,n= use ordy with Mnel� camectars. This destgrs's based awndyy upon paonletes stdnvr. and Is for an Indnidrai buildcg component, not etote use• the lau6r6rg designer the =tv design incorporate this design into the r TCLL 20.0 SPACING- 2-0-0 CSI. li'obReterence 09.138' E02 Rear Spedet 1 ' t TC 0.55 Vert(LL) -0.15 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL (optional!) SYSTEMIS FLUS LUL93ER CO, ANDER50N, CA 7.f140 S Sep 29 2015 Muer"'147 ere InG Tea Nov 17 05:20:47 2015 .a% 1 ID:k7bp)U0w?XvXrJ08iGi wryP90N-hOF 9zghbFAI DjrxGBmepG4 t AIvOmDUoylu I 6- 1.15 12-08 16-5.11 21-2-8 � B-1.15 510-7 4S5 4.8-13 1.41 12 40 = C 1.78 L12 Scale =1:382 H G I 3x8 _ _ F 8x4 II — 3X8 — SrB _ LOADING (psf) =,n= use ordy with Mnel� camectars. This destgrs's based awndyy upon paonletes stdnvr. and Is for an Indnidrai buildcg component, not etote use• the lau6r6rg designer the =tv design incorporate this design into the TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefi L/d PLATES GRIP (Roof Snow�0.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.46 Vert(TL) -0.47 F -G >533 180 BCLL 0.0 ' Rep Stress Inca YES WB 0.67 Horz(rL) 0.04 F n/a n/a BCDL 10, Code ISC201217PI2007 (Matra -M) Weight: 99 Ib FT =2045 LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except BOT CHORD 2x4 DF No. I&Sir G end venicals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=837/Mechanical, F=837/Mechanical Max Horz 1=44(LC 7) Max Uplift 1=1 IO(LC 6), F=-87(LC 7) FORCES. (lb) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A$=4549/197, B -C=-1436/128, C -D=1440/130, A-1=772/142 BOT CHORD G -1-1=466/1520,F -G=165/1153 WEBS B -H=335/123, D -G=0/381, A-1-1=192/1509, D -F=12551190 NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=:6.Opsf, BCDL=6.Opsf, h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; P14=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live bads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by I-" wide will fn between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint I and 87 Ib uplift at joint F. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fodty model was used in the analysis and design ofthis thus. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION AIPPROVED QRpF ESS/0b TNI �P�py�<<c�c IL c 'P2 2 LU vo 76428 z m * EXP. 12/31/2016 lq IV rF0 CAt� November 17,2015 A WARMNG - verey das#n pwwnelers andREAD N07ES ON 7Ms AND INCLUDED WTW REFOUNCE PAGE W-74fa ray. fa=&&t5 aEFORE USE =,n= use ordy with Mnel� camectars. This destgrs's based awndyy upon paonletes stdnvr. and Is for an Indnidrai buildcg component, not etote use• the lau6r6rg designer the =tv design incorporate this design into the must vertly app6 o1 parometers and property were bwtdhng design. &ocing Indicated is to prevent bucking of individual buss web and/or axed members only. Additional temporary and permanent bracing Welk' Is always regsked for ftW ty acrd to prevent collapse with posse personal k*W and properly damage. For general guidance regarding the fairication storage. delivery. erection and bracing d busses and tuns systems. see AusVm AMesy CAab, Os&89 raid acsi conwoed 7777 Gremback Lane Sum 109 sdehy bslarmdtm avoll bte from Tuns Plate tra6lule. 218 K lee Street suite 312 Alexandria VA 22314. Citrus Heighb. CA IMMO Job Truss Truss Type Ory Pty Hobrerr CSI. DEFL. in (1oc) Vdefl Ltd • PLATES GRIP (Roof Snow--20.0)Plate R45919582 1509136 E03 Roof Special 1 1 Lumber DOL 1.15 SC 0.38 Vert(TL) -0.34 F -G >692 180 BCLL 0.0 , Job Reference (optional) SY57ea5 MtJ5 LUUMN CO, ANDERSON, GA 7.940 5 So 29 2015 Wait lOsS?Irrdusbles Ina Tue Nov 17 05:20:44 2015 alMPag81 ID:k7bpXX rXrJ081G1 N ti OcpMMJhJMZFPiJ7NQGZSVLB7cUwDu71 VnOTOUIH s•e-ts 1 11.8 1 ts•s9 t9.1oa I 59-15 SB -T 4.1-3 4�-11 1.41 12 4x4 C 1.7812 Scale = 1:34.1 1 2x4 11 H 40 = G 3x8 = F 3x5 = r 5-9-15 - 11 8 1910-4 - r 5-9-15 5.8.7 11-5-14 I LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (1oc) Vdefl Ltd PLATES GRIP (Roof Snow--20.0)Plate Grip DOL 1.15 TC 0.49 Ven(LL) -0.11 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.38 Vert(TL) -0.34 F -G >692 180 BCLL 0.0 , Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 F n1a n/a BCDL 10.0 Code IBC2012/iPI2007 (Matrix -1111) Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installatio uide. REACTIONS. (lb/slze) 1=783/Mechanical, F=783/Mechanical Max Horz 1=77(LC 7) Max Uplift 1=107(LC 6), F=-840LC 7) BUTT COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1037/132, B -C=1010/100, C -D=-1012/104, A-1=725/1311 BUILDING DIVISION BOT CHORD G -H=-96/1013, F -G=124!155 WEBS B44=361/127, D•G=0/349, A -H=145/1079, D -F=935/144 A ®P O V E C. 9 NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=6.Opsf, h=25ft; Cat, ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL- -1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$41 tall by 1-04) wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. . 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint I and 84 Ib uplift at joint ESS/ON F. 9) 'Semi-rigid pftchbreaks with fixed heels' Member end Wy model was used in the analysis and design ofthis truss. QROF ���0 �OT N10 y 9l FC 10) WARNING: Engineering is void unless thus is fabricated by Systems Plus Lumber Co. F,P y �Q` IL �0 76428 z m v ;o EXP. 12/3112016 * LrT C10 - OFC November 17,2015 AWAIMAIG-VQfry dasVD parameters and REID NOTES ON TWSMD NfCLUDED WW Rg9cANCE PA GE YI1.7477 my. 10=41015 BEFOW USE. Design varid for use orgy with Mnek& carnhectors. This design is bated orl upon parameters shown and is for an Irxllvidud bolding component, not a truss system More use. the bung designer must verity the opplicabf ty of design building��• incorporate this design into the parameters and property overall bultdbg designs. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennahent bracing iw iTek' is always recpmed for stability and to prevent collapse with possible personal enjoy and property damage. For general guidance regad'i g the fabrtcatbrs storagedelivery erecOcn and bracing of busses and buss systems see AIRY" Qur"y CBedq oSB-89 and wg egcke tamponed TT77 Greenback Lane Srie 109 Safety mfonrsdlon astable from Truss Hata institute. 218 N. Lee street, Suite 312. Alexandria VA 22314. Ctnrs Hekbfs. CA 05610 Job ' Truss Type Oty Pty Fb9rori PLATES GRIP JTruss Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.08 E -F >999 240 R4591B58;i 1509.138 EN Raaf Spedal 1 1 BC0.0 " Rep Stress Incr YES WB 0.36 Horz(rL) 0.01 E - n/a n/a BCDL 10.0 Job Reference (optionaO bTb rrMbrLW LuxraCr[w, nrurtnbun, u:n r.oaustrapmaroxrrrex rrdusares me rrc—ZS rr ua:cvvccora ra v r ID:k7bpX10WtXvX1J08iGLwzyP90N•9cpMMJhJMZ�tJJINOC,ZSVj_BueUldgnBu71 nOTyILhH _ 5-5-15 t 10-8-0 i 18.8.1 5-5-05 4.2.7 7.9-10 1.41 12 4x6 = 1.78 L12 Scale - 1:33.8 C G F H E 2x4 II 3x4 = - 4x8 = 3x4 II S.St S 7 (LAR 7 AIL1 5-5.15 5-2-7 7-9.10 ' LOADING (psf) SPACING- L 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snov--20. Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.08 E -F >999 240 MT20 220/195 TCLL 10.. 0 Lumber DOL 1.15 BC 0.28 Vert(rL) -0.24 E -F >894 180 BC0.0 " Rep Stress Incr YES WB 0.36 Horz(rL) 0.01 E - n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix -M) Weight: 98 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 5.6-9 oc puriins, except BOT CHORD 2x4 OF No. /BBtr G end verticals. WEBS 2x4 OF Stud/Std G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) H=728/Mechanical, E=728/Mechanical Max Horz H=110(LC 9) Max UpliftH=105(LC 6), E=-82(LC 7) FORCES. (Ib) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD A-8=727191, 134=749178, C-1=-74686, C4=734/87, D -J=768/76, A -H=-076/132, D -E-656/121 BUILDING DiVI?10I' BOT CHORD F -G=-691105 WEBS B -G=355/130, A -C_-120820, D -F=.451745 ® r NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph;TCDL=6.Opst, 8CDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Cr- 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live bolds. 1 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girders) for truss to truss connections. ESS/0i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint H and 82 Ib uplift at joint Q?,OF Q q� pTN10 F E 9) "Semi-rigid pitchbreaks with fared heels" Member end fixity model was used in the analysis and design ofthis truss.Q� 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus lumber Co. �� yF,p Z U m w ��76428 ZCK X ay EXP. 12/31/2016 * IV T�TFOFCAI.\ J November 17,2015 AWARMrMG •Varvy daily. paransefers andREAD MOM ON 7MS AMD IMCLUDED Mr7M RffER MCE PAGE MF7473 my. 10/01*0 5 BEFORE USE ' Design vdd for use orsly with Meek* connectors, iltis designs is based ardv upon pananetaz drown and Is for an individual bu7dtrrg component not a buss Before the Gifaltg designer the Ally design Rua . ` system use, must verity �spBcobl of parameters and properly Incorporate design Into the weralt bu3dmg designs, &acing indicated is to prevent buckling of individual puss web and/or chord members only. Additional temporary and perbracing p�Amanent I V iTek* is always required for stability and to prevent collapse with possible personal h'nhaY and properly domage. For general guidorsce regarding the I fabrication storage. deSvery. erection and broceg d busses and truss systems. see ANSVTP1l Qaofy Cd1&la DS8-89 and BCSI BtrBdhg Cmrrponed 7777 Greenback Imre S"to 109 Suaely bdamdim cvd1ob1e tram Tnrss Rate Institute. 218 H. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Helatris. CA 95810 Q a Job Thus Trus Type Qty LOADING (psf) SPACING- 2-0-0 CSI. DEFL in pod) I/defi L/d PLATES GRIP TCLL 20.0 iplyIHotrren846919584 TC 0.71 150x136 E05 RoofSpecial - 1 Vert(TL) -0.17 E -F >999 180 TCDL10.0 TCDL 10. Rep Stress Incr YES WB 029 Horz(TL) 0.01 E n/a n/a Job Reference (optional) SYU It.MS YLUb WNMWK W, PJGJLKbUN, UA VOW S tep cn dl a Mire[ r110u5eR5 InC I1J8Ipv I l ua:lAr.0.l cV no r ID:k7bp)UOw?XvXrJO81Gf .;I 90NdpNl6fuc7sNtlycgGzkGBk5M01kPFX2M vy1LhG 5.1.15 10-" 174.19 5.1.15 4-10-7 7-1.7 1.41 [12 4X = 1.7a Lt2 H G F E 2x4 II 3x4 = 3x8 = 2x4 II Scale =1:36.0 5-1.15 10-0-6 17-1-13 + 5-1-15 4-10-7 7-1.7 Design void for une oruly with Mneic®connectors. This= design t hosed or opal parameters shown and'a for an individual bulld ng component, not truss Before the bWk6ng designer the ty desgn this design the LOADING (psf) SPACING- 2-0-0 CSI. DEFL in pod) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.06 E -F >999 240 MT20 220/195 (RoofSnov�2 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.17 E -F >999 180 TCDL10.0 TCDL 10. Rep Stress Incr YES WB 029 Horz(TL) 0.01 E n/a n/a BCLL 0.0 • BCDL 10.0 Code I8C2012rrP12007 (MatriK-M) Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. I&Btf G r TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.16Btr G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, In aocordence with Stabilizer Installation guide. REACTIONS. (Ib/size) H=674/Mechanical, E=674/Mechanical Max Horz H=142(LC 9) Max UpliftH=106(-C 6), E=-84(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD �88164. B-1=552/88, C-1=_521174, C 537/75, [W--567/55,A-I"27/129, BUTTE o-�-5029/118 COUNT' HORD F� 342/1 34, BUILDING U I ( N WEBS A -C,=-109/860, D-F=S0/596 ISI ,` (.. APPRIO E 110mph (3 -second gust) Vas87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS Wind: ASCE 7-10; VUIt= d= (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; CI= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noniconcurrent with any other live bads. 5) " This thus has been designed for a live bad of 20.Opsf on the bottom chord In all areas where a rectangle 343-0 tall by 1-" wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. O OF ESS/Q4, 8) Provide mechanical connectbn (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint Hard 84 m uplift at joint E. Q q( 2� OT N IO 9) "Semirigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss. yF,P�1 2Gl 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �Q� all C-)76428 z m v � EXR 12/31/2016 OF November 17,2015 AW/IRMNG •Var9y des&n parmnetms and READ N07M ON 719S AND INCLUDED 197Hf REFOWCE PAG# 19167M say. 10, MMS 6EFOW USE. St• Design void for une oruly with Mneic®connectors. This= design t hosed or opal parameters shown and'a for an individual bulld ng component, not truss Before the bWk6ng designer the ty desgn this design the ��• a system. use. must veNy applicabi of parameters and property incoq=ote Into overall buldng designs. &acirg Indicated is to prevent bucUM of indiv d truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' s a1wW required for stab3fy, and to prevent collapse with poss8be personal &VAy and property, damage. for general gulidalee regarding the fabdaatbn storage. delivery. erection and bracing at trusses and hiss systems. see ANsM1 Quos, CdWft OSS -89 and BCL Building Componerd 7777 Greenback Lane aufb 109 SaMy blmrndlw available tram Tnas Rate I stiMe. 218 N. Lee Street Suite 312, Alexancirio. VA 22314. CRnss Hetifft. CA 9561D Job Truss Tnss Type Oly Ply lb"an PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.18 F -G >999 240 PA5918565 1508-138 E09 Roof Special 1 1 BCLL 0.0 Rep Stress Inrr YES WB 0.51 Horzm) (TL) . Na O.0T 1 E a N/a BCDL 10.0 Job Reference (optionao a SYSTEMS PLUS ^ ^---•w -. .... r.ocu s aep Cr GaIJ MIr eR urousvres Inti I IIB rvov � � 05:20:9e ZOIs Pege 1 ID:k7hpXIOWIXvXrJOafGf wzyP80N•57x7n7JZuAVbZRXoO UzoPGJCIZEaelBttSLyILhF 4.315 9.4-e 15310 4315 4t>•7 9-59 � 1.41 r 4x,4 c 1.78 ne Scale =1:39.2 3x5 = H C 2 G 9x5 = J K L F _ E Sxe 2.4 I I . 1 9.4•B 15.9.10 a4•g 8 L9 _ � LOADING (psf) TCLL 20.0 SPACING 2.0..0 CSI. DEFL in Qoc) Vdeft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.18 F -G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.47 Vert -0.F G >3 180 BCLL 0.0 Rep Stress Inrr YES WB 0.51 Horzm) (TL) . Na O.0T 1 E a N/a BCDL 10.0 Code IBC2012/TPI2007 (MaVhG-NQ Weight: 951b FT = 20% LUMBER- BRACING- RACINGTOP TOPCHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 2x4 OF Slud/Std G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) E--620/Mechanical, G=820/Mechartical Installation guide. , Max Horz G=175(LC 7) Max UpliftE=-88(LC 7), G=-109(LC 6) Max Grav E=622(LC 2), G=820(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY 01914/345 /58 f_ /48' D E=577" 08 BUILDING I V I S I O ISI BOT CHORD GJ= 14/345, J -K= 114745, F -K .D WEBS &G=,533/152, D -F=.48/512 APPROVE; NOTES- (10) 1) Wind: ASCE 7-10; VuB=110mph (3 -second gust) Vas&87mph; TCDL=S.Opsf, BCDL=6.0psf; h=25ft; Cat. fl; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; EIQt C; Partially Fes.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by I-" wide will fin between the bottom chord and any other members, with BCDL = tO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. ��F E$Sl0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881b uplift at joint E and 109 Ib uplift atjoint �QQ j N10 9) 'Sernkigid fixed tNq� ` O pitchbreaks with heels' Member end fixity model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LU 76428 z m v LL *`try EXP. 12/31/2 6ti T9TFOFCAI0- Nnvemhpr 17 7/115 4 WARNlNO-VerOy d6stn paranrrgers endREAD N07FS ON TNJS AND INCLUDED IIRrHGRi3'ERANCEPyJGE NlL747J rev. r[W]Q015 aEF0RE USE Design valid for use only with Mite!0 connectors. This design is based Oranl1yy upon pararnefers shown and is for an irdivldtxil Grldrng Pone rad 0 Inas system Before use• the bwldng designer must vertfy the appticalAty of designs parameters and property incapaate this design into One overall buildh>8 designs. Brodrng Indicated is to prevent bucldrg of individual hiss web and/or Brad members orly. Aciditiond temporaryad Immonent broc'rrg a otways recwced for stability and to Prevent aaAcrosa with possible personal inyrxy and properly damage. for general guldarce regarding the M 1 1®k' fdxicafion storage, delivery, erection and bracing of busses and hiss systems, see ANWFMI Quo* Cr9dfq OSB -89 and 501 Bolldfng Comporretd TM Greenback Lane r SaOahr bda udion mailable from Truss Plate Institute, 218 t•L Lee Street Sulte 312 Alexandria. VA 22314. Suite 109 • Cilpm Helaft. CA 95610 a�a 1 CMIJ n7_W W MatK W, ANUGK."LN. r:11 T.64a s x115 NliTax In�u5tlte5, Ina 7110 Nov 17 052e:46 2075 PagO 1 ID:k9bpXlOw?xvXrJ08i _wzyP90t�57x7n7jzaVSZRXoO UzaPGILIap81a8k t5LylLhF _ 9s1s a-ae 14 -se 4-515 4-2-7 5-9-0 s 1.41 512 4x4 = 1.78 b2 Scale = 1:43.6 3X4 = B H C 2x4 II 3x4 = o A 0 J K L ' G F E 3x4 = 2x4 I I i 8-8.8 + 14.5-6 a-&8 5.9-0 LOADING (psf) Job Truss Truss Type illy Ply Ho0rlan TCLL 20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.16 F -G >999 240 845919568 • 1509-138 E07 Raaf Spedal 7 1 3) Unbalanced snow loads have been considered for this design. BCLL 0.0' Rep Stress Incr YES WB 0.50 Horz(TL) 0.00 E n/a n/a Job Reference (optional) a�a 1 CMIJ n7_W W MatK W, ANUGK."LN. r:11 T.64a s x115 NliTax In�u5tlte5, Ina 7110 Nov 17 052e:46 2075 PagO 1 ID:k9bpXlOw?xvXrJ08i _wzyP90t�57x7n7jzaVSZRXoO UzaPGILIap81a8k t5LylLhF _ 9s1s a-ae 14 -se 4-515 4-2-7 5-9-0 s 1.41 512 4x4 = 1.78 b2 Scale = 1:43.6 3X4 = B H C 2x4 II 3x4 = o A 0 J K L ' G F E 3x4 = 2x4 I I i 8-8.8 + 14.5-6 a-&8 5.9-0 LOADING (psf) SPACING- 2-0.0 Max UpliftE=97(LC 7), G=-117(LC 6) CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.16 F -G >999 240 MT20 220/195 (Roof Snow� TCDL 10.0 10. Lumber DOL 1.15 (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 BC 0.44 Vert(TL) -0.40 F -G >429 180 3) Unbalanced snow loads have been considered for this design. BCLL 0.0' Rep Stress Incr YES WB 0.50 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2ourrP12007 7) Refer to girder(s) for truss to truss connections. (Matrix -M) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint E and 117 Ib uplift at joint Q?,OF '9��y N t0// Weight: 96 Ib FT=20% LUMBER- 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BRACING - TOP CHORD 2x4 DF No,1&Btr G r TOP CHORD - Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. I&Btr G sT9 CIVIC end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - November 17,2015 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) E=566/Mechanical, G--566/Mechanical Max Horz G=208(LC 7) Max UpliftE=97(LC 7), G=-117(LC 6) Design valid touse only with MifekS cannecton. Thrs design h based oo�nlyy upon palonseten shown and is for an Gsdividld bsxldng component. rot a buss system. 9efare use, the buddrg designer must verify the cypficabi6ly design incorparate Ons design the =era Max Grav E=587(LC 2), G=573(LC 2) BUTTE COUNTY FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD B -H=-321/47, C -H. 308/53, C -1---310/54,D-1=-329/45, D -E=-530/113 + BOT CHORD GJ= -127/255, J -K=-127/255, F -K=127255 WEBS B -G—=452/154, D -F=-53/449 APPROVED NOTES- (10) fabrication storage. delivery. erection and broc6sg of busses and truss systems. see ANWMI Q.* Cdl dq DSB-89 and OCL BuBdhComporserd 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS . (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; PF=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. Cfius Heights, CA 05810 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. E SS JON 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint E and 117 Ib uplift at joint Q?,OF '9��y N t0// 9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ���0 NQT y 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO 2 w 0 76428 z m r tY 0 ;a EXP.1 31/2016 * sT9 CIVIC f4FOFCALIF November 17,2015 AWARNING-VarWdaslgnpamnWms endREADNOTES ON TMSANDIMCLUDEDBD76aREFERMCEPAGEMIJF7Mmy. s'aMM5 BEFORE USE. Design valid touse only with MifekS cannecton. Thrs design h based oo�nlyy upon palonseten shown and is for an Gsdividld bsxldng component. rot a buss system. 9efare use, the buddrg designer must verify the cypficabi6ly design incorparate Ons design the =era of pasonseten and properly into butciing design Orating Indicated is to prevent buc►ang of individual buss web and/or chord members only. Additional terspaary and pemsanent txocbV ' MiTek' Is of vat's requ6ed fors' ty and to prevent collapse wilh possible personal b*xy and properly danage. For general guidance regarding the fabrication storage. delivery. erection and broc6sg of busses and truss systems. see ANWMI Q.* Cdl dq DSB-89 and OCL BuBdhComporserd 7777 Greenback Lane Sanely rntam anon available from Tnns Rate tratitute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.7314. Sulla 109 Cfius Heights, CA 05810 Job Truss Truss Type Qty DEFL in poc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 iso iT®k� TC 0.68 Vert(LL) -0.13 F -G >999 240 MT20 220/195 RwfSpedal 1 1ply1Firmanf7A5918587EN BC 0.39 Vert(TL) -0.31 F -G >503 180 5) *This truss has been designed for alive load cf 20.opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-" wide will BCLL 0.0 • Rep Stress Incr YES Job Reference (optional) me mov i f w.2w.Q zuio ra e s ID,."bpX1ow?XvXrJOa wzyP90N aBVV7LkCiljdyAa67yhOCLcpSDh+ptAuLq?k dnylLhE i 4.1-15 B•0.8 13.11 •. 4-1-15 310.7 5-0.12 1.41 12 4x4 = 1.78 [12- Scale: 114"' 3x4 C I G3x4 = J K. F L 2X4 li E 3X8 = s s 8.0.8 13-1-3 8.x8 10 12 LOADING (psf) TCLL 20.0 SPACING- 2-00 Max Grav E=544(LC 2), G=530(LC 2) CSI. DEFL in poc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 iso iT®k� TC 0.68 Vert(LL) -0.13 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 3) Unbalanced snow loads have been considered for this design. BC 0.39 Vert(TL) -0.31 F -G >503 180 5) *This truss has been designed for alive load cf 20.opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-" wide will BCLL 0.0 • Rep Stress Incr YES WB 024 Horz(iL) 0.00 E n/a n/a E.SSfON BCDL 10.0 Code IBC2012rrPI2007 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss. (Matrx-M) 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO OSP Weight: 98 Ib FT = 20'% LUMBER- BRACING - t TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 DF NO.1&Btf G OFCALIF end venicals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B•G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) E=512/Mechanical, G=512/Mechanicat Max Horz G--241 [LC 7) Max UpliftE=-112(LC 7), G=130(LC 6) Max Grav E=544(LC 2), G=530(LC 2) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD D -E=482/122 I I ®' b 1 e V 1 I O ^' BUILDING V I V WEBS B -G=387/164, D•F=-83/399 APPROVED NOTES- (10) iso iT®k� i) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; SCDL=6.0psf; h 25ft; Cat. II; Exp C; enclosed; MWFRS is akvays required for stability and to prevent coIaPSe with possible personal bquay and property damage. Fa gernerod guldance regarding the (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Parially Etp.; Ct= t 3) Unbalanced snow loads have been considered for this design. -Citrus 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live bads. Heights, cA 95010 5) *This truss has been designed for alive load cf 20.opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-" wide will ft between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. E.SSfON 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint E and 130 Ib uplift at joint G. , QROF T N IQ q� 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO OSP LU Q76428 z m cl: 0 M EXP. 12/31/2016 t * s1�9 CIVIL. 1 OFCALIF November 17 2015 ,&WMMIMG-Versyd.t.paraeseleraaadREADNWMOMnHSANDfMCLWMWnXREFMMCEPAGEMI-7473tor. fa M56EFOREIISE. Design void for use only with MneW connectors. This design is based orupas parorneters shown and is for an individual bulcing component. not a buss system. Before use, the building designer must verify the applccb ty design of parameters and inn properly opal to this design intod p rrn Overall tx,edtrg design, Brairg indrented h ro prevent buctirg of irndividual bus: w� and/Or alnard members ally. Additional temporary and permanent broebg hent iso iT®k� is akvays required for stability and to prevent coIaPSe with possible personal bquay and property damage. Fa gernerod guldance regarding the fabrimbors stooge. delivery. erection and bmcbg of busses and buss rystems, see AMSyn+tt QoaHyCs>tala D58-89 mud 6(51 CodrWooerd SaIldy mm lamm mode le fromss Plate bsstihAe. 218 FL Lee Street. Suite 312. Alexandria, VA 22314. 7777 Grembatt Lorre Suite 109 -Citrus Heights, cA 95010 Job Toss Truss Type SPACING- 2-0-0 CSI. Hoftmn PLATES GRIP ' (Roof Snowr--20.0) Plate Grip DOL 1.15 JQly Vert(LL) -0.03 F -G >999 240 845919588 1509-138 E09 Roof Special 1 JPly 1 BCLL 0.0 • Rep Stress Incr YES WB 0.48 HorzM) -0.00 E n/a n1a =Mss CA 95810 BCDL 10.0 Job Reference o ions afo 1-95 Kw wwsns w, An1JFJ ,&wk s;n 7.690 s Sep 2015 tUTelt UrOrrsirles, RM Tee Nov 17 05:20:48 2015 Page 1 ID*?bpX10wtXvXr;gZ wz ZN-203tCgkgQrdpokhBVPXRtgMbwSJkcZIIU2fT 9EyILhD tats 045 4.8-7 th•06 1-60 11z 44 = 30 II Scale = 1:47.2 3x4 II w u 4x8 = I D %.4J= K F L •3x5 =E 3x4 = I I 6.46 F 12-x11 I 9-0.9 8-0$ LOADING (Psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in poc) Udefl Ud PLATES GRIP ' (Roof Snowr--20.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.03 F -G >999 240 MT20 220/195 TCOL 10.0 Lumber DOL 1.15 8C 0.21 Ven(rQ -0.08 F -G >999 180 Sotdy w ava0otle from Tom gate trsstilute. 218 N. Lee 5tieel. Suite 312 Alaxasdrtci VA 27314. BCLL 0.0 • Rep Stress Incr YES WB 0.48 HorzM) -0.00 E n/a n1a =Mss CA 95810 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 DF No. 188tr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt D -E, C -E, A -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) E=471/Mechanical, G=471/Mechanical Max Horz G--281 (LC 9) Max UpliftE=174(LC 7), G=160(LC 6) Max Grav E=486(LC 21), G=524(LC 22) " FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - BUTTE COU N 1T1v TOP CHORD FH=164/287,E-L=164/287 BUILDING DIVISION BOTCHORD WEBS B -F=-119/380, C -E=404/160, B -43=450/238A P P paR A9P/y tl ,, NOTES- (11) 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat, ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. ESSfO4, 7) A plate rating reduction of 20% has been applied for the green lumber members. QROF � TNI 0 q��� B) Refer to girder(s) for truss to truss connections. O y 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint E and 160 Ib uplift at joint G. Gj 10) 'Semi-rigid pitchbreaks with fired heels' Member fixity in the end model was used analysis and design of this truss.CD 764 28 7 m 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 0 M EXP. 12/31/2016 * �1r CIVIL November 172015 Awmwmo - veft d=4w pammetms andRFAD No7E5ON 7W AND INCLUDED M7Hr R13ERANCP PAGE Mr -74" rev.10MZQ015 SEFORE USE Destgn vtAd f« use orsly vriih Mneldnlcaysecion. th's desigl is based onN upon paranetas shown and is fa a,'vdividud tx,et8ng comporsent, not o hvss system. Before use, the bu0drg designer must verily the appficobi N of demon parameters and properly incorporote Brh design into iha overa0 ��• buBdmg desigfs. Brodrg tsdicated Is to prevent buelLr� of irsdlviducd tens web and/« ctsad membem only. Addirrorsd termporary 9-M permanent bracing MIT®k• h always regaled t« st�rEry and ro prevent coYoDse with pom'de persond iryury and properly damoge. r« gerserol gssidonce regad'vrg the lodicafxxu staage. deivery. erection and broctrg of Inures 9-W tons Mtems. see ANSVf W1 QTY Cr$erta DSB-89 and 9CSt BuBrlmy Compemd 7777 CirettrDadr Lorre Sotdy w ava0otle from Tom gate trsstilute. 218 N. Lee 5tieel. Suite 312 Alaxasdrtci VA 27314. Su@e 108 , =Mss CA 95810 b , Truss Type Qry PH tR4591B5�09-138 r JTens Plate Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 E -F >999 240 1J`obhR�elereno9(oDfiona0 TCDL 10.0 E10 Roof Spedal 1 1 BC0.0 ' Rep Stress Incr YES WB 0.13 Horz(rL) 0.00 D n/a nda BCDL 10.0 Code IBC2012lrP12007 SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.640 S Sep Z9 Z415 MUCK I1qu5aIeS, Inc. Tee Nov 17 0520.49 2015 P a 7 ID:kTbpX10`V/XvXr,116 GL=ON-WadFQ01S65tgQuGN382g01uoMVghL53eHJ�YIgyI 54.12 54-12 2x4 I I 1.60 L12 2x4 11 Scali =1:42.3 A G - 4XB = H C J F 1 E � D 3x4 2x4 I I 3x4 = = Sit -/2 54-12 LOADING (psf) TCLL 20.0 SPACING 243-0 CSI. DEFL in Q C) Vdefl L/d PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 E -F >999 240 MT20 220/195 TCDL 10.0 DOL 1.15 BC 0.17 Vert(TL) -0.05 E -F >999 180 7777 Greenback Lane BC0.0 ' Rep Stress Incr YES WB 0.13 Horz(rL) 0.00 D n/a nda BCDL 10.0 Code IBC2012lrP12007 (Matrbc-RM Weight: 77 Ib FT = 20% LUMBER- BRACING TOP CHORD 2x4 DF No. IBBtf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.I &Btr G ' end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 1 Row at midpt B-0, B -F MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer • Installation uide. REACTIONS. (lb/size) D=420/Mechanical; F=420/Mechanical Max Horz F=247(LC 8) Max Uplift 0=153(LC 7), F=153(LC 6) Max Grav D=443(LC 21), F=443(LC 22) FORCES. Qb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD F -I=-145266, E-1=145/266, E.k-145/266, D -J 145/266 WEBS 13-E=0/275, B -D=378/140, B -F=-3781141 NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.Opsf, BCDL=6.Opaf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 341-0 tall by 141-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. ESS/Q4, 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint D and 153 Ib uplift at 91,0F 4, �1.� T N10 Q- F� joint F. PNS y�l 10) 'Semi-rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. C 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus LumberCo. O n W 76428 Z EXP. 12/31/2016 c OF CAl5'j November 17,2015 A WAMMO -VerQy dw#n paraMGMM and READ NOTES ON TMS AND INCLUDED WTEK RS:M MCE AAGEMX7471r MY. 10=x015 BEFOrREUSE. • Design valid for use only with MiTek® connectors. This design is basedonly upon parameters shown. and is for an individird building component, not a buss system Before use, the building designer must verify the app6cobt fy, design incorporate this design Into the of parameters and property overall bukbV design. Bracing chord rnerrJoers Stadtsre�ent bucklingth hiss w�d diispennanent anl WOW +y g. a atays ImstIy andtopr�l Y Rx general guidance ing the falxbah m storage. deWM. 60x6 n and txacb of busses and inns systems. see ANWIPliQuWy Cdk t DS8.69 and BCL BuBdhsy Composmsd 7777 Greenback Lane Sately inftmdton available from Tess Plate bs6b/le. 218 N. Lee Street. SUle 312. Alexandriao, VA 22314. Suite 109 Citrus lielnfft, CA 95610 Job Truss Truss Type D Ply Hahmn 2x4 II 3X4 = - • = JQly I 845919570 I 1509.138 E11 Rauf SpecW 1 1 CSI. DEFL in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Refarence (optlonarl bybrt" PLab WNaFKW, Al81tK6UN, CA LOWS dl Gal DP911eX 11g1i�,rna rue lvOV 7r U5xu:w [Ula rage thB ID:k7bpXIOW?XvXrJO81Gf vrq ON_m13edMm4yP7X12gZdp2vrFROcv0Y4W5nWzy yl 4&10 l 9.5.5 4.8.10 4-8-10 1.60112- Scale =1:58.6 2x4 I I 2x4 11 A G 4X8 = H C • F 3X4 = I r E J D 2x4 II 3X4 = - • = 4-&10 9.5-5 - a�.10 e -a10 LOADING (psf) SPACING -2-0-0 CSI. DEFL in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Ven(LL) -0.01 E -F >999 240 MT20 220/195 (Roof Snow�20. Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 E -F >999 180 TCDL 10,0 BCLL 0.0 • Rep Stress Ina YES WB 0.29 Horz(rL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 67 Ib FT = 20% LUMBER- BRACING- 1 TOP CHORD 2x4 DF No.I &Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x4 DF NoA&Btr G - end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 0=368/Mechanical, F=366/Mechanical Max Horz F=216(LC 6) Max UpkftD-134(LC 7), F-134(LC 8) Max Grav D=375(LC 21), F--375(LC 22) ' FORCES. Qb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS B -X316/123, B -F=317/123 NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-- 1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; P1-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 3-0-0 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) Refer to girder(s) for truss to thus connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint D and 134 Ib uplift at joint F. 10) 'Semi-rigid pitchbreaks with foxed heels" Member end fusty 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, BUTTE COUNTY BUILDING DIVISION PPR®'W`ED oQ?,OFESSlON, ����NpTNlO hFl��Gh �Z Z LU vo 76428 z m * EXP. 12131/2016 ' OFCALV November 17,2015 �a ®WA WMG -VmOy des19n Perarnetera eadREAD MGM ON 7M13 AND INCLUDED SU7TX REFGWCEPAGE WP74'73 rev. laWQ015 9EPORE USE. Design vsd for ase onty with Mnek®corvnectars. llhh design's based oa��yh� upon parenetess shown and b for an individual txrddbg component, not a trhas system Beforethe baking designer must verity the appbcdulty of daignporameten and property incorporate f -ds design bhto the over building design Srocim indicated is to prevent bucI&V of indMducd bus web and/or chord members only. Additions temporaryad permanent bracing is fab v s re in sire for stability and to prevent collapse with IwsWAB personsyury prm 4and property damage. For general guidance regarding the ge, delivery. erection and bracing d buses and has systems see AWXMI Qua* C &k% DS549 and SCSI SudcMW Cotnpoaaof 7777 Greenback Lane Sdety kJanrndlon available from Tnm Plate tratkrte, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Sum 109 CRFUS CA 95810 Job Truss Trus Type 01y D Henna, Max Uplift D=115(LC 7), F=115(LC 6) I 2X4 II MiTek' JPIyI 845919571 1599136 E12 Rao/Special 1 1 LOADING (psf) SPACING 2-04) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads. CSI. DEFI.. - JobReterersce (optional) " SYST M PLUS W MBER C.O. ANDERSON. CA s n.avu s xp sir ala urrec moesares, ma roe Zv s ROOA?4Y2 a rages LhB IDA?tipX10w7XVX006G( wz 90N-_mBadMm4yP7X12gZdpZvcFROgvI?4Y2nWry yl � 4-0-9 I 4-0-9 4-0-9 " 1.60 L12 Scale =1:33.6 2x4 I I 20 11 A G US = .H C Installation guide. F 30 = REACTIONS. (lb/size) D=312/Mechanical, F=312IMechanical E D n Max Uplift D=115(LC 7), F=115(LC 6) bUkbV design Braohg i dicnted is to pnwerd' -' ,r g of indMdud bvn web and/or chord members only. Addiliond temporary and peonanent broctrp 2X4 II MiTek' NOTES (11) 1) Wind: ASCE 7-10; Vuft=l IOmph (3 -second gust) Vas&=87mph; TCDL=6.Opsf, BCDL=S.Opst, h=25ft; Cat. II; Exp C; enclosed; MWFRS BUTTE COUNTY 9 BUILDING I� I VI S 6 �� �� at •1 a-0 a 3) Unbalanced snow loads have been considered for this design.Ip�'y LOADING (psf) SPACING 2-04) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads. CSI. DEFI.. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 PIS Grip DOL 1.15 8) Refer to girder(s) for truss to truss connections. TC 0.48 Vert(LL) -0.01 E -F >999 240 MT20 220/195 (Roofnow�0. TCDL 10..0 TCDL Lumber DOL 1.15 BC. 0.10 Vert(TL) -0.02 E -F >999 180 BCD 0.0 ' Rep Stress Ina YES WB 0.15 Horz(TL) 0.00 D n/a n/a BCL 10.0 Code IBC2012/TPI2007 November 17,2015 (Matrix -M) ,Weight: 57 Ib FT = 2046 LUMBER- BRACING- RACINGTOP TOPCHORD 2x4 DF No. I&Btt G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 DF No.1&Btf G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) D=312/Mechanical, F=312IMechanical Design vdd for use only with MTekS connectors. This design is based oa�lyy updn parameters shown. and is for an Inermdud buildup component, not o hiss system Before use. the bukling designer must verfly the app6crmrLty or design parameters and propefty incorporate Mrs design into the avert® Max Herz F=185(LC 8) n Max Uplift D=115(LC 7), F=115(LC 6) bUkbV design Braohg i dicnted is to pnwerd' -' ,r g of indMdud bvn web and/or chord members only. Addiliond temporary and peonanent broctrp FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. MiTek' NOTES (11) 1) Wind: ASCE 7-10; Vuft=l IOmph (3 -second gust) Vas&=87mph; TCDL=6.Opsf, BCDL=S.Opst, h=25ft; Cat. II; Exp C; enclosed; MWFRS BUTTE COUNTY (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL --1.33 BUILDING I� I VI S 6 �� �� 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 T77r Greenback La ne 3) Unbalanced snow loads have been considered for this design.Ip�'y say, fes' 4) Provide adequate drainage to prevent water ponding. 0 + 9u E— 5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads. Ceras Wights, CA 95810 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fol between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint D and 115 Ib uplift at joint F. 10) 'Semi-rigid pitdlbreaks with foxed heels' Member end" model was used in the analysis and design of this truss. ESS/Q� 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.y�1�2 QRQF CO GO 76428 z m v � EXP. 12/31/2016 * CIVIL �P T�TFOFCAL 0� November 17,2015 ®WAWMG -V.W dors&. panw d. a d RfM M07M ON 7/BS AND INCLUDED WEER RUMVICE PAGE MA -74" ren. 10,0142015 aEFORE USE Design vdd for use only with MTekS connectors. This design is based oa�lyy updn parameters shown. and is for an Inermdud buildup component, not o hiss system Before use. the bukling designer must verfly the app6crmrLty or design parameters and propefty incorporate Mrs design into the avert® bUkbV design Braohg i dicnted is to pnwerd' -' ,r g of indMdud bvn web and/or chord members only. Addiliond temporary and peonanent broctrp MiTek' is always required for staWty and to prevent eokpse with possible personal "and properly damage. For general guidance regadi g the fabricafion. staroge. defivery. erecbm and brochp d hvsses and buss systems, see ANSVFM quer C®erta Os&89 cad 6C31800cEhp - T77r Greenback La ne m Solely bdo illet gvaitobte horn Truss Nate tnsfilrte. 218 N. Lee Street l eeite 312 Alexandria VA 72314. SuOe 199 Ceras Wights, CA 95810 Job Teas Type Gly PlyHolman ` JTruss LOADING (per TCLL 20.0 SPACING- 2-0-0 C31. 845919572 1509-136 E13 Ruof Spedal 1 1 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 E -F >999 180 Job Reference (optional ora ieeiu ra.w wmrsnc w, nrvueecwn, s:n 7.690 5 - ze zols MITet IOQustries, rrC. Tue my 17 o5:zw..s1 zM5 Page 1 ID:k7bpYJOw?XvXrJO81G_wzyP90NSzkOgirflp70fCPmBX48VS DrJNjpOFwkdiemZylLlfA 9-0-7 6.844 3-0 7 3-4-7 2za 2xa 1.60 L1[_ Scale = 1:28.7 II II A G 4x8 = C .. .. E D - F 20 II - - 3x4 = ' .. 3x4 = - -- 9-0-7 8.8.14 34-7 3.4.7 - parameters and property overall building designs. &acing Indicated Is to prevent buckb of individual huss web acrd/or chord merrd a only. Additional tenpo=y and permanent bracing LOADING (per TCLL 20.0 SPACING- 2-0-0 C31. DEFIL in Qoc) Udefl ltd PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.00 E -F >999 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 E -F >999 180 SCLL 0.0.' Rep Stress lna YES We 0.08 Horz(TL) 0.00 D n/a n/a CDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 48 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, except • BOT CHORD 20 DF No.l&Btf G end verticals. WEBS 20 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) D=258/Mechanical, F=258/Mechanical Max Harz F=154(LC 6) Max UpliftD=96(1-C 7), F= 96(LC 6) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) BUTTE COUNTY 1) Wind: ASCE 7-10; VuH=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=G.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS BUILDING (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 DIVISION 2) TCLL: ASCE 7-10; pan (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 ,f odds have 3) Unbalanced snow loads have been considered for this design. d AF+ p�7/ APPROVED 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to blearing plate capable of withstanding 96 Ib uplift at joint D and 96 Ib uplift at joint F. 10) 'Semi-rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. ESS JON 11) WARNING Engineering is wit unless truss is fabricated by Systems Plus Lumber Co. Q�OF OT N10 �2 yFl ��P` CD 76428 w m Of C v � * - EXP. 12/31/2016 _ . OFCALI �\P November 17,2015 ®WARNING-Verfry davlgn p numbers ardREAD MGM ON 7MS AND INCLUDED AUFEK REFOUINCF PArE31fi-7473 rev. f0=r M5 aEF0J1E USE Design void fa vse only with Mnek& connectors. Tl* design Is posed -a�N upon parameters shown, and is for an IrrfivdAlal btddvrg canr npoent. not a t nas system Before use, the budding designer must verily the appliciifiry, of demon incorporate Bls design into the parameters and property overall building designs. &acing Indicated Is to prevent buckb of individual huss web acrd/or chord merrd a only. Additional tenpo=y and permanent bracing MiTek• 6 always required for stability and to prevent collopse with possible persond'enjury and property damage. Far general guidance ragord'esg the - rdxicoeon storage de8very. emcfian and bracing d busses and buss systems. see ANWMI Qo,My Crltedq DS"9 mrd BCL isg Coa Bo9porbd 7777 lane ScIefirltdorrinallon available from Tres Rote Ins6h7le. 218 K Lee Street. Sslte 31Z. Alexanciria. VA 22314. Suite 109 Citrus ' fts CA 95610 f SYSTEMS PLUS WhIBER CO. ANDERSON. CA 7.640 s SM 29 2015 Miret Industries. Inc. Tw Nov 17 05:20:52 2015 Page 1 ID:k?bpXlOw?XvXrJOBiGf 90N-w91022nKWFFHMykEbN29WOWjkMYU14zHRC17yILW ' 2.8•e 5.4-11 all 2-8•B 2r4 11 1.60 LU- ' Scale =1:25.4 • 20 II A 4x8 = c D 3x4 = E D F 2x4 II 30 = - 2.8-8 5.4.11 2-&B 2-8-6 - LOADING (p Job Truss Truss Type Qry Pty Homan . Plate Grip DOL 1.15 ", - Vert(LL) -0.00 E >999 - 240 R45919M TCDL 10.0 1509.135 E14 Roof Swdal 1 1 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 BCLL 0.0 • Rep Stress Ina YES WB 0.05 Ho rz(FL) 0.00 D n/a n/a Job Reference (optionall SYSTEMS PLUS WhIBER CO. ANDERSON. CA 7.640 s SM 29 2015 Miret Industries. Inc. Tw Nov 17 05:20:52 2015 Page 1 ID:k?bpXlOw?XvXrJOBiGf 90N-w91022nKWFFHMykEbN29WOWjkMYU14zHRC17yILW ' 2.8•e 5.4-11 all 2-8•B 2r4 11 1.60 LU- ' Scale =1:25.4 • 20 II A 4x8 = c D 3x4 = E D F 2x4 II 30 = - 2.8-8 5.4.11 2-&B 2-8-6 - LOADING (p SPACING- 2-00 CSI. DEFL. in (loc) l/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.00 E >999 - 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert �) -0.00 E F >999 180 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 BCLL 0.0 • Rep Stress Ina YES WB 0.05 Ho rz(FL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) ESS/ON, 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Weight: 38 lb FT=20% LUMBER- �OT yFl BRACING - TOP CHORD 20 DF No.1&Btr G Of 0 X EXP. 12131/2016 TOP CHORD Structural wood sheathing directly applied or 5.4-11 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G LPA CMI end verticals. WEBS 2x4 DF Stud/Std G November 17,2015 BOT CHORD Rigid calling directly applied or 1043-0 oc bracing. MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) D=204/Mechanical, F=204/Mechanical Max Horz F=124(LC 8) Design vend for use only with Mi ekS connectors. This design is boned orupon pananeten sfrnvn and t for an incrwidud buidng component, not cin ty a buss system Befone ase, the bulking designer verify the , 6 , design this design One Max UpliftD=77(LC 7), F=77(1_C 6) FORCES. (lb) - Max Comp./Max. Ten: - All forces 250 (lb) or less except when shown. mast r cdb of poraneten and property incorporate Into metal bwlxing design. Brocing Indicated h to prevent backing of MrAdval mru web and/or chord members ordy. Additional temporary and permanent bracing BUTTE COUNTY NOTES- iAS(CE)7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS BUILDING DIVISION (envelope) gable end zone; cantilever left and right expend ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf-20.0 psf (Bat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 p II �^ ® / APPROVED 3) Unbalanced snow loads have been considered for this design. d � 11 99 �� V 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live bads. 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 Citrus He b6 CA 95610 fit between the bottom chord and any other members. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint D and 77 Ib uplift at join F. 10) 'Semi-rigid pitchbreaks with foxed heels' Member end tinily model was used in the analysis and design of this truss. ESS/ON, 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROF N 10 �2 �OT yFl W 76428 z m Of 0 X EXP. 12131/2016 * LPA CMI OFC 1F�� November 17,2015 A WARMIMG.Vei(ry design pararrssters WdRFAD MGM OM Inas AND INCLUDED WTEK REFERANCE AAGE 6014473 rev. 10 4=015 BEFORE USE • Design vend for use only with Mi ekS connectors. This design is boned orupon pananeten sfrnvn and t for an incrwidud buidng component, not cin ty a buss system Befone ase, the bulking designer verify the , 6 , design this design One mast r cdb of poraneten and property incorporate Into metal bwlxing design. Brocing Indicated h to prevent backing of MrAdval mru web and/or chord members ordy. Additional temporary and permanent bracing g�� WOW Is always required for stability and to prevent collapse with possible personal tyury and property damage. For general guidance regarding the fabrK=U n stooge. deWeny. erection and Woecsg d busses and bsrss systems. see AMSI/rm gamy Cd wkL DSB-89 =d WO BWking Cov*me d rM G9reenbaat Lorre „ Sdafy kdannallon available from Truss Nate buffhrte. 218 N. Lee Street, Shite 312. Alexar chm VA 22314. selle 109 Citrus He b6 CA 95610 Job l Truss Typelily 2-0-5 Py HoOsun JTruss LOADING (psf) k• - 845919574 1509.138 E15 Roof Special 1 1 TCLL 20.0 SPACING- 2,0411 CSI. DEFL Jab Reference a ions .TO rCM7RW WMpLr54,Vr /VrI1RRJV1'1, 1.A x.81 s Sep � zOts Mnex rrr ZOMF me Toa Nov 1l us:zo:sz zof s Pe a 1 ID:k7bpX10N9XvXrJ081GLv2yP90N w81022nKUOF�HMykEbN2gVV5lQkhYUF4zHRC17yILh9 z -os a-0.9 las ' A 1.60 62- Scale = 1:18.1 n' r 314 = E D 20 F 3x4 REACTIONS. (Ib/size) D=150/Mechanical, F=150/Mechanical Max Horz F=93(LC 9) Max Uplift 13=58(1_C 7), F=-58(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 8C0L=6.0psF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0.0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint D and 58 Ib uplift at joint F. 10) 'Semi-rigid pitchbreaks with foxed heats' Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless thus is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED QROFESS/ON TNIO tiF��2 CO -CO LU 76428 z m v � EXP,12/3112016 f� �j CMI qTF 0FCAL Ot November 17.2015 �WARMNG-Versydesignparametais and READ NOTES ON TMS AND INCLUDEDWWRWERAINCEPAGE1104 7 rev. 1OM31MS BEFORE USE. l 2-0-5 4-0.9 1 7-0.5 7-0•S LOADING (psf) k• - rs advays regsmed for stability and to prevent colopse with possUe Ie�d Way and Indy donnage. For general gWd regudti g 1110 fabrications storagedelvery erectbs and broc#sg d hVffei and muss systems. see ANWrWl Q.* Criteria, DSB•89 and BCL Barg Componmd 7777 Greenback Lane TCLL 20.0 SPACING- 2,0411 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP (RoofSnow� Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 F >999 240 MT20 220/195 10.0 TCDL 10. Lumber DOL 1.15 BC 0.02 Vert �) -0.00 E >999 180 BCLL 0.0 , Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 28 Ib FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins, except BOT CHORD 20 DF No.1 &8tr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) D=150/Mechanical, F=150/Mechanical Max Horz F=93(LC 9) Max Uplift 13=58(1_C 7), F=-58(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 8C0L=6.0psF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0.0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint D and 58 Ib uplift at joint F. 10) 'Semi-rigid pitchbreaks with foxed heats' Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless thus is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED QROFESS/ON TNIO tiF��2 CO -CO LU 76428 z m v � EXP,12/3112016 f� �j CMI qTF 0FCAL Ot November 17.2015 �WARMNG-Versydesignparametais and READ NOTES ON TMS AND INCLUDEDWWRWERAINCEPAGE1104 7 rev. 1OM31MS BEFORE USE. Design valid fa use only withMitek8 cannectom This design Is based oonnlIyy Upon parameters shown and is for on Individual but a truss system. Before use. the building designer must verily the opprnc=ty of design ponometas and component, not ft design One overall bu7d4g design Bracirg indicated is to prevent bucking of I divided puss web and/or chord members � Ack i�te d p bre T M iTe k• - rs advays regsmed for stability and to prevent colopse with possUe Ie�d Way and Indy donnage. For general gWd regudti g 1110 fabrications storagedelvery erectbs and broc#sg d hVffei and muss systems. see ANWrWl Q.* Criteria, DSB•89 and BCL Barg Componmd 7777 Greenback Lane Sally hstomsdbn available tnxn Truss Rote Insthrte, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sum 109 CREWS W9111S. CA 95610 Job Truss Truss TypeQty SPACING 2-0-0 Py Ho9ren PLATES GRIP TCLL 20.0 (Roof Snow-2 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 E >999 240 PAS919575 1509-138 E16 Roof Special Garde 1 1 BCU_ 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Job Reference (outionall SYSTEMS PLUS LUNMR CO, ANDERSON, CA 7.69e s Sep 29 2015 Nlrex IrxN9mes Inc, Tae NOV 11 05:2P.53 2015 Pa 1 ID:k?bpXIU✓7XvXrJOBIGLwryP90N-0La mFOoy�KNS uVZBly6cat3eg89?Hxa DC>®IrRylLh8 1.4.9 2-&5 r 1-4-5 1.4-5 A2x4 11 1.60 LV 4s®_ Scale =1:13.6 BNAn ED C 3x4 = E2X4 II D NYVLED F 30 = E - - 1.43 2-8.5 ' 1 ' LOADING (psf) SPACING 2-0-0 CSI. DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow-2 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 E >999 240 MT20 220/195 TCU_ 1 100.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 F >999 180 7777 GreelDadr tine BCU_ 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code ISC2012/TPI2007 (Matrix4WD Weight: 18 Ib FT = 20% LIMBER- BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 2-85 oc purlins, except BOT CHORD 2x4 DF No. I&Btr G end verticals. WEBS 20 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) D=127/Mechanical, F=127/Mechanical Max Hort F=62(LC 7) Max UpliftD=-44(LC 7), F=d4(LC 8) Max Grav D=127(LC 1), F=132(LC 16) BUTTE COUNT`! FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUILDING 9• ivi.13!01\i, NOTES- (13) 1) Wnd: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS®® 1 � ' ' rF c A R (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-- 1.33 .. a ,y e,,,;Y �� , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 346-0 tall by 1-" wide will ftt between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint D and as Ib uplift at jointF. pF ESS! O�'4 10) 'Semi-rigid pftchbreaks with foxed heels' Member end fudty model was used in the analysis and design of this truss. 'NAILED' �QQR j N IO lFy 11) indicates 3-10d (0.148')3' or 3-124 (0.148"x3.25) toe -nails. For more details refer to MTek's ST -TOENAIL Detail. 12) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). �Q- N� y Q' Ccp 2 13) WARNING: Engineering is void unless thus is fabricated by Systems Plus Lumber Co. � O� y LU U 76428 Z LOAD CASE(S) Standard M 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) EXP.12/3112016 Vert: A -B=-60, B -C=-00, D -F= 20 Concentrated Loads Qb) Vert E=26(F) B=36(F) c1Tj CIVIL 9TFOFCAL\F�� November 172015 Awmwti(i-Ver9yd.t.pararneersandR61DiwaTmoN7mmi,INCLUDEDRwmcnEFm NCEmGEl191-74nrev. f&W&o15aEF0RE'USE. Des�n vaed for use only vAih MTe1c®cannectas. Thk design k based oonnlIyy ssp I parameters shown and h far an individual budding cornporent. not Tres Before the lxrddrg designer the d design morporate the the o system. use. must verify applicabihly parameters and properly design into overall bL4cbV design. Bracing indicated is to prevent buclnSng of individual hm web and/" chord members only. Addifiond temporary and pemarnent bracing WOW W Is at crys nx*Ared for staWty and to prevent collapse with possbe personal irF and property damage. For generd gWdonce regarding the fabrico0w% storage, delivery, erection and brocM d hosbuss systems. and bsystems. see ANS1/iPll Qe�r CAedo, DSR -89=d SCSI Building Composnad 7777 GreelDadr tine Sdefr 6darmdion ova9rmle from Truss Plate trrsNhrte. 21 B N. Lee Sheet SWte 312. Alexandria. VA 2234. Sam 109 Cass Wghb, CA 95810 Job Truss Teas Type Qty Pty TOP CHORD 20 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 1043.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 845918576 1J`obnR'e1urence 1509.136 H82 Diagonal Ho Girder 1 1 Max UpliftC=-SS(LC 10), B=-84(LC 6) Sufi 109 Max Grav C=158(LC 17), 8=426(LC 17), D=91(LC 5) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY (cationaD SYSTEMS PLUS WNIEM CO, ANDERSON, CA 7.040 s Sep 29 2015 WeisIndustries, Inc, Tue Nov 17 05:20:54 2015 Page 1 IDk7bpXIOw9XJXrJ081Gt wryP90N•sYQBTkpbCdVyIMBLsfer75ckOMm001NRbiANryILh7 -2.1.5 3-2-2 + 5.11-8 � 2.15 &2.2 2.9.7 Scale = 1:18.0 � N N LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCLL 10.0 BOLL 0.0 ' 0 SPACING- 2-0-0 Plate Plate Grip DOL 1.15 DOL 1.15 Rep Stress Incr NO Code IBC2012rrP12007 CSI. TC 0.37 BC 0.17 WB 0.00 (Matrix : -M) DEFL in (loc) WellLid Vert(LL) -0.02 D -G >999 240 Vert(TL) -0.08 D -G >849 180 Horz(TL) 0.00 B IVa Na PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 1043.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=132/Mechanical, 8=414/0-5-11, D=53/Mechanical Max Horz D=114(LC 10) Sciefy bdomsdion available from Trus Rote Indbrte, 218 N. Lee Sheet, Rite 312. Alexancirick VA 22314. Max UpliftC=-SS(LC 10), B=-84(LC 6) Sufi 109 Max Grav C=158(LC 17), 8=426(LC 17), D=91(LC 5) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE COUNTY nC BUILDING DIVISION 1) WrT ASCE(11) 7-10; Vutt=110mph (3-seoond gust) Vasd=87mph; TCDL=6.Opsf, BCDL=S.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.3,3 plate grip DOL=1.33 {p.-.y�q,�y�, ` 6 ' P 2) TCLL: ASCE 7-10; Pt -20.0 psf (fiat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1P n l C �r FJ ."rte 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.3 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint C and 84 Ib uplift at joint ESS/ON� B. 10) 'Semiwith fixed rigid pitchbreaks wired Heels• Member end fudty model was used in the analysis and design of this truss. 11) WARNING: Engineering is is OQ,OF �� �,oz N 10 F,p void unless truss fabricated by Systems Plus Lumber Co. co� -COQ' Z 2 76428 Z m W Of v ;0 EXP. 12/31/2016 * T'9T CIVIL FOFCAL November 17,2015 �wARNNG - Wft doIV. perarnehos MREAD MOTES ON 7MS AND INCLUDED WMC REFIRANCE PAGE AI L7473 rev. 111M,2015 USE Design vatd for use only with MTeW connectors. ll is design Is based por�upon parameters shown and h for an ir%fNx d buldIng component. not a hors system. Before use, the burg designer must verify the appN dun ly design incorporate Otis design Into the of parameters and property overa0 . buYdvg designs. Bracing Indicated Is to prevent buckling of individual doss web and/at chard members adY. Additional temporary and pemarent brochrg WOW Is aAvoys regtmed for stably and to prevent colopse with possible personal "and properly damage. For general guidance regarding the fabrication storage, delivery. ena,cfim and bracing al trusses and hues systems, see ANSI/Ml QuaCdy CAm14 OS649 and SCSI 6aBdYg Com— I Mr Greenback lane Sciefy bdomsdion available from Trus Rote Indbrte, 218 N. Lee Sheet, Rite 312. Alexancirick VA 22314. Sufi 109 clings Helliftis, CA 95610 Job Truss Truss Type Qry Py Plate Offsets (X,Y)— [B:0-1-0,Edgel building design Bracing indicated is to prevent buclAng of individual buss web and/w Chad members only. Additional temp=Fy and pennonerd bracing I M iT®k• ING X20.0 845919577 7bRI.. 1509.138 1W8 Diagonal � Girder 41 Tia Greenback line . SYib 109 TCLLLL SPACING- 2-" CSI. DEFL.. in (loc) 1/deft Ud o Iona .. y.+y c.....+ raw rvmwa nnur�awn, CA r.pgY 5 ABp Ltl LU75 MII BR RIOYSale.S, IIID IYB NDV 17 05:2(2.55 2015 Page 1 ID:k?bpwOa?x,xM$lGf ARO' N•LlLwgayDnlzapepp(ON94g158:g4d'lZi Fgsv4UtS aS-11 B•4.5 i 2.9-15 4.5-11 - 3.10.10 Scale = 1:21.2 2x4 11 D A. REACTIONS. (lb/size) 8=52610-7-0, E=301/Mechanical Max Horz 8=114(LC 9) Max UpliftB=167(LC e), E-54(LC 10) ' Max Grav B=545(LC 17), E=356(LC 17) FORCES. Qb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8--598/51, C -J=542/62 BOT CHORD B -F=-70/548, E -F=-70/546 WEBS C -E=-581/99 NOTES- (11) 1) Wind: ASCE 7-10; VUR=11Omph (3 -second gust) Vas&87mph; TCDL=G.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-" wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of Wass to bearing plate capable of withstanding 167 Ib uplift at joint B and 54 Ib uplift at joint E. 10) 'Semi-rigid pitchbreaks with foxed 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. BUTTE COUNTY BUILDING DIVISIOI APPROVED 00ESS/p/V I N l0 tiFl co � L0 76428 z m CC X v X * EXP. 12/31/2016 CIVIL OF CAL1F���\P Novemher 17 7015 AWARMNO-Verrlydb.4M permletas eadRSW N07ES ON TMSAND INCLUDED MRHCREFEr MCE PAGE 111110.7477 my. fOi9J/LOf6 6MRE USE ' 45-11 4-i-11 B-4-5 ' 410-10 , Plate Offsets (X,Y)— [B:0-1-0,Edgel building design Bracing indicated is to prevent buclAng of individual buss web and/w Chad members only. Additional temp=Fy and pennonerd bracing I M iT®k• ING X20.0 b otways required for sI ty and to prevent collapse with possible personal ilJlxy and properly damage For g� guidance regarding the fabricatbn storage. delivery. erection and bracip of busses and Iran systems. see ANSVf Wil CluaMW C&wkk OSB -89 and WM BaBftg Compenesd Safely bdandim available from Truss Rate bssritute, 218 N. Lee Steel. Shite 312. Alesanriio- VA 22314. Tia Greenback line . SYib 109 TCLLLL SPACING- 2-" CSI. DEFL.. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) 0.01 F-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1-15 BC 0.13 Vert(TL) -0.03 E -F >999 180 BCLL 0.0 , Rep Stress Ina NO WB 0.18 Horz(rL) 0.01 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or "-0 oc purlins, except BOT CHORD 2x4 DF No. 18Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. reoommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=52610-7-0, E=301/Mechanical Max Horz 8=114(LC 9) Max UpliftB=167(LC e), E-54(LC 10) ' Max Grav B=545(LC 17), E=356(LC 17) FORCES. Qb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8--598/51, C -J=542/62 BOT CHORD B -F=-70/548, E -F=-70/546 WEBS C -E=-581/99 NOTES- (11) 1) Wind: ASCE 7-10; VUR=11Omph (3 -second gust) Vas&87mph; TCDL=G.Opsf, BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-" wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of Wass to bearing plate capable of withstanding 167 Ib uplift at joint B and 54 Ib uplift at joint E. 10) 'Semi-rigid pitchbreaks with foxed 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. BUTTE COUNTY BUILDING DIVISIOI APPROVED 00ESS/p/V I N l0 tiFl co � L0 76428 z m CC X v X * EXP. 12/31/2016 CIVIL OF CAL1F���\P Novemher 17 7015 AWARMNO-Verrlydb.4M permletas eadRSW N07ES ON TMSAND INCLUDED MRHCREFEr MCE PAGE 111110.7477 my. fOi9J/LOf6 6MRE USE Design vcfjd for use only with MnekS connectors. This design Is based only upon parameters stlown. and is far on individual building component. not a truss system. Before use, the bu3dng designer must venBy the applicability of design parameter- and property incorporate ttta design into the overall building design Bracing indicated is to prevent buclAng of individual buss web and/w Chad members only. Additional temp=Fy and pennonerd bracing I M iT®k• b otways required for sI ty and to prevent collapse with possible personal ilJlxy and properly damage For g� guidance regarding the fabricatbn storage. delivery. erection and bracip of busses and Iran systems. see ANSVf Wil CluaMW C&wkk OSB -89 and WM BaBftg Compenesd Safely bdandim available from Truss Rate bssritute, 218 N. Lee Steel. Shite 312. Alesanriio- VA 22314. Tia Greenback line . SYib 109 CLOS H006 CA 95610 Job Truss Truss Type Qty Pty P.M. budding design Bracing hdicated is to prevent buckling of indMdud huss web andlm lord members only. Additional temporary and permanent bracing . Is WOW TCLL 200 tl4setes7a 1509-136 Jot Jack -Open 1 1 TC 0.29 Vert(LL) 0.00 D -G >999 240 MT20 220/195 TCDL 10 Lumber DOL 1.15 BC 0.05 Job Reference (optionao `` •'-^^' '^'^"'�•- `^� ^"`�'-"�" �^^ r.aau 5 .xp CI G/15 W I e[ 1(IpY5r1e5, IIID sae NOV 17 05:=55 2at5 Page 1 ID:k9bpXIOw7XvXrJ081GLwryP90N-LIL4rD`rja pJXQN94g18wOw71rYVVIFgsvKyIUIS -2.0.0 2-11-2 t 2-0.0 2.11-2 Scale =1:12.4 j C6 i 2 11-2 2 t1 '. Plate Offsets (X,Y)— [B:0-0-10.Edoel Design valid for vse only with M9Tek'Scarnecton. This design Is based only upon parameters shown and is far an individual btAdi g component, not _ a b .5s system. Before use. the building designer must verily the applicability of design parameters and property incoryaate this design into the over LOADING (psf) budding design Bracing hdicated is to prevent buckling of indMdud huss web andlm lord members only. Additional temporary and permanent bracing . Is WOW TCLL 200 SPACING 2-" CSI- DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.00 D -G >999 240 MT20 220/195 TCDL 10 Lumber DOL 1.15 BC 0.05 VertL -0.00 D -G >999 180 BCLL 0 • Rep Stress Ina YES Wa 0.00 HorzM) -0.00 B n/a n/a BCDL 10.0 Code IBC2012rIP12007 (Matrix -M) Weight: 11 Ib FT = 20% LUMBER- BRACING ` TOP CHORD 2x4 DF NoA&Btf G TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD 2x4 DF No. 18Btr G BOT CHORD Rigid ceiling directly applied or 1040.0 oc bracing. MiTek moommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. - REACTIONS. (lb/size) C=56/Mechanical, X272/0-5-8, D=22/Mechanical Max Horz 8=71(LC 10) Max UpliftC=27(LC 10), B= 64(LC 6) Max Gra 'vC�2(LC 17), B--301 (LC 16), D=42(LC 5) BUTTE COUNTY FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. D Ill !J I S i Of N BUILDING V NOTES Wind: (11) 1) nd: ASCE 7-10; Vult= tl= 110mph (3 -second gust) Vas87mph; TCDL�.OpsT; BCDL�.Opsf; h=25ft; Cat. II; Eta C; enclosed; MWFR3 A P 1 R ®V E [..,. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. r 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fn between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girders) for thus to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint C and 64 Ib uplift at joint e. ES$/04, 10) 'Semi-rigid pftcttbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. �OQ1�QF T NIO �ph, F 11) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. . z 76428 m � v X EXP. 12/31/2016 * November 17 2015 WARMNG-Vertry dasIgrsparaort4ers arrdRFAD NOTES ONTItrS ANDINCI.UDED dDrH(Rff6tANCE PgGEI10F7lT7 rex. fO/DT/latfi BEFORE USE. Design valid for vse only with M9Tek'Scarnecton. This design Is based only upon parameters shown and is far an individual btAdi g component, not _ a b .5s system. Before use. the building designer must verily the applicability of design parameters and property incoryaate this design into the over budding design Bracing hdicated is to prevent buckling of indMdud huss web andlm lord members only. Additional temporary and permanent bracing . Is WOW always requhed for stability and to prevent aadapse with possNe personal troury ad property damage. For generd guidance regarding the • folaicalkw% storage. delivery. erection and braevng of hones and h m systems see ANSMI Qty Cnatelq DSB-89 and BCSI Balk9sy CasnposeN Saldy mdmmaltiOn avaldUe hon Tnrss Hate fratk4e. 218 K lee Sheet. Stite 312. Alexandria. VA 22314. 7777 Greenback Lwe Suite 109 CBnrs I 1 11ts CA 95810 Job Truss Type Design v cl for use only wi0s MTek® connectors. This design h based wJv upon parameters shown and h for on individual budding component, not Buss Betare the budding designer the ly design incorporate"design the 33-5 . Helie sr - IT!"USS 3.8-5 IC", 1PIy 845919579 1509-135 J02 Jack -open• 1 1 ' DEFL.. • in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Jab Reference (optionall b'/b 1 tMt, MUb W MgCK UU, MUCKbUN, l:A I.a9u S bap CI wl a M11 eL IIIOYSa1R, I11G r PWv r r va:w:ao w rJ 12-J)e ID:k9bpXlOW?XvXiWW6 1 m;;X6Z!;;Y PrrXFr lglrJJz4gJCWh5AK57UlofuvP RmyILh5 -2-0-0 335 2.0.0 333 A 7 Scale = 1:14.0 d , • Design v cl for use only wi0s MTek® connectors. This design h based wJv upon parameters shown and h for on individual budding component, not Buss Betare the budding designer the ly design incorporate"design the 33-5 . Plate Offsets MY)— r3:04)-10,Edae1 o system. use, must verity appdc of parorneters and property into overall baAoang designs. Bracing kdicoled is to prevent buclfp of individual kens web and/or chord members only. Additional terrporary and permanent bromg 3.8-5 LOADING (psf) is always rec}lred for stability and to prevent collapse with possible personal b*9y and Properly damage. For general gudonce regarding the fabrications storage, delivery erection and bracing d trusses and buss systems see ANSVf{7f QTY Csaerl4 DSB-99 ®d Bf31 SPACING 2-0-0 CSI. DEFL.. • in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 029 Vert(LL) 0.01 D -G >999 240 MT20 220/195 (RoofSnov�20.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 D -G >999 180 TCDL 10.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) -0.00 B n/a n/a BCLL 0.0 BCDL 10-0 Code lBC20121TP12007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 1043.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing t be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=77/Mechanical, B--302/0-5-8, D--31/Mechanical Max Herz B=83(LC 10) Max UpliftC=38(LC 10), D�63(LC 10) Max Grav C=87(LC 17), B=308(LC 16), D=55(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsi; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrend with any other live bads. 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 botWm chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to thus connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint C and 63 Ib uplift at joint B. 10) 'Semirigid pitchbreaks with foxed heels' Member end fudty 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. BUTTE COUNTY BUILDING DIVISION APPRVV QF FESSIpN �P�ONNIp yF�Fyc `J W Q 76428 z m Of Cr v ;o * EX,P. 31/2016d 01 •-��FpFCg1.`Fg` November 17,2015 A WAR"G - Ver9y dwign pw n WW3 andREAD N07ES ON T1eS AND INCLUDED WrEX REFBZMCE PAGE AVO -7473 rev. 1010)) 15 BEFOREUSE Design v cl for use only wi0s MTek® connectors. This design h based wJv upon parameters shown and h for on individual budding component, not Buss Betare the budding designer the ly design incorporate"design the o system. use, must verity appdc of parorneters and property into overall baAoang designs. Bracing kdicoled is to prevent buclfp of individual kens web and/or chord members only. Additional terrporary and permanent bromg MiTek' is always rec}lred for stability and to prevent collapse with possible personal b*9y and Properly damage. For general gudonce regarding the fabrications storage, delivery erection and bracing d trusses and buss systems see ANSVf{7f QTY Csaerl4 DSB-99 ®d Bf31 7777 Greenback Lane SLft 109 - Sdely talo nrallim 0v010ble from Truss Rate Institute, 218 K Lee Street Suite 312. AL-.wv*kL VA 2!314. - Citrus HetilM, CA 95610 0 Job Truss Truss Type Design valid for use only with Mnel9 connectors. This design is based -upon parorneters shown and isfor on individual building component, rot o buss system Before use, the bukkV designs must vefW nre opI N , s x iy of design poraneters and properly incorporate this design into the werd ' TCLL 20.0 2 SPACING- 2-" I DF_FIL in (loc) Well L/d 10ty IPIY— 845919580 1509-136 J03 Jack -Open 1 1 BC 0.08 Vert(rL) -0.03 D -G >999 180 - BCLL 0.00 ' Rep gess Inn YES WB 0.00 Job Reference o lona SYSTEMS PLUS LULMER CO, ANDERSON, CA - 7.000 5 Sep 2B 2015 Marek industries, Inc, Tue Nov 17 05:20:58 2015 Page 1 1D:k7bpX10W?xllx OBiGf wz ON-pwYwPrrXFmgWjz4gJCWhSAK4gUlofuvPPRmyILhS 2.•2-0.0 anti 60 4-5-8 Scales - 1:15.8 A LOADING (ps _ • Design valid for use only with Mnel9 connectors. This design is based -upon parorneters shown and isfor on individual building component, rot o buss system Before use, the bukkV designs must vefW nre opI N , s x iy of design poraneters and properly incorporate this design into the werd ' TCLL 20.0 2 SPACING- 2-" CSI. DF_FIL in (loc) Well L/d PLATES GRI (Roof Snow=20.0) Ply Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.08 Vert(rL) -0.03 D -G >999 180 - BCLL 0.00 ' Rep gess Inn YES WB 0.00 Horz(TL) 0.00 B n/a n/a Code IBC2012f P12007 (Matrix -M) Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ih/size) C=96/Mechanical, B --330M-5-8, D=39/MechanicaI Max Horz B=95(LC 10) Max UpliftC=48(LC 10), B=-66(LC 10) Max Grav C=111(LC 17), B=343(LC 17), D=67(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD BOTCHORD Structural wood sheathing directly applied or 4-5-8 oc purlins Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in a000rdanoe with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasal=87mph; TCDL=G.Opsf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pt -20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live bads. 5) This truss has been designed for a 10.0 psf bottom clod live load nonconcurrent with any other live bads. 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 ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of witfhstandirtg 48 Ib uplift at joint C and 66 Ib uplift at joint B. 10) 'Semi-rigid pits hbreaks with foxed heels' Member end fusty model was used in the analysis and design of this buss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® Q�OFESSION TN10 �� w U 76428 z m � o EXP. 12/31/2016 ^� * T�cOF November 17,2015 ® WARNING -Wft Wlg. Parameters and READ NOTES ON 7MS AND MCWDED MTEKREFERANCE PAGE SBH477 mv. I&W&01BBEFOREUSE. _ • Design valid for use only with Mnel9 connectors. This design is based -upon parorneters shown and isfor on individual building component, rot o buss system Before use, the bukkV designs must vefW nre opI N , s x iy of design poraneters and properly incorporate this design into the werd bu ldisg design. Bracing Indicated is to prevent bucking of individual Ives web and/or chord members only. Additional temporary and permanent bracing WOW Is always requtrsd for dabBN and to prevent co0cpse with possible personal h>(wy and property damage. For general guidance regarding the fIrkcotim storage, delivery erectim and brxbg of busses and buss systems. see ANS MI Q olify CBerim DSB-89 and WM 8.1fto Conpomd 7777 Greenback Lane Sum 109 Satdy bnkamd)an watable from Truss Rate insfixute. 218 K Lee Street, Sate 312. Alexarnchm VA 22314. craw 95510 4 Jab SPACING- Truss Type, Qty Py Morn- Udefl JTruss TCLL 20.0 now�0.0) plate Grip DOL 1.15 R45919561 1509.138 J04 Jack-0pm 1 1 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.05 D -G >999 JobRefererroa o lona bib Itwti FLL S Lumtsrx cU, ANDt116UN, GA 7.840s Sep 28 M15 Mtrek InduSides, Inc Tue Nov 17 05:20:57 2015 Page 1 117 k?bPXIOW?XVXrJO8iGf w gON-H78H5kT[YuXN7twXneYIJEGwknMDk2p7Z8�cyALb4 I -2-QO 5-2-10 2-0-0 5-2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (1oc) Udefl L/d TCLL 20.0 now�0.0) plate Grip DOL 1.15 TC 029 Vert(LL) -0-01 D -G >999 240 TCLL TCOL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.05 D -G >999 180 BCLL 0.0 ` Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 B n/a n/a Code IBC2012/TPI2007 (MatrocAll) Scale = 1:17.1 N '7 N N 1. —I PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.l&Btf G TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 20 DF No. 1&Bit G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek reoommends that Stabilizers and required cross bracing ! be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) C=115/Mechanical, 8372/0-5-8, D=46/Mechanical Max Harz 0=107(LC IV) Max UpliftC=57(LC 10), B=-09(LC 10) Max Grav C=135(LC 17), 8=381 (LC 17), D=79(LC 5) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf; BCDL-*.OpSf h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint C and 69 Ib uplift at joint B. 10) 'Semi-rigid pitchbreaks with fixed heets` 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. - , - BUTTE COUNTY BUILDING DIVISION APPROVE[ QRpF ESS/p� N�o ��P�oztiF�Ftic 76428 z m v X EXP. 12/31/2016 '3> CIVIL -< FBF CAIL November 17,2015 AWARMNG-Vaunt. din P&MON fens end READ NOTES ON TJ 9S INCLUDED WSCREFERANCE AR GEM114473 rev. IaW&W5 BEFORE IISE. Design void for use arty with Meek® comectom This design is basedrnN upon parameters strnvR and is la an IrK Nidud bLAdIng component. not a figs system Before the buildidesigner the ��• use, ng mut verily appbc of design parameters and property incorporate fiat design into fhe overall building design Bracing Indicated is to prevent bucldrg of bdividuel tens web aryl/a chord members only Additional temporary and permanent bracing MOW Is always required for stabdly, and to prevent collapse with possNe personal "and property damage. For general gtAdonce regarding the folarlcotion. storage. delivery erection and bracing of h uses and buss systems. see ANWM] Qua* Cdedq DS"9 and W -U eultdhg Co w d 7777 Greeabaft Lane Sdery mgndim waBdble bon Truss Plate Inshlttle, 218 N. Lee Street Suite 312. Alexandria. VA 72314. sum 109 CUM"eights. CA 95510 Job Truss Truss Type Qty PyiF. r , TCLL 20.0 SPACING;- 2-0-0 CSI. 845919592 1509-136 JOS Jack -open 1 1 I TC 029 Vert(LL) 0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL JabRefererlceo lortall r.oak8rfvv asoNlrracrnmsmles,ma IueNoviras:z¢srzoisva o1 • ID:k7bpX10w7XvXrJ081Gf wzyP90N•M8H5dTIYuXN7lwXnBYIJEGwkRTDk2p72>�i,-Cy1Lh4 2.0.0 2-10.12 - 2-10.12 Stele = 1:12.3 LOADING (psf) Max Herz B=71(LC 10) Max Uplifl0=27(LC 10), B=-64(LC 6) , TCLL 20.0 SPACING;- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 029 Vert(LL) 0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 D -G >999 180 BCLL 0.0 • Rep Stress Ind YES VVB 0.00 Horz(TL) -0.00 B rr/a n/a v 10) 'Semi-rigid pits hbreaks with foxed heats' 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. BCDL 100 Code IBC2012/TPI2007 (Matri x -M) ' � 2 w Weight: 11 Ib FT = 20% LUMBER- v ;a EXP. 12/31/2016 BRACING - TOP CHORD 2x4 OF No. 1&Btr G' TOP CHORD Structural wood sheathing directly applied or 2-10-12 cc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 1043-0 cc bracing. MiTek recommends that Stabilizers and required doss bracing be installed during truss erection, in accordance with Stabilizer Installation nude. REACTIONS. (lb/size) C=55/Mechanical, B=270/0-54, D--21/Mechanical Max Herz B=71(LC 10) Max Uplifl0=27(LC 10), B=-64(LC 6) MaxGravC=61(LC 17), 8=301(LC 16), D=42(LC 5) BUTTE COUNTY f FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION NOTES- („) 1) Wind: ASCE 7-10; Vufld= =110mph (3 -second gust) Vas87mph; TCDL�.Opsf, � BCDL.Opst h--25fl; Cat. II; Exp C; enclosed; MWFRS APPROVED - (envelope) (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live bads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) • This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3S0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint C and 64 Ib uplift at joint B. ESS/0/1( v 10) 'Semi-rigid pits hbreaks with foxed heats' 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. o99,0F Q� N10- F,p Ga ' � 2 w �� 76428 z m v ;a EXP. 12/31/2016 * l,9 CIVIL rFOFCAU November 17.2015 AWAIMAl--VerOydasVnPerarneersandPEADN07ESON7MSAND WCl.UDEDWTEKRBBIANCEPAGE WX7477rev foemmf56EFOREUSE Design valid tar use oNy with MTef* connectors. This design is based ordv upon pararneters shown. and is for an IrKrw dud but a buss system Wons use, the bk4ding designer must verify the opplico'b of parameters and lm a tlsis design �werd) n �n� «tet ��com building designs. Bracing6dkated is to preverd Msddng of Individual buss web and/or ctsord members only. Additiana temporary and permanent btactrg Is away% required for stability and to pevent cc&*” w ih possible personal k*" and property damage. For general gu ldonce regord'ag the iUll'rek' fabrication storage. de Wm. election and bracing of busses and buss systems. see AX9/rP n Query CBesb- DS9-89 and SCSI Bundling Cat wow 7777 Greenback Imre Study hktartKillm available from Truss Plate InsSMe• 216 N. Lee Street Suffe 312• Alexandsiq VA 22314. suite 109 CAM He is CA 95610 Job Truss Truss Type Oty Py TOP CHORD 2x4 OF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 cc purlins. BOT CHORD 2x4 OF No. I&Btr G BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer R45919583 1J`ob',URWeIerenoe 1509.139 J06 Jack -open 1 1 Max UpliftC=-23(LC 10), B=-66(LC 6) Max Grav C=52(LC 17), B=300(LC 16), 0=37(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All farces 250 (lb) or less except when shown. (outlorkaQ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MRek Induces, Inc The Nov 17 05:20:58 2015 Page ID:k7bpXlow?XvXrJOBiCa wzyPBONdJfft5s53s0O7HS65VinHxmRg7nhy8lyLDuVA LLh3 2-0-0 2-7.6 Scale - 1:11.7 LOADING (psf) TCLL 20.0 (Roof Snow --20.0) TCDL 10.0 BCLL OA ' DL 0 SPACING- 2-0-0 Plate Plate Grip DOL 1.15 DOL 1.15 Rep Stress Ina YES Code IBC2012/TPI2007 CSI. TC 029 SC 0.05 WB 0.00 (Matnx-M) DEFL in (loc) Well ud Vert(LL) 0.00 G >999 240 Vert(TL) -0.00 D -G >999 180 Horz(TL) -0.00 B n/a n/a PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 cc purlins. BOT CHORD 2x4 OF No. I&Btr G BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=47/Mechanical, B=X60/0-5-8, D=17/Mechanical fcbrfca5m storage, delivery. ereclias end brocbv of busses and buss systems. see ANS{/W go.0r CBeda DS9.89 and BC9 Composed Max Hcrz B=68(LC 10) Trr7 Greenback Lorre Sum 109 Max UpliftC=-23(LC 10), B=-66(LC 6) Max Grav C=52(LC 17), B=300(LC 16), 0=37(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All farces 250 (lb) or less except when shown. BUTTE COUNTY NOTES- (11) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.Opsf; h--25ft; Cat. Il; Eur C; enclosed; MWFRS BUILDING DIVISION (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf`--20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 ®� �� 3) Unbalanced snow loads have been considered for this design. t"' 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load noncoflcurrerlt with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for thus to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint C and 66 lb uplift at joint ESS104/ B. 10) 'Semi-rigid phchbreaks with faced heels' Member end fusty model was used in the an aysis and design of this truss. OQ?,OF �c, TN10 l �Q� �O y Fy F,p 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. y �P 2 76428 z m of o X EXP. 12/31/2016 * CIV11- OFC November 17,2015 AWARNING -Vuvey dss n & parmneiens erdRfAD NOTES ON 77!15 MD INCLUDED MWRFFERANGE PAr'#IIaF74TJ rev. 10W/1M5 BEFORE USE. Design valid for use arty with M1reks ccnnectom This design is Lased oorrgdyy upon parameters shown and Is for on individual budd'vg component, not o hvss Before the bur6drg desigrser the design incorporate this design the system ate, must verity cpplicabl8ty of panameters and property into overall bu&fog deign. 8ra�g indicated is M preverd buckkV of mdMdutl buss web and/or Brad members ordy. Additional temporary and pecnan*mt bracing WOW is always required tor sla6&ty and to prevent collapse with possible personal bVAy and Property damage. For geserd guidance regarding the fcbrfca5m storage, delivery. ereclias end brocbv of busses and buss systems. see ANS{/W go.0r CBeda DS9.89 and BC9 Composed Trr7 Greenback Lorre Sum 109 Sdelr bdonsurillm available from TnissRote butiMe. 218K Lee Street, Suite 312 Alexandria VA 22314. Citrus Heights, CA 95610 Job Truss Truss Type DEFL. in poc) Well L/d Vert(LL) 0.00 D -G >999 240 Vert Hcrz(TL) -0.00 B > n/a Na Pty roman - TOP CHORD 2x4 OF No.t&BV G TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD 2x4 OF No. 1&Blr G BOT CHORD Rigid ceiling directly applied or 10.041 oc bracing. JQty be installed during truss erection, in accordance with Stabilizer 845919584 150&136 JOT Jack -Open 1 1 I I Max Gray C=71 (LC 17), 8=303(LC 16), D=47(LC 5) BUTTE COU N 1 TT/ Jab Reference (ootlonaD sYU I Mks FLlls WLVW-K[:O. AJQ7tNbON, UA XJ05 sapal all&MllBR III0U541E5,'nC rue Nov1ru � l*^ap_•_ ID:k?bpXlOvltXvXrJ081GLwzyP901J�IJIN5s53s009HS65VinHlml 7n B,l'.'�uvwvfylLh3 .2.0-0 2-0-0 Scats - 1:13.0 LOADING (psf) TOLL 20.0 (Roof Snow -20.0) TCOL 10.0 BCLL 0.0 ' 10.0 SPACING- 2-041 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC20121TP12007 CSI. TC 029 BC 0.05 WB 0.00 (Matrb(-M) DEFL. in poc) Well L/d Vert(LL) 0.00 D -G >999 240 Vert Hcrz(TL) -0.00 B > n/a Na PLATES GRIP MT20 220/195 Weigh: 12 Ib FT = 20% -KDL LUMBER- BRACING - TOP CHORD 2x4 OF No.t&BV G TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD 2x4 OF No. 1&Blr G BOT CHORD Rigid ceiling directly applied or 10.041 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer • I tallation uide. REACTIONS. (Ib/size) C=64/Mechanical, B82/0-5-8, D=25/Mechanical fabrication storagedelivery. erection and broci g d bLWes Cnd buss systems. see ANSV MI Quaft CBaka DSB-89 and WSI BoBrmp Cosngwoed Max Horz B=75(LC 10) TM Greenback Lane Sri 109 Max UpliftC--31(LC 10), 8=-03(LC 6) Max Gray C=71 (LC 17), 8=303(LC 16), D=47(LC 5) BUTTE COU N 1 TT/ FORCES. (lb) - Max Ccmp./Max. Ten. - All forces 250 (Ib) or less except when shown. BUILDING DIVISION NOTES- (11) 1) Wnd: ASCE 7-10; Vuft=110mph (3 -second gust) Vas&-87mph; TCDL=S.Opsf, BCDL=S.Opsf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --I.33 plate grip DOL=1.33 APPROVED' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. ESS%QNB 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint C and 63 Ib uplift at joint . B. 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. OQ?,OF �Q� \Q� NO y F� 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 2 2 UJ 76428 z m Of EXP. 12/31/2016 * CIVIL T�rFOF CAUF�� November 17,2015 A WARNING- Ver9y das&n pe wneters andRFAO NOTES ON TWS AND INCLUDED WFISK REFERMCE PAGE I107.7m res% 10A&M5 BEFORE USE. —_ Design vdd for vee only with M7dk®convseclors. Trla designe a based only upon pararseters shown and " far an individual buidag component, not buss ��• o system. Be1ae uuse. the buAcrg designer must ver9y the oppficdG"9ty of desgn paraneiars and property incorporate this design Into the overall bWcbV designs. Brodrg indicated is to prevent bueldrsg of individual buss web and/or chord members only. Additional ternponary and permalent brocblg Welk' , a always reciLdred for sk*Sty and to prevent collapse with possbie personal k*Ay and properly damage. For general {guidance regarding the fabrication storagedelivery. erection and broci g d bLWes Cnd buss systems. see ANSV MI Quaft CBaka DSB-89 and WSI BoBrmp Cosngwoed TM Greenback Lane Sri 109 Slay klann bon available f m Tnm Plate Ins6Mte. 218 K Lea Street. Suite 312. Atenarsdirx VA 22314. Citrus Hfttlts. CA 95810 Job Truss Truss Type A PyHoan m TCLL 200 SPACING- Jolly I 845919585 1509.138 JOB Jack -Open 1 1 TC . 029 Vert(LL) 0.01 D -G >999 240 MT20 220/195 TCDL 10.0 10. Lumber DOL Jab Reference (aptionaB SYSTEMS PLUS WNIDER CO, ANDERSON, CA 7.640 s SW 29 2015 N9rak Industries Inc Tue Nov 17 05:20:59 2015 Page 1 ID:k9bpwOf?xvXrJO8iG( wryP9ON-OVDIVW"gABFcQ01fCDOq&IcQXSrkhOX6ate325yt1h2 . � -2-1}9 i 3-.9 89-e 2-o-0 3 Scale = 1:14.2 LOADING (cast) 9 with t A Scale = 1:14.2 LOADING (cast) 9 with • Design valid for use arty with MTek'S connectors. This design Is based -epon pararneten sf» n, and is far an individual WOdiig component, not o has system. Before use. the bukling designer most verity the ly design Incorporate tura design into the TCLL 200 SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl L/d PLATES GRIP (Roof Snov�2 Plate Grip DOL 1.15 TC . 029 Vert(LL) 0.01 D -G >999 240 MT20 220/195 TCDL 10.0 10. Lumber DOL 1.15 BC 0.06 Ven(rL) -0.01 D -G >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 B Na WeBCDL 10.0 Code IBC2012/TPI2007 (Matrix -AA) 'Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 39-8 oc puffins. BOT CHORD 2x4 DF No. I&Btf G w - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing ba installed durin truss erection 'n accordance Stabil' r 1 1 Ize Installation guide. REACTIONS. (Ib/size) C=79/Mechanical, B=307/0-5-8, D=32/Mechanical Max Horz B--85(LC 10) Max UpliftC=39(LC 10), &�63(1_C 10) Max Grav C=90(LC 17), B=312(LC 17), D=57(LC 5) FORCES. - (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) 1Mnd: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=G.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; PF20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs nonconcufrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 0 0 wide will fel between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wft hstanc irtg 39 Ib uplift at joint C and 63 to uplift at joint eROF ESSio4, B. 10) 'Semi-rigid pftchbreaks with fixed heels* Member end Purity model was used in the analysis and design of this truss. TNIO �Q- �� N l �2 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q' Cc,Q ,L vo 76428 z m d' 0 X * EXP. 12/31/2016 � �F CA'_WF November 17,2015 ®WAMJVG-Verbydas(gnparameters and READ NOM ON TMS AND INCLUDED M M(REFERMCE PAGE 1101.747) mer. fOAWJ018 BEFORE USE. • Design valid for use arty with MTek'S connectors. This design Is based -epon pararneten sf» n, and is far an individual WOdiig component, not o has system. Before use. the bukling designer most verity the ly design Incorporate tura design into the g4Acobi of parameters and property overall b,AcbV designs Bracing inddcated is to preverd bucking of ind'Mdud truss web am/or chord members only. Additional temporary and permanent bracing WOW a always required forstability, and to prevent cc8apse wits possible personal h'�y and property damage. For general guidance regarding the fabrication storage, delivery erection and bracing of trusses and truss systems see AN51AN1 QuaBy Cdhxki6 DSB-69 and Wg Boxing Coasprooerd MY Greenback Lane Sally Wormdim avaktie hornTnns Rote hssfihAe. 218 K Lee Street Mite 312. Alexancirkt VA 22314. Sri 109 Celsus Hekft, CA 958'10 b era uwa r•�w wxioos w, wvuteraunv, Truss Truss Type Qty Ply _ SPACING 2 0 0 CSI. - in (lac) Udefl L/d R45919588 136 J08 Jack -Open 1 1 MT20 220/195 . TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 D -G >999 180 Job Reference (aptionaD A UA 7.8I s Sep ?8 any Mitek ImIUSUtes IfrG Tue Nov 17 0521:00 2015 Pape 1 ID:k7bpXIO W1XvXrJ08iG�wzyP90N•hhnP)wLbTG6�abL)CwkFNMsnAxPJQ5nFpXNdaXylLh 1 2v •z -0.o 4-4- A a Scale = 1:15.4 rr rv.vva.v.rvr LOADING (psf) Design yard far use only with Mneke carr adm. This design is based - upon paraneters shown ands for an ind'nkkrd building component not m. a buss systeBefore dug bf l use, the, buil designer must vesBy the apI Acoy of design parameters and properly incorporate this design Into Ove Overall TCLL 20,0 SPACING 2 0 0 CSI. DEF in (lac) Udefl L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 029 Vert(LL) -0.01 DG >999 240 MT20 220/195 . TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 D -G >999 180 BCLL 0.0 • Rep Stress Inv YES WB 0.00 Horz(fL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 15 Ib FT = 20% - LUMBER- BRACING - TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins. BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) C=94/Mechanical, 6=333/0-5-8, D=38/Mechanical Max Harz B=94(LC 10) Max UpliftC=-47(LC 10), B=-05(LC 10) Max Grav C=109(LC 17), 8=339(LC 17), D=68(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; VuB=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf BCDL=6.Opsf, h=25ft; Cat. II; ETp1 C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for teas to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint C and 65 ib uplift at joint B. 10) 'Semr•rigid pitdhbreaks with foxed 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. r 1 BUTTE COUNTY BUILDING DIVISION APPROVEu OQROFESS/ONV C-3 CO tiF�FZc w vo 76428 'Ps m cr v * EXP. 12/3112 6 OF CAI-WO��\P November 17.2015 ®WARMNG -VeBy dw4m parameter end READ NOTES ON TMS AND INCLUDED Mm3( RB:MANCE PAGE MIA -7M rev, 1&W)2015 BERM 115E Design yard far use only with Mneke carr adm. This design is based - upon paraneters shown ands for an ind'nkkrd building component not m. a buss systeBefore dug bf l use, the, buil designer must vesBy the apI Acoy of design parameters and properly incorporate this design Into Ove Overall building designs. Bracing Indicated is to prevent bucking of individual buss web and/or chord members only. Additional ternporary and permanent bracing MiTek' r is always saciL ad for stability and to prevent collapse with possr'61e tem b+Nry and property damage. For gaierd guid. mwrdbg the fahricatim storage. delivery. a fic v and brocbg of busses and buss systems see A1d5 M) QoaNy CrOenfa. 1)S6 -a9 ®d BCSI f Coernporveol Solely talnenrQao ava9oble from Truss Rate bUBkrfe. 218 K Lee Street site 312 AlexancLfa. VA Z!314. 7777 Greenback lane Sub 109 Citrus hb 95810 Job Truss Teas Type aH Ply Ibthcun r, SPACING- 2411-0 " DEFL.. in poc) Well Ud R45919597 1509.136 AD Jade -Open 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(rL) -0.04 D -G >999 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.890 s Sep ZB Z075 NIrTe8llgitsuk s Int. Tea Nov 11 os:21:o9 Z91s Pa e 7 ID:k7bpXlOvllXvXrJO81Gf_wzyP90N hhrlPjwLbTGB�abUGWkFNMsrIA>Q2FOSnFpXNdaXylLh1 -z•o-o 4a 1.10 - 2-0-0 Scale =1:16.6 4 LOADING (psf) Design vola fa use arty with MTeW corenectors. Tills design's bored aonn1yy upon parornefers shown and is fa an IrdNidual brddmg component, not a 4uss system Before use, the bu0ding designer must ve8y the applicobifity cf des gn porornetes and pmpedy ineorpaate ih's design mto the wend• r buPcbV design. Brarsg irdcated Is to prevent bucldug of uxiMdud tress web and/or chord members or*. Addibord temporary and pesnonent bracing TCLL 20.0 SPACING- 2411-0 CSI. DEFL.. in poc) Well Ud PLATES GRI (Roof Snow=20.0) Plate Grip DOL 1.15 TC 029 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(rL) -0.04 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc pudins. BOT CHORD 2x4 DF No. I&Btf G BOT CHORD Rigid ceiling directly applied or 10-04) oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordanoe with Stabilizer Installation guide. REACTIONS. (Ib1size) C=108/Mechanical, B=360!0-5-8, D=44/Mechanical Max Horz B=103(LC 10) Max UPIIftC-54(l C 10), —t— 10) Max Grav C=127(LC 17), 8=368(LC 17), D=75(LC 5) FORCES. ((b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) W nal: ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=O.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 54 Ib uplift at joint C and 68 Ib uplift at joint B. 10) 'Semi-rigid pitchbreaks with foxed heels" Member end fudty 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. . BUTTE,COUNTY BUILDING DIVISION APPROVE® QRpFESSION �oTNIO 4F� C 'P� 2 LU 76428 z m 0 X EXP. 12/31/2016 of CIVIL �TFOFCA` o� November 17,2015 AWARMNG - vestry dent. Pesanales aedWAD Na?M ON MS AND INCLUDED 8676( REFERNICE PAGE N7r•7473 lar. 10A OW15 9EFOriF USE Design vola fa use arty with MTeW corenectors. Tills design's bored aonn1yy upon parornefers shown and is fa an IrdNidual brddmg component, not a 4uss system Before use, the bu0ding designer must ve8y the applicobifity cf des gn porornetes and pmpedy ineorpaate ih's design mto the wend• buPcbV design. Brarsg irdcated Is to prevent bucldug of uxiMdud tress web and/or chord members or*. Addibord temporary and pesnonent bracing k' WOW 's ahvoys required kx staG3ty arc! to prevent cogapse with possUe personal irWry arnd properly cb n ge. For general guidonce regordmg the fabncolion storagm delvay. erection and brockV ol busses and truss systems see ANSVrM Qty Cdkn DSB-69 and BC9 Boo N 9 Cmnpenai 7777 Greenback Lane Sum 109 Sme/y mlarmalim avoiloble from Truss Plate Institute. 218 K Lee Sheet. Site 312. Alexandria. VA Z!314. Citrus its CA 95610 Job Truss Type Qty LOADING (psi) "Oft" ITniss SPACING 2-041 TCLL 20.0 CSI. IPIYI 845919586 1509.138 J11 Jack -Open 1 1 BC 0.14 Vert(TL) -0.06 D -G >999 180 Suite 109 Rep gess Incr YES BCLL 0.0 ' WB 0.00 Horz(TL).. 0.00 B We n/a Job Referersw a lees bTb n LWHI raw wnsaex w, ArvueKbum UA N Plate Offsets (X,Y)— [B:0-0-8,0-0-01 Design valid for use arty with Mlfek& connectors. This design is based oorrly upon parameters shown ad is far an indnidla7 bufdnp component, not us a (ss system. Before use, the bulking designer the bi8ty designs incorporate this design Into the LOADING (psi) A 2-o-0 IrG s r m T ern ex mmnwres, me nue NOv s r ua:n:as ww res e s ID:k?bpXlOa?XvXrJ06iG( wzyP90N-9u Lox7�Mn0¢skAhmdGUVZO�vLm09Y1P28 A7zyILhO 5$-10 58-10 Scale = 1:17.6 5-6-10 S$-10 Plate Offsets (X,Y)— [B:0-0-8,0-0-01 Design valid for use arty with Mlfek& connectors. This design is based oorrly upon parameters shown ad is far an indnidla7 bufdnp component, not us a (ss system. Before use, the bulking designer the bi8ty designs incorporate this design Into the LOADING (psi) must verily applic of parameters and propesy overall building design. Bracing indicated is to prevent bucking of inxfMdud Imes web and/or chord members only. Additional temporary and permanent bracing SPACING 2-041 TCLL 20.0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP Plate Grip DOL 1.15 (Roof Snow --20.0) TC 029 Vert(LL) -0.02 D -G >999 240 MT20 220/195 Lumber DOL 1.15 TCDL 10.0 BC 0.14 Vert(TL) -0.06 D -G >999 180 Suite 109 Rep gess Incr YES BCLL 0.0 ' WB 0.00 Horz(TL).. 0.00 B We n/a Code IBC2012/TPI2007 BCDL 0 (Matra -M) Weight: 19 Ib FT = 20% LUMBER- BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purtins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer hlstallatia uitle. REACTIONS. (lb/size) C=123/Mechanical, B=387/0-5-8, D=49/Mechanical Max Harz B=112(LC 10) Max Uplift C=-61 (LC 10), B-71(LC 10) Max Grav C=145(LC 17), B=397(LC 17). D=85(LC 5) BUTTE COUNTY COUT FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 cab) or less except when shown. BUILDING D IV) S 11 I O N NOTES (11) 1) Wind: ASCE 7-10; Vuft=110mph (3-seContl gust) Vasd=87mph; TCDL�.Opsf, BCDL�.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS ����®��® (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs nonconcument with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint C and 71 Ib uplift at joint ESS/Q& B' 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analyses and design of this truss. QROF Nq T 10 �� ��<(1 11) WARNING: Engineering is void unless truss is fabricated by Systems Phu Lumber Co. CC,P co -C:)P 2 2 76428 z m v EXP. 12/3112 6� * T�TFOFCAI.W���\P November 17,2015 AWARMNG -Ven lY d¢sfgn perarnmas asdR&W NOM ON TMSAND IN=DED AUTEK RE FERANCE AAGEMF74n wv. 10,X12016 eEFORE USE Design valid for use arty with Mlfek& connectors. This design is based oorrly upon parameters shown ad is far an indnidla7 bufdnp component, not us a (ss system. Before use, the bulking designer the bi8ty designs incorporate this design Into the must verily applic of parameters and propesy overall building design. Bracing indicated is to prevent bucking of inxfMdud Imes web and/or chord members only. Additional temporary and permanent bracing M iTek' . Is always required for stability and to prevent collapse with possible personal tniay and property damage. For generd gu dance regarding the f I icafi rs storage. deWery. enac:bo n and bracing of buses and bus systems, see ANSVM Qty Cdwk% OSS -89 and BCS 1 BoBcang Cmnpooed 7777 Greenback Lane SaWbillannation available ham Tnrs Rate bnsbtute. 218 N. Lee Steel. SUle 312. Alexcndrkx VA 71314. Suite 109 Citrus Heights, CA 95610 r Job Truss Tnw Type Qty Pry FbBrerr TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 C -F >999 240 R4591B589 1509.138 J12 tart -Open 1 1 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a Job Reference a lona ora r essn rsw wwserc w, Anurrsavhv, �A r.ea1=="""r' s hep ze zou wren roeumtes, me T'rrov 1r'O'N o1 zols Page 1 ID:k9bpXWv/yXvXrJO8tG1 wryP90M-9uLox7u,-MnOakAhmdGUvZO�LM9Y1P287A7zyILhO 3- -1 91 3-9.11 2x4 = 3-9.11 Scat- = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI- DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 C -F >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.08 Vert(rL) -0.02 C -F >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TP12007 (MatriX-M) Weigh: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.9-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G , BOT CHORD Rigid ceiling directly applied or 1040.0 oc bracing. MiTek reoomrmnds that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) A=160/03-7 B--94/Mechanical C=46/Mechanical Installation nuide. Max Horz A=55(LC 10) Max UpliftA-15(LC 10), B--44(LC 10) Max GravA=161(LC 16), B=96(LC 16), C=65(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vuft=l IOMph (3-seoond gust) Vasd=87mph; TCDL=S.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category II; F,p C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint A and 44 Its uplift at joint B. 9) "Semi-rigid pitdrbreaks with fired heels' Member end fusty model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROWE® Q9,OFESS1pN �_C:0 h%c�FZ �Py LU 76428 z m of v ;U * EXP. 12/31/2 6 Ar TgTFOFCAUF���\P November 17 2015 ®WARNING- VerBy CW19n perarrrh#ea and READ NOTES ON THIS AND INCLUDED WEN REFBtANCF PA GE 111111-7473 rev. 10X31M$ BEFORE USE. o Design votid for use only with MlteW connectors. This design h based ooNNyy upon paraneters shaven. and is for on IndivkW bAcBrQ component. not a tens system. Befog use, the bu&9ng designer mvst verily the app9ca . ty design incorporate the design the of parameters and property into overall buidng desigrn. Brocing indicated is to prevent bvd ry of individual hm well and/or chord members only. Addlbnal tersnporay and perncnent brachIs •vywy MOW rectmed tor stability d to p t collapse with pas" penasd and propertydarnoge. Fa general gWdonce rego ling the r oalwa is stooge delivery., er and d hmsm and h m systems see ANWn H Qusm0y Chealq DSB-89 and BCSI 9a 3&Q Comporrorhf nn Greenback Lanebsacirng Safety bdasndbn available from Truss Rate InstihAe, 218 K Lee Street, SUte 312, Alexandria, VA 72314. Sum 109 Cbus Heights. CA 95610 Job Truss Teas Type 1y Ply BRACING - ��• TOP CHORD 20 DF No. 1&Blf G Ir , Structural Lural wood sheathing directly applied or 6-0-0 cc purlins. R4591 .0 1J`ob`naa01arenoe 11509-136 J13 Jack -open Glider 1 �l 2 o Iona li oro,crna RVa WIYmCm w, XrvlKrtaVl'41:X r.09u5 mG/larAlleR anaus'ale5,ea i&wmvlruo.p:u[Lula Yegal ID:k7bpXIOWtXvXrJO8IG w`r 9W? 4vASTVC75MTUNKLnjSm reL14RuvTYGr MY111.h9 32.2 e-ao 32.2 2-9-14 A 2x4 I I C HUS28 F 32-2 I 8-0.0 Scale =1:20.4 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 (Roof Snow--20.0)Lumber DOL 1.15 10.0 BCLL 0.0 • Rep Stress Incr NO Code IBC2012r1P12007 100 CSI. TC 0.18 BC 0.32 WS 0.44 (Matrix -M) DEFL Ven(LL) Vert(TL) (TQ HOrz(fL) in (loc) I/defl LId -0.02 E -G >999 240 -0.05 E -G >999 180 . 0.01 D n/a , n/aBCDL PLATES GRIP MT20 220/195 Weight: 59 lb FT=20'% LUMBER- BRACING - ��• TOP CHORD 20 DF No. 1&Blf G TOP CHORD , Structural Lural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 20 OF Stud/Std G icatnn sfaa9e. deivery. endo ond bracing d busses and hon systema see AMSVrM Qtr,Oy Cdlarlq DSB-89 =d 6051 BvDdboa Conponmd Sa lelV D>forindlm ovdkbie from Twss Rate rahAe. 218 a Lee Street. Sute 312. Alexarnckin VA 22314. REACTIONS. (lb/size) A=2359/0-5-8, D=1527/Mechanical 7777 Greenback Lane . Sum 109 Max HorzA=91(LC 10) Citrus WbIlts. CA 95610 Max UpliftA=279(LC 10), D=216(LC 10) MaxGravA=2361(LC 16), D=1542(LC 16) BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less axcept when shown. TOPCHORD A -B= -2716x310 BUILDING DIVISION BOT CHORD A-1=347/2528, A -J-34712525, Ems -347/2525, E -K=-347/2525, D•K=3472525 WEBS B -E=205/1976, 8-0=-2797!385 A P P R ON 111OTE8- (14) 1) 2 -ply thus to be connected together with 10d (0.131'X37 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. Webs connected as follows: 2X4 - 1 row at 04).0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu11=11 Omph (3-seoond gust) Vasd=87mph; TCDL=O.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf"-20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) • This thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-x3-0 tall by 1-" wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwhhstanding 279 lb uplift at joint A and 216 lb uplift at joint D. 11) 'Semi-rigid pitchbreaks with fixed heels' Member end fusty model was used in the analysis and design of this teas. 12) Use USP HUS26 (With 16d nails into Girder & 116d nails into Thus) or equivalent spaced at 2-0411 cc max starting at 041-4 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 9t,OFESS104 NIO tiFIFZ CO 'Q� 2 LU 76428 z m cc cr 0 Z7 EXP.12/3112016 �FOF CAt�� tUnuamhar 17 111111 r, A WARAUNG-Verd'ydrills-parwnd M aDdREAD11107ES ON 7/BS AND INCLUDED 40TH(Rt3HtANCEPAGE 111114473mv. 10AIV2018BEFOREUSE. Design void for gra wily wim MitekO connectors. This design Is based oMv upon parameters ftmn, and is far an Individual buidhg component, not o truss system Before use, Itne buBdng designer must the ly design ��• - verity �picala of parameters and property incorporate fhis design into One overall buildingdesign. Bracing I to prevent buckling of individualrUw mmer tim web archord ebar* AcUBond ry temporaand peffna e l broctrg iTek' Is always and prevent B always resigned for stability &�Ik t case with e pewa "and property age. general. For general guidance regarding the icatnn sfaa9e. deivery. endo ond bracing d busses and hon systema see AMSVrM Qtr,Oy Cdlarlq DSB-89 =d 6051 BvDdboa Conponmd Sa lelV D>forindlm ovdkbie from Twss Rate rahAe. 218 a Lee Street. Sute 312. Alexarnckin VA 22314. 7777 Greenback Lane . Sum 109 Citrus WbIlts. CA 95610 Job Truss Truss Type nH ty of paroneten and pmpedy design nto Use werc9 butd'esg desk &aanO hdkatexf is to prevent bue/5rg of vdMduot puss w� and/ar chord members orsly. Additional terrpoary old pemsanent broehsg pA M'T®k' SYSTEMS PLUS L1 hMM CO, ANDERSON, CA . LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (pif) o ions Vert: A -C=-60, A -D=-20 �� 109 Concentrated Loads Ob) Vert: I= -1140(F) J--1 139(F) K=11390 Job Truss Truss Type nH ty of paroneten and pmpedy design nto Use werc9 butd'esg desk &aanO hdkatexf is to prevent bue/5rg of vdMduot puss w� and/ar chord members orsly. Additional terrpoary old pemsanent broehsg pA M'T®k' 845919590150138J13 7.Jjblfrence Jads-0pen Gif�r12 1p o ions 7.640s 29 2015 Mirek Industries, the Toe Nov 17 OS21:02 2015 Page 2 ID:k7bpXIOw?XvXrJOSiG _ZNON-d4vA$Tbc75MTuftldnjSmx6L14 RuvTYGrskFOylLh7 AWARMNG - v -w ,.tgn Parameters and READ Nom oN MS AND INCLUDED SUM RSERANCE AA GE W-74» rev. f6,e7/20f6 BEFORE USE. Design va9d for use ordy with MgeL9 connecfon. TFTs design h bused oonnyy upon porameten shown and B for an irdivichrd bu9dmg component. not a hues system. &#ore use, the 6srBrBrg designer mull verity the opp9ertiBy design inearpaole Ois of paroneten and pmpedy design nto Use werc9 butd'esg desk &aanO hdkatexf is to prevent bue/5rg of vdMduot puss w� and/ar chord members orsly. Additional terrpoary old pemsanent broehsg pA M'T®k' h akvays requhed for stab5ly and b prevent coBryase with poml9e penorsd iywy and properly damage. For generd guidance regodmg the fot>ricatfon stooge. delivery, erection and kzocFsB of tnrzses and dsrss systems see ANSI/IRl Qo�7 f�erlq DS6-a9 and FCSI flu0dhrg Comporrer4 7777 GreesUsar2 Lane Sddy mterrsraQm wo9oble from Tnrss Rota hss6lute. 218 PL Lee Sheet Suite 312 Nezarxlrla, VA 71314. ' �� 109 ts. CA 95610 Job Truss Tnlss Type Ory Ply Ibfman TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in pox) Well Ud 845919591 150&136 J13A Jack-0Open Girder t 2 Job Reference o lona brJ IGMb VLW WM=K W, ANUtKbVN, GA A 3.2-2 7.690 5 Sep 29 2015 Wet IrdusWes, Inc. TUB Nov 17 05:21:03 2015 PagB 1 ID:k?bpXK)w?XvXrJ081Gf wzyP90N-6GTYMpwEuOeh52K3u21y TJe8P8di h=BsylLIL 2x4 11 C 4x6 = . 315 = Scale =1:16.2 Plate Offsets 0(,Y)- fA:0-15.0.0-11 .... . �v LOADING (psi) a truss system Before use, the bukbV designer rmat verBy the appficablTity of dhs�n parorneters and property 'vhcapo ;=.M. design chto the overact TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in pox) Well Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 E -G >999 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 8C 0.35 Vert(rL) -0.05 E -G >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matri x4A) Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NO.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 24 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size)` A--166310-5-8,D=1803/Mechanical Max Horz A=91(LC 10) Max UpliftA=189(LC 10), D=243(1_C 10) MaxGravA=1666(LC 16), D=1818(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3075/343 BOT CHORD A-1=3762843, E -I=-376/2843, E.J=376/2843, D.J=-376/2843 WEBS B•E=-2362309, B -D=3149/417 NOTES- (14) 1) 2-py tnrss to be connected together with 10d (0.131"4") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-941 cc. Bottom chords connected as follows: 24 - 2 rows staggered at 0$-0 cc. Webs connected as follows: 20 - 1 row at 0-" cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vas&=87mph; TCDL=6.Opsf; BCOL=6.0psf; h=25ft; Cat 11; Eltp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed;. Lumber DOL=1.33 plate grip DOL --I.33 4) TCLL: ASCE 7-10; PP -20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. . 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 189 Ib uplift atjoifd A and 243 ib uplift at joint D. 11) 'Semi-rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. 12) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 240-0 cc max starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 13) Fill all nail hales where hanger is in contact with lumber. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APR®VE® QROFESS/0N ���N o tiF�F2c 'Q� Z LU 76428 z m * EXP. 12/31/2 6� T9rFOF Al_* Alnvnmh 47.3n4c .... . �v AWARMING -VWDY 01Br1911 Parmnefem end READ NOTES ON MS AND INCLUDED WIN REFMMCE PAGE WJ4473 rev. faWo2018 BEFORE USE. Design vaid for use only with MITWD connectors. This design's based oonNlyy upon porarneters sfhown and is lar an FrxBvidud tw9dvhg component, rhof a truss system Before use, the bukbV designer rmat verBy the appficablTity of dhs�n parorneters and property 'vhcapo ;=.M. design chto the overact buldiro destgn. Brodrg indicated h to prevent bucklbv of Individual urns was and/or chord members only. Ade itkmd temporary and permanent bracing M iTek' ,.. Is aWcPA required for stab6ty and to pm%rent collopse with posskie personal b" and property damage. Forgeneral guidance mgardehg the - falxicarlors storage. delivery. erection and brocing d 6snses and huss systems. see ANSI/IRl Qm* Cdieda DSB-89 and BCSI B.&*, Compmmd, TM Greenback Lme Safely bdornu ioo mofloble from Tnm Rate I sfilute. 218 K Lee Street, Suite 312 Alexan lrkL VA 2'!314. Suite 109 Ctnss HeM. CA 95610 Job Truss Truss Type Qly ►btYrnan � parameters and properly incorporate this Into thenaerd brrDaSsg desk Bradrg hdreared is to prevent bucking d Irna9vidrd bus weband/a dead members only. Addfiord femytaray, and permanent bracing M?ek' Ift 845919591 SYSTEMS PLUS LUMBER CO, ANDMSON, CA J13A LOAD CASE(S) Standard t 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf Vert: A -C=80, A -D=20 Concentrated Loads Qb) Vert: 1=-1499(8) J=1499(B) Job Truss Truss Type Qly ►btYrnan � parameters and properly incorporate this Into thenaerd brrDaSsg desk Bradrg hdreared is to prevent bucking d Irna9vidrd bus weband/a dead members only. Addfiord femytaray, and permanent bracing M?ek' Ift 845919591 150P136 J13A Jack -Open cjmaer t 2 Job Reference o ione 7.870 s Sep 29 2015 AdiTet trdusttl�, tna Tue Nov 17 05:21:03 2015 Page 2 ID:k?bpXlOw?XvXrJO81G( wryP90N613 pwEu0eh52K3u21y TJe8P8dLahWdiBs UL 1 BUTTE COUNTY BUILDING DIVISION -APPROVE® AWMW"('-Vk-&daS(gn porn— emdREAD NCIM ON 7MS AND INCLUDED AUM REFERANCE PAGE AUP747J rev. 10MM5 BEfiORE USE Design valid for use ordy with MlTeka9 connectors. This design is based orp�dyy upon parameters dawn and b fa am individual bud a boas system Blare use. the buB - desgner must veNy the appYcrbBly of design design parameters and properly incorporate this Into thenaerd brrDaSsg desk Bradrg hdreared is to prevent bucking d Irna9vidrd bus weband/a dead members only. Addfiord femytaray, and permanent bracing M?ek' . Is always mQ med fa staWtY and to prevent collapse wi0n Possible persond injury and properly damage. for gerlerd guidance aegadeigthe fabrication. storage. claWay. erection and Wacirg d busses and bus systems. see ANSI/TM CluaMy C elm DSB-89 ®d BM Ba Wft Carrrpoa d Sddsr tnla,mc m ava�e from Trus Rate tsfitute, 21811 Lee Street Suite 312. AtezancbkL VA 22314. 7777 Greenback lane sum 109 95010 Job Truss Truss Type Qty TCLL 20.0 SPACING- 2-0-0 M T®k' IPIYIFtohrenR45919592 DEFL 1509.135 J14 Jack -open 8 ScOdybdannKMan ma0able from Truss Rate Institute. 218 K Lee Sheet Rite 312. Alexandria. VA 22314. TC 029 Ven(LL) 0.00 G >999 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 Job Reference (aptians SYSTEMS PLUS LUMBER Co, Ar93ER50K CA 7.640 s Sep 29 2015 We Wusnles, Inc. Tue Nov 17 05:21:04 2015 Paagge 1 1D:k7bpXlOW?XvXrJ08iGf wzyP9O 1w Z9xsfimY�CvGRmpBXBOS9Yg3Mvmlc9LgiylLgz -2-0-0 1-10.15 2-0.0 1-10.15 A Scale = 1:10.3 LOADING (psf) Design vcBd for vse only with MilelO ccrvnectorL This design is based vpon parameters stawn ond'c for an lndnichld b1n7n#g cornpornent, not o truss system. Before use, the butrAng designer must verity the applicability of design parameters and property frcapaate ft>6 design'vnto the overall TCLL 20.0 SPACING- 2-0-0 M T®k' CSI. DEFL in poc) Udefl Ud PLATES GRA (Roof Snow --20.0) Plate Grip DOL 1.15 ScOdybdannKMan ma0able from Truss Rate Institute. 218 K Lee Sheet Rite 312. Alexandria. VA 22314. TC 029 Ven(LL) 0.00 G >999 240 MT20 220/195 TCDL 10,0 Lumber DOL 1.15 BC 0.05 Ver(rL) 0.00 G >999 180 BOLL 0.0 • Rep Stress Ina YES WB 0.00 HOrz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Mau --M) Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Blr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 20 OF No. I&Btr G BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during taus erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=25/Mechanical, B=243/0-5-8, D=4/Mechanical Max Horz 8=56(LC 10) Max UpliftC=14(LC 16), B=74(LC 6), 13=18(LC 16) Max Grav C=27(LC 17), B=308(LC 16), D=24(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=:6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This thus has been designed for a 10.0 psf bottom chord the load nonconcurrent with any other live bads. 6) -This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3--0 tall by 1-0-0 wide will ' fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. a) Refer to girder(s) for truss to thus connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint C, 74 Ib uplift at joint B and 18 Ib uplift at joint D. 10) 'Semi-rigid pitchbreaks with filled heels' Member and fudty model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss B fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPVE® 9?,0FESS/0N INIo tiF�Ftic w 76428 z m \FOF November 17,2015 AWARMNG-Vertry das4n parm Ateis and READ NOTES ON 71fi5 AND INCLUDED ARYIN REFStMCE PAGE All) -7473 ray. 10AM M5 fiEFORE ISE. Design vcBd for vse only with MilelO ccrvnectorL This design is based vpon parameters stawn ond'c for an lndnichld b1n7n#g cornpornent, not o truss system. Before use, the butrAng designer must verity the applicability of design parameters and property frcapaate ft>6 design'vnto the overall b Achy design. Bracing indicated is to prevent buckling of incrMdud trt web and/or chord manbe,s Only. Addi lord temporary and permanent bracing M T®k' is always required for stabaty and to prevent colopse w'rfh posable persasd'ir" and property damage. For general guidance regarding the fab icalion, storagedelivery, umban and bracing of trusses and tivss systems, see ANSVM QooMy Cdaki6 DSB-89 and BCSF BOBcMg COmpoaem 7777 Greenback Lane ScOdybdannKMan ma0able from Truss Rate Institute. 218 K Lee Sheet Rite 312. Alexandria. VA 22314. Std log Citrus Heklins, CA 95810 Job Truss Truss Type . Design vo6d for use only with Mtreik® connectors. This design Is basedupon parameters shown and I for on irc dud bLAdng component, not o Inas system Before uolyse. the building designer must verify the a, 6c=ty of design parameters and properly incorporate this design into the overall LOADING (psf) I IQ" I"y R4591B593 1Ja,`b�Referenoa1(oPtIcna0 1509.138 J15 Jack -Open 8 1 CSI. DEFL in pec) Udefl Ud PLATES GRIP (Roof Snow --20.0) aro r cow raw wrwarx w, nnucrcatxa, t:n /.ewe s hep ze Asa an ec rmusvres, me. eua roov s / oxzs:ea mss va9e 1 ID.k?bpXlOr✓1XvXrJ08iG( wryP90NaT1wZ9atlmYtCvGRrnpBXBOS9YquMvnrlc9LgiwLgz -2.0-0 a 10-1s 2-0-0 3101s Scale = 1:14.5 la VIIaOIi l/t, T)— Io.y-V-c.V-V-Ye Design vo6d for use only with Mtreik® connectors. This design Is basedupon parameters shown and I for on irc dud bLAdng component, not o Inas system Before uolyse. the building designer must verify the a, 6c=ty of design parameters and properly incorporate this design into the overall LOADING (psf) rota to prevent buckling of Idividud Etas web and/or chord members as*. Additional tesrpomry and permanent bracing balways M iTek' resigned stability and to Wevent `ase wtih p°, personal11hx'' and properly damage. For generd guidance mgadng the Is araban store dtab storage ery. ereerim and bracing of inrs:es and buss systems, see ANSYr911 fivaBp Cdtalo, OSS49 and WS 6aYd$g Corrporhesl TCLL 20.0 7777 Greenback Lane SPACING -2.041 CSI. DEFL in pec) Udefl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 029 Ven(LL) 0.01 D -G >999 240 -MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(rL) -0.01 D -G >999 180 BCLL 0.0 • Rep Stress Iner YES WB 0.00 Horz(TL) 0.00 B n/a Na BCDL 10; Code IBC2012/TP12007 (Malrb(40 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF No.l&Btf G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) C=82/Mechanical, B=312/0-5-8, D=34/Mechanical Max Horz 8=87(LC 10) Max UpliftC=41(LC 10), B=-84(LC 10) Max Grav C=94(LC 17), B=317(LC 17), D=59(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vas&87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --I.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live toads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$0 tall by 1.0-0 wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint C and 64 Ib uplift at joint B. 10) 'Semi-rigid pitchbreaks with foxed heels' Member end fodty model was used in the analysis and design of this truss. 1 t) WARNING: Engineering is void unless to iss is fabricated by Systems Plus Lumber Co. . BUTTE COUNTY BUILDING, DIVISION APPROVED, Q�OF ESS/0� �����PNpT Nl0 y�l c 'P� 2 LU �� 76428 z m Of v X * a Ems! 31/2016 CIVIL November ` �TFOFCAUF� November 17,2015 AWARNING-Verilydaslanpaimnetms and$WADMOM ON nOSANDINCLUDEDWMCREMMCEP4G£MJ-7477rev. 111M ISBEFORE USE Design vo6d for use only with Mtreik® connectors. This design Is basedupon parameters shown and I for on irc dud bLAdng component, not o Inas system Before uolyse. the building designer must verify the a, 6c=ty of design parameters and properly incorporate this design into the overall rota to prevent buckling of Idividud Etas web and/or chord members as*. Additional tesrpomry and permanent bracing balways M iTek' resigned stability and to Wevent `ase wtih p°, personal11hx'' and properly damage. For generd guidance mgadng the Is araban store dtab storage ery. ereerim and bracing of inrs:es and buss systems, see ANSYr911 fivaBp Cdtalo, OSS49 and WS 6aYd$g Corrporhesl 7777 Greenback Lane Safety bhlorms6Co madlable from Truss Plate IndhAe, 218 N. Lee Sheet. Suite 312, Alexandia, VA 22314. suds 109 Citrus Hekrft, CA 95810 b Truss Teas Type Qfy Py Homan r15 Plate Grip DOL 1.15 TC 029 Vert(LL) -0.02 D -G >999 240 845919580 09138 J16 Jack -Open 18 1 BOLL 0,0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 B We n/a Job Refers noe (optional) 0 0. cwN r. w wmovs w, woresacs+rr novo s ' m ane kes k ea o OO. me r ra rvov s r ua:zs:ua mio—yp�FIyIL9y ' ID:k9bpXl�wWw9XvXrJ09iG( wuyP901J•2ftdmUx000u�1(MUS7TKR4PZdvy77SM1 •2-ae an -o aa0 r Scale = 1:18.7 A F1ate Vnsets p(,Y)— It9:0-0.6,0-0-01 LOADING (min TOLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 029 Vert(LL) -0.02 D -G >999 240 MT20 2201195 TCDL10.0 Lumber DOL 1.15 BC 0.16 Vert(rL) -0.09 D -G >836 180 BOLL 0,0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 B We n/a 10-0 Code I13C2012/iPI2007 (Matrix-M)BCDL Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or S-" oc purtins. BOT CHORD 2x4 DF No. 1&Btf G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REAC71ONS. (lb/size) C=133/Mechanical, B=409/0-5-8, tx53/Mechanical Max HorzB=119(LC10) BU E COUNTY Max Uplift C--87(LC 10), 8=73(LC 10) 1 1TT Max GraVC=159(LC17),B=420(LC17),D=91(LC5) BUILDING DWISION FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (ib) or less except when shown.' NOTES 11 �+ ti a ., �� APPRA� d� Gd09 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=G.Opsf, BCDL=6.0psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --I.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0 tell by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 67 Ib uplift at joint C and 73 Ib uplift at joint 04, 10) ESS/, B. 10) 'Semi-rigid pitchbreaks with foxed heels" Member end fudty model was used in the analysis and design of this truss. �� �QT N IOy �� 11) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. 2C 2 Z 76428 z m o X * EXP. 12/31/2016 CIVIL- �P TFOF Cg11�Q�� November 172015 A WARMING -Ver1y dasgn parameters and READ NOTES ON TNS AND INCLUDED WM( AWE;tmcEPAGE NBL7477 rev. talat/M3 . USE Design vo5d for use only wigs MTel0.9 carvsectan. Thrs design rs based or�ty �pai par�ne)ers shown and §for on irdividuol b�ddmg compp�ent. not a fnns system. Before use, the bsrtcdng designer must verity the app6aa61 ty of design parmneten and fxapeM Ircorporote fl>& design into the overcA ��• buBdtrsg design. Bracing ixJicofed Is to preverd buck9rg of irdividua) hsps web and/or dsord members ordy. Add�Tiorsal temporary and peml@sent broc4rg M iT®k' is aAvays requced for sta68ty and fo prevent ca0agsse wish passIIste penonof trsbny and properly dmrso�. For generd guidance regard'esg Ihse lotxico8on. storage. delivery. erectim and brac'vsg of trsmes and buss systems, see Aht51/IF11 (:e�7 frBerlq DSB-89 mid BC51 Compostem . Sadely mlmrrrdWo available tram Tens Nate A'ss6lute. 218 FL Lee S1reeL Ssite 312 Alexars�ho. VA 22314. 7777 Greenback lane Suae 109 Citrus hue h6 5510 Job Truss Truss Type"" Design vaid for use of* with MiTek® connectors. This design is basedDoty epos parameters shown and is for an Individual building component, not a knsss system. Before use. the bu&Srg designer must verify the of design incorporate psis Ply roolman LOADING (psfj TCLL 20.0 SPACING- 2-0-0 1 i R4sslesss 1509-138 AT "&-OP- 2 1 Ven(LL) -0.02 C -F >999 240 MT20 220/195 • TCDL 1 10.0 0. Lumber DOL 1.15 Job Reference o bna SYSTEMS PLUS LUMBER C.O. ANDERSON,CA A r.tioo s rep s6 rui a acres umnsasas, me Tea Nov 1T os:zl:.1 2015 Pa e s ID:k?bpXIOW1XvXrJ08iG{_wzyP9ON-26�mUAJQOuPKMUS?M4 PZdGy7T5M1_OFlyl Lgy 6.0.0 SX4 = C Scale = 1:17.5 REACTIONS. (Ib/size) A=281/0 -5A B=136/Mechanical, C=57/Mechanical Max Herz A=92(LC 10) Max UpliftA=31(LC 10), B=88(LC 10) Max Gray A=285(LC 16), 8=151(LC 16), C=93(LC 5) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; WR=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load norxwncurren t with any other live bads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34)-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint A and 68 Ib uplift at joint B. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE ^r)UNTY BUILDIN.6 UVISION AP VE ® A QROF ESS/04 ��`r✓�P�pS N10 tiF�F2c L 76428. z m * EXP. 12/31/2016 �rFOFCAUF C, November 17,2015 AWARNING -Vbft 01es4irnparameleis and READ NOTES ON TMS AND INCLUDED WTEK REFERMCEPAGEllOF7473 rev, 1003QOf6 BEFORE USE, o Design vaid for use of* with MiTek® connectors. This design is basedDoty epos parameters shown and is for an Individual building component, not a knsss system. Before use. the bu&Srg designer must verify the of design incorporate psis a•a-o LOADING (psfj TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.26 Ven(LL) -0.02 C -F >999 240 MT20 220/195 • TCDL 1 10.0 0. Lumber DOL 1.15 BC 0.17 L VertCr) -0.09 C•F >774 180 BCLL 0,0 • Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 A n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btf G TOP CHORD Stnictural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. I&Sir G BOT CHORD Rigid ceiling directly applied or 1040.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide, REACTIONS. (Ib/size) A=281/0 -5A B=136/Mechanical, C=57/Mechanical Max Herz A=92(LC 10) Max UpliftA=31(LC 10), B=88(LC 10) Max Gray A=285(LC 16), 8=151(LC 16), C=93(LC 5) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; WR=110mph (3 -second gust) Vasd=87mph; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load norxwncurren t with any other live bads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34)-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint A and 68 Ib uplift at joint B. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE ^r)UNTY BUILDIN.6 UVISION AP VE ® A QROF ESS/04 ��`r✓�P�pS N10 tiF�F2c L 76428. z m * EXP. 12/31/2016 �rFOFCAUF C, November 17,2015 AWARNING -Vbft 01es4irnparameleis and READ NOTES ON TMS AND INCLUDED WTEK REFERMCEPAGEllOF7473 rev, 1003QOf6 BEFORE USE, o Design vaid for use of* with MiTek® connectors. This design is basedDoty epos parameters shown and is for an Individual building component, not a knsss system. Before use. the bu&Srg designer must verify the of design incorporate psis pficabf p iranetas and property design into the overt txddirg design. Brodrg Indicated Is to prevent bucldrg of incfMdu d truss web ad1w brad members only. Addiliornal tenporay and permanent bract hg MOW always required fa y and to prevent collapse with possible personal U*xy and property dan-ge. Far geanerciguida oa regad6'g Ohs faixication storage. delivery. erection and bracing Of trusses and tors systems, see ANSV MI QuaMy CrBedq DSB-89 mrd 8051 BuBdbhy Cemporsed 7777 lane Srdaly hftn1 lWh available from T uss Mate Institute, 218 N. Lee Skeet Suite 312. Alexandria VA 22314..SURD 1Greenback Citrus CA 95610 Job Truss Truss Type Oty building design. Bracing indicated is to prevent buclilng of individual buss web and/or chord members only. Additional temporary and permanent broc ng is Hobrarr always required for stabrTty, and to prevent co6opse with ponUe personal ir" and property damage. For general guidance regarding the LOADING (psf) TCLL 20.0 SPACING- 2-041 IP111I 845919598 1509.139 LAYo1 GABLE - t t Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 10. Lumber DOL 1.15 BC 0.03 Job Reference (optionall TO BE USED AS A FILLER TRUSS ONLY 9.0-0 ID KJbpXIOw7XvXrJ081Gt� 90N -W8 inausmes, mc. rue rmv 17 05:21:05 2015 wage 1 wryP tigyBBJOFyV3e2Argco5igMVgqoOBBTq. BylLgx H Scale = 1:51.6 0--123( s) BUTT COUNTY Max Grev All reactions 2501b or less at joint(s) I, J. K. L, O, N except A=274(LC 5) c+ FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or lass except when shown. BUIL • I- t i- t (' 1) I ��I S I Q N TOP CHORD A-B=374f254, &C=3081204, C -D=280/168 k .,d NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3-seoond gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h--25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 M720 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 33.0 tall by 1-0-0 wide will fn between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rafting reduction of 20% has been applied for the green lumber members. 99,0F ESS/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J, M, L, N except �Q '4� Wlb) A=142, 1=112, K=110, 0=123. ��T N10 L, 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss: 2C 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO _ 2 JLU 76428 z M v X1 EXP. 12/31/2016 dj CIVIL November 172015 AkWARNZNG-VQftd9sJgnp2rWMftrs8ffdREAla NOTES ON 71tS AND INCLUDED IIR/B(R13HtANCE PAGE 111117I73 rev. lOWlLW B 6Ef'Ol1E USE O N M L K J 1 building design. Bracing indicated is to prevent buclilng of individual buss web and/or chord members only. Additional temporary and permanent broc ng is 1 always required for stabrTty, and to prevent co6opse with ponUe personal ir" and property damage. For general guidance regarding the LOADING (psf) TCLL 20.0 SPACING- 2-041 CSL DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 10. Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IBC2012r1PI2007 (Matrix) Weigh: 82 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except BOT CHORD 20 OF No.2 G end verticals. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G WEBS 1 Row at midpt H-1, GJ MiTek reoommenlds that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 941-0. (lb) - Max Horz A=336(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) J, M, L, N except A=-142(LC 6), 1=112(LC 7), K=110(LC 8), 0--123( s) BUTT COUNTY Max Grev All reactions 2501b or less at joint(s) I, J. K. L, O, N except A=274(LC 5) c+ FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or lass except when shown. BUIL • I- t i- t (' 1) I ��I S I Q N TOP CHORD A-B=374f254, &C=3081204, C -D=280/168 k .,d NOTES- (10) 1) Wind: ASCE 7-10; Vuft=110mph (3-seoond gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h--25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 M720 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 33.0 tall by 1-0-0 wide will fn between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rafting reduction of 20% has been applied for the green lumber members. 99,0F ESS/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J, M, L, N except �Q '4� Wlb) A=142, 1=112, K=110, 0=123. ��T N10 L, 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design ofthis truss: 2C 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CO _ 2 JLU 76428 z M v X1 EXP. 12/31/2016 dj CIVIL November 172015 AkWARNZNG-VQftd9sJgnp2rWMftrs8ffdREAla NOTES ON 71tS AND INCLUDED IIR/B(R13HtANCE PAGE 111117I73 rev. lOWlLW B 6Ef'Ol1E USE Design void for use only with MiTek® connectors. This design Is based or1N upon parameters shown and h fa id an individual building component not a furs system. Before use, the Wilding designer must verity the �sp6cdbiBly of design parameters and property incorporate tris design into the overall building design. Bracing indicated is to prevent buclilng of individual buss web and/or chord members only. Additional temporary and permanent broc ng is MiTek' always required for stabrTty, and to prevent co6opse with ponUe personal ir" and property damage. For general guidance regarding the fabrication storage. delivery. erection and broc'rrig of busses and buss systems. see ANSVIPII Quer C DSB-89 ®d WSI BWb g Compws d Sraaly InfarssGIbu available from Truss Plate tra6Nte. 218 N. Lee Sheet, Shite 312. Alexonctia. VA 4314. 7777 Grembads Lorre Bute 109 -I Ctrs Heirthis. CA 95010 b Truss Tncs Type Qty Py "Drinan r15 CSI. DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow�0 R45919587 09138 LAY02 GABLE 1 1 t Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 JobReterence o ions TO BE USED AS A FILLER TRUSS ONLY M s xp cr ana wrenmraares, me rw rvov a ua:n:ur zuw ra ID:k7bpXlOw?XvXrJO81Gf wryP90N_213BAzkydOBafer7uNv9ger9mrgZAWHQBaes Lgw 7-0.0 � 7.0.0 i 3x4 = A 8 C D E F L K J 1818 H G 7-0-0 Scale = 1:58.5 LOADING (Psf) ° Design vold for use only with MITeW connectors. This desk a based onlyupon porarneters shown and is for on individual bu/r&g component, nal o buss systern. Before use. the' 9 rig designer mtat verify the applicability of design portameters and properly incorporate ft demos into the overall TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow�0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) n/a n/a 999 MT20 - 220/195 TOOL 10.. 0 Lumber DOL 1.15 BC 0.05 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC20121rP12007 (matrix) Weight. 108Ib FT=20% LUMBER - TOP CHORD 2x4 DF Stud/Std G BOT CHORD 2x4 DF No.2 G WEBS 20 DF No.2 G *Except* F-H:2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G BRACING- TOPCHORD BOT CHORD WEBS REACTIONS. Al bearings 7-". - (lb) - Max Hotz L=-331(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) L, K, I, J except G=-842(LC 5), H=-839(LC 4) Mau Grav All reactions 250 Ib or less at joints) L, K, I, J except G=841(LC 6), H=843(LC 7) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD F -G=-826/851 BOT CHORD K -L=-288258, J -K=288258, 1288/258, H-1=-2881258 WEBS F -H=-859/859 Structural wood sheathing directly applied or 7-" oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt A -L, F -G, Ba(, D -I, E -H, C -J, F -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vas&=87mph; TCDL=B.Opsf; BCOL=6.Opsf, h--25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf-20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) L, K, I, J except (jt=1b) G=842, H=839. 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. BUTTE COUNTY BUILDING OMSION APP• E® OQ�OFESS/ONS P�pTN10 76428 z m O X s EXR 12/31/2 61. - �FOF�� November 17,2015 AWARMIMG-Veft&sJgnp' and READ M0TE5 OM 7WSANDINCLUDEDNRSrRHMMCEA4GEWI.7103 ren. 1a,QTHM6BMRE USE ° Design vold for use only with MITeW connectors. This desk a based onlyupon porarneters shown and is for on individual bu/r&g component, nal o buss systern. Before use. the' 9 rig designer mtat verify the applicability of design portameters and properly incorporate ft demos into the overall btAdng designs. Bracing Indicated Is to prevent budtvg of Individual truss web and/err chord members only. Additional temporary and permanent bracing M iT®k' a always required for stabaty and to prevent co8opse wits possible personal Huy and property dm aage. for generalguidansce regadrg the fabrication, storagedelivery. erection and broc'vg at times and truss systems see ANSV W7 Qaailly Cr0m14 DSB-89 rand BCSI Bustling Conrpovesd Safelym/amdDe available from Truss Nate hdk te. 218 N. Lee Street Stite 312. Alexandra VA 22314. 7777 Grembacit Lorre r SWID 109 Citrin Heiatris, CA 95810 Job 2s8 II Teas Type TCLL 20.0 SPACING- 2-0-0 (Roof Snow= -20.0) ITniss 1.15 Icily IPIYIHomanR4591B598 1.15 1509.138 LAY03 Lay4n Gable 1 Code IBC20121TP12007 i 999 MT20 220/195 BC 0.98 Vert(rQ Job Refererso9 (optionarl TO BE USED AS A FILLER TRUSS ONLY LOADING (psf) 2s8 II TCLL 20.0 SPACING- 2-0-0 (Roof Snow= -20.0) Plate Grip DOL 1.15 TC10.0 Lumber DOL 1.15 BCU_ LL 0.0 ' Rep Stress Inca YES Vert(LL) Code IBC20121TP12007 BCDL 10.0 LUMBER - TOP CHORD 2x4 OF No.I &Btr G BOT CHORD 24 OF No.1 G WEBS 24 OF SS -Except- C-D: 2x6 OF Not G OTHERS 20 OF Stud/Std G /.oau s xp zs ana ms i ex roausaras, me i %= rwv v uui:ur zuu rasa s ID:k7bpXl0w?XvXrJO8Uf w;09ON_213BAzkyd86afer7uNv8ges=MZDOHQ6au.MylLgw 1.0 4x4 // Scale =1:75.9 13.00 12 C 2x4 11 A F G E D 5s9 M18SHS 11 7X14 M18SMS = I I BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bradng. - WEBS 1 Row at midpt A -F, C -D, B-E MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lmtAllatinn nrrida nr�ss. nnvvra. trWSrZtlJ r�1l9K/-Y,U�4/411i/, C-7�3/4-U�l Max Horz F=473(LC 7) Max Uplift F=1287(LC 6), 13=367(LC 7), E=-1284(LC 5) 1 Max Grav F=1571(LC 5), D=318(LC 4), E=1227(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -F=-575/425, A -B=,532/395 WEBS B -E=-3139/420 NOTES (10) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=B.Opsf, h=25ft; Cat. II; Eli C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 ,2) TCLL: ASCE 7-10; PI -120.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom Mord live load nonconcurrent with any other live loads. 6) • This tress has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 14-0 wide will ft between the bottom Mord 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 100 Ib uplift at joint(s) except (V -lb) F=1287, D=367, E=1264. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fusty model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. E BUTTE. .1NTY BU1LDIj`'i(-j U!-V1'S;0N AP'- Qq,pF ESS/0N I N IO '0 S' 76428 76428 - z m * EXP. 12/3112016 3112016 chi o 9TFOF CVO November 172015 WARNING. Vertydesignparernders and READ MGM ON 7reSANDINCLUDEDAf WREFMMCEPAGEA9F74"rev. 1aW&015BEFORE USE. Design valid for use only with MneW connectors. This design is based only upon panzneters shown and h for an individ/ai bsxldng component. not a puss system. Before use. the bsslalrg designer must verify the applicdily, of design parorneters and properly imorporafe 9n design into fhe mesall A • buldng designs. fu�re Indicated n to preverd bud&V of indal truss web and/an dwrd members any. Additional temIsarn temporary and nvaent bfming M iTek' Is always reQWred far sk"fy aid fo prevent aolcso wigs Passmle pefs0r1d "-W and Properly damage. rp general gufdanea regordi g the fabrication storage. derwm ereebm and bmcvg afhisses and buss systems. see AM%*ffll Qwfy G9afra DSB-89 and BCSI buBrmsy Gompooeal TM Gsemback Lane Srddy kJOr" illm (Naflable Irom Truss Rate trnshtute. 218 PL Lee Sheet, Stlte 312 Alexandria, VA 22314. Sues 109 Citrus Heighb. CA 95010 2s8 II CSI. DEFL in (1oc) Vdefl L/d PLATES GRIP TC 0.76 Vert(LL) n/a n/a 999 MT20 220/195 BC 0.98 Vert(rQ n/a n/a 999 M18SHS 220/195 WB 022 Hom m) -0.00 D n/a n1a (Matrix) Weight: 87 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bradng. - WEBS 1 Row at midpt A -F, C -D, B-E MiTek reoommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lmtAllatinn nrrida nr�ss. nnvvra. trWSrZtlJ r�1l9K/-Y,U�4/411i/, C-7�3/4-U�l Max Horz F=473(LC 7) Max Uplift F=1287(LC 6), 13=367(LC 7), E=-1284(LC 5) 1 Max Grav F=1571(LC 5), D=318(LC 4), E=1227(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -F=-575/425, A -B=,532/395 WEBS B -E=-3139/420 NOTES (10) 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=B.Opsf, h=25ft; Cat. II; Eli C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL --11.33 ,2) TCLL: ASCE 7-10; PI -120.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom Mord live load nonconcurrent with any other live loads. 6) • This tress has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 14-0 wide will ft between the bottom Mord 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 100 Ib uplift at joint(s) except (V -lb) F=1287, D=367, E=1264. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fusty model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. E BUTTE. .1NTY BU1LDIj`'i(-j U!-V1'S;0N AP'- Qq,pF ESS/0N I N IO '0 S' 76428 76428 - z m * EXP. 12/3112016 3112016 chi o 9TFOF CVO November 172015 WARNING. Vertydesignparernders and READ MGM ON 7reSANDINCLUDEDAf WREFMMCEPAGEA9F74"rev. 1aW&015BEFORE USE. Design valid for use only with MneW connectors. This design is based only upon panzneters shown and h for an individ/ai bsxldng component. not a puss system. Before use. the bsslalrg designer must verify the applicdily, of design parorneters and properly imorporafe 9n design into fhe mesall A • buldng designs. fu�re Indicated n to preverd bud&V of indal truss web and/an dwrd members any. Additional temIsarn temporary and nvaent bfming M iTek' Is always reQWred far sk"fy aid fo prevent aolcso wigs Passmle pefs0r1d "-W and Properly damage. rp general gufdanea regordi g the fabrication storage. derwm ereebm and bmcvg afhisses and buss systems. see AM%*ffll Qwfy G9afra DSB-89 and BCSI buBrmsy Gompooeal TM Gsemback Lane Srddy kJOr" illm (Naflable Irom Truss Rate trnshtute. 218 PL Lee Sheet, Stlte 312 Alexandria, VA 22314. Sues 109 Citrus Heighb. CA 95010 0 Job Truss Truss Type Qty Pty Hoftnm buiding design. -tracing indicated is to prevent buclbng of indMdud huss web oral/a chord members only. Aderfional tersasorary and permonent bracbng is M?®k' A591B59B 1509-139 LAY04 GABLE - 1 1 CA 95810 Job Reference (optional) • - •---•- • -••- �-••---� •^-. �•�•� � wv s �W m ossa mr r enc aausares, ma rue "o, s r w:n:ue [uu ra a s ID:k7bpX10w7XvXrJOBtGf vrryP90NSEORPW NjxGzBpC1gbu8h1B2L195NIlvR s3ylLgv 13-0-0 13-0-0 � A Scale =1:78.7 4x4 \\ j TO BE USED AS A FILLER TRUSS ONLY G D 13.00 L12 - E F G • S R Q P ONM L K 3x4 \\ , 3,41 = Plate Offsets (X,Y)- IA:0-2-0.0-2-21 LOADING (psf)2 TCLL 20.0 SPACING- 2-041 CSI. DEFL- in (loc) Vdefl L/d PLATES GRIP 10. Plate Grip DOL 1.15 TC 0.65 Vert(LL) Na Na 999 MT20 220/195 (RoofSnow�Lumber DOL 1.15 BC 0.41 Vert(TL) Na Na 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Ho BCLL 0.0 ' Code IBC2012/TPI2007) 0.01 J Na Na BCDL 10-0 (Maw) Weight: 150 Ib FT = ZO% LUMBER- BRACING - TOP CHORD 20 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 20 DF No.2 G end verticals. WEBS 24 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF Stud/Sid G WEBS 1 Row at midpt AS, B -R, C -Q, D -P MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-". (lb) - Max Harz 5=-490(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) N, M, Q, O except S;---331 (LC 6), J=224(LC 7), R=198(LC 9), K=116(LC 9), L=-120(LC 9), P=-136(LC 9) Max Grav All reactions 250 Ib or less atjoint(s) N, K. L, M, Q, O except S=288(Lc BUTTE COUNTY • 5), J-403(LC 4), R=254(LC 6), P=260(LC 16) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUILDING DIVISION TOP CHORD 8.4=-265/188, C -D=-317/217, QE=3451228, E -F=356!226, F -G=370237, G1•H=416Q73, ®VE H-1---487/322, 1-1=548/363 APPRLJI BOT CHORD RS= -248/384, Q -R=-248/384, P -Q=-248/384, O -P=248/384, Nom -248/384, M -N=-248/384, L -M=248/384, K -L=-248/384, J -K=248/384 NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=S.opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf--20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. oQROF ESS/ONS 4) Gable requires continuous bottom chord bearing. �� �T N IO l� 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrenit with any other live loads. `` tI 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by I-" wide will fn between the bottom chord and any other members, with BC:DL = 10.Opsf. 0 OGj 7) A plate rating reduction of 20% has been applied for the green lumber members. (7 76428-7 M 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) N, M. Q, O except lu U Z r n 0 X ([=1b) 5=331, chorea s with K=118, l =120, P=136. * EXP. 12/3112016 8) 'Semi-rigid pitchbreaks with faced heels' Member end fusty model was used in the analysis and design ofthis truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIVIL �P OF CAL1F��� November 17 2015 ®WARNING -V.09, dssba PerarrAtm arsdREAD NOTES ON THIS AND INCLUDED 6UTM REFERNICE PAGE 60}7473 my. raWRO16 BEFORE USE. Design valid for use only with Mfrek® ccn nectars. This design is based Only upon poranaten shown and is for an individual bu6ding component not o buss system Wore use. the building designer must verity the applicability of design parameters and property incorporate this design into One overall buiding design. -tracing indicated is to prevent buclbng of indMdud huss web oral/a chord members only. Aderfional tersasorary and permonent bracbng is M?®k' always raghmed far stabifityand to prevent collapse with possible personal hdrxy and property damage. Far general an guidce regad'eng the fabricali m storage deWery, erection and bracing of hvsses and hum systems. see ANSI/IMI (6uulitly Criledn DSB-89 and BCSI 8o0dbg Compomesd Sa4ely bdornrattosn ava'loble from Truss Rate Indkite. 218 N. Lee Street. Suite 312. Alexandria. VA 22$11. " 7777 Greenback Lmne suite 109 CA 95810 b Truss Tess Type PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) Hoflren r15 MT20 220/195 Lumber DOL 1.15 TCLL 10.0 Jay 1ply RA59100 � 09-138 LAVOS GABLE t t (Matrix) Weight: 122 Ib FT=20% LUMBER- BRACING TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Job Reference (optionao ars r c -s FL.& warscss w, AiMERSON. GA 7.640 5 eep Z9 ZU15 NTex muslOes, Inc Tue Nov 17 05:21:00 2015 Pege 1 ID:k?bpXIOn1RXvXrJOai t!,=OWwQgpcs??TEOgpznDEJPNEFjLO(WI77atQ3bO41i gu 1z-r�o iB•8-7 12.5-0 311.7 3)0 _. Scale =1:87.0 F N TO P G f PE 13.00 12 = D CA 3x4 // T S R O P 3x8 7.10-14 18-5-7 rl� In.GaynO.V-r-rJi.In.GYyra V-Iroi LOADING (ps2 TCLL 20.0 SPACING 2-04) CSI. DEFL in (loc) Vdefl L/d PLATES GRIP Plate Grip DOL 1.15 (Roof Snow=20.0) TC 0.17 Vert(LL) We n/a 999 MT20 220/195 Lumber DOL 1.15 TCLL 10.0 BC 0.03 VertWe n/a 999 alwaregnAad for sI ys IV and to Prevent collapse with passible Personal injury and property damage. For gesesd guidance regarding the —liars Rep Stress Ina YES BCLL 0.0 WB 0.19 Horz(TL) 0.00 K n/a n/a ,' Code IBC20121TPI2007 BCDL 10-0 (Matrix) Weight: 122 Ib FT=20% LUMBER- BRACING TOP CHORD 2x4 OF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. OTHERS 20 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Illgitallation guide. REACTIONS. Al bearings 16-5-7. - (Ib) - Max Harz A=406(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) K, 0 except A=137(LC 6), P=135(LC 8), L -125(1-C 9), 0=-124(LC 8), T=117(LC 8), S=112(LC 8), R=120(LC 8) Max Grav All reactions 250 Ib or less at joirlt(s) K, Q, N, M, P, L, O, T. S, R exoept A=399(LC 8) ' BUTTE ^nt J N FORCES. (lb) - Max Comp./Max. Ten. -AIL forces 250 (lb) or less except when shown. tTiV TOP CHORD A-B=552Q44, BC=442/202, C-13=323/157 VI I p O*BUILU J NOTES- Wnd ASCE 7-10; Vutt=110mph (3 -second Vasd=87mph; TCDL�.Opsf, BCDL�.Opsf h�5ft; Cat. gi%S(,,i A 5 gust) II; EV C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This thus has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 wiUlstartding 100 Ib uplift at joint(s) K, Q except (lt=lb) QRQF ESS/pN Bevele1 37,d 5=112, R=120. P=135, L=125, 0=1 ired to prov1 17,ide 9) Beveled plate or shim required s.0 provide full bearing surface with truss chord at joint(s) K, N. M. P. L, O. ,9`�2 N'O 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this taus. ���Q �Oj y A\ P F 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 76428 z m v ;U EXP. 12/31/2016 Lp CIVIL �TFOF CAI 1FOt November 172015 AWARNINO- VQft daslgn PINRU tern and READ NOTES ON T1WS AND INCLUDED FIRM REFEPANCE A4GE 4817473 ran. f0A0/Z016 BEFORE USE. o Design valid for use only vAfh MTekS connecters. This design is based Only upon parameters shown and is for an individual buldmg cc n xo nt. not rig designer a truss system. Before use, the brx'IrBmust verify the applicability of design parameters and property Inc olpaote 111* design Into Rte overall '• design. Bradrlg irnr0cafed is to prevent bucking of IrdMdud buss web and/a chord members only. Additional temporary and permanent bracing is ' Welk'Welk'k' alwaregnAad for sI ys IV and to Prevent collapse with passible Personal injury and property damage. For gesesd guidance regarding the —liars fd' storage. deEey.erec6an and bracig d bums and hors systems. we ANSI " Qua* Cdakf DS8-89 and BCL Building CanW een, Sadly bdamdion avdlibke from Tnns Rote iro0tute. MR Lee Street SUte 31Z. Alexandria. VA 22314. 7777 Greenback Lorre Suite 109 •Cfts t4elatft,95510 Z b Truss Truss Type Qty Py HaftnanR4S910&138 r11 CSI. DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) 0)0.0 Plate Grip DOL 1.15 -5 LAY08 GABLE t t BC 0.03 VeR(r) L n/a n/a 999 BCLL0.0 • Rep Stress Incr YES WB 0.19 Job Reference (optionao r.tl9rl s A'ep m 2015 NUr ex 1110u�rB5, InF Im My 17 05:21:10 2015 Ile I ID:k7bpX10WtXvXrJ081Gf w OP :OdO'9; EYWhR MPo0walSGWMImaFj64o9wyylLgt 12-8-0 3-11-7 S R a P 3)0// 3X6 = J K 3x5 _ L N OJ 12 TO BE USED AS A FILLER TRUSS ONLY Scale = 1:87.0 " I 7-1x14 16-5-7 Plate Offsets (C.Y)— rKEdoe,0-1-151, [K:Edce,0-1-81 LOADING (psf) TOLL 20.0 . SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) 0)0.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 1 1 Lumber DOL 1.15 BC 0.03 VeR(r) L n/a n/a 999 BCLL0.0 • Rep Stress Incr YES WB 0.19 Horz(TL) 0.00. K n/a n/a BCDL 10, Code IBC2012/TPI2007 (Matrix) Weight: 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud1Std G TOP CHORD Structural wood sheathing directly applied or 8.0-0 oc purlins. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G - ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. All bearings 18-5-7. (lb) - Max Hors A=406(LC 8) Max Uplift All uplift 100 Ib or less at joints) K, Q except A=-137(LC 6), P=135(LC 8), L=125(LC 9), 0=124(LC 8), T=-117(LC 8), S=112(LC 8), R=120(LC 8) Max Grav All reactions 250 Ib or less at joints) K, Q, N, M, P. L, O, T, S. R except A--399(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE !^ 01. NTY TOP CHORD A-8=-552244, B -C=442/202, C-13=323/157 BUILDING ! )'i N, t y I O N NOTES- 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vas&87mph; TCDL�.Opsf, BCDL�.Opsf h=25ft; Cat. II; E1rp C; enclosed; MWFRS A P lir it"' (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL --11.33 2) TCLL: ASCE 7-10; Pf=-20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction cf20% has been applied forthe green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) K, Q except (jt=1b) ROF ESS/pN A=137, P=135, L=125, 0=124, T=117, S=112, R=120. 9) Beveled Q UO N to plate or shim required to provide full bearing surface with truss chord at joints) K, N. M. P. L. O. 10) "Semi-rigid Q QT pitdrbreaks with foxed heels' Member end fixity rlodel was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �� Z 76428 z m UJ o � EXP. 12/31/2016 * l CIV1l_ �Q 9TFOFCALW- November 17 2015 AWARNtNG -V-W d -11 -parameters andREAD N07FS ON 7fe5 AND INCLUDED xrACl- x REFMMCEPAGE M -7473 rev. iaiD72et5 6EFORE USE. • Design valid tar use only wi01 MnekS connectors. This design is based only upon parameters shown ad's for on individual buddh19 component. not o teas system. Before use. One buklI g designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to Fuss web members arty. nd temporary and permanent brach lauding of ossible Is forpent M iTek' always required co stabDy and ro prevent caBcglse with possible personal E+Jay and property dalroge. For gerneral guadance mgadmg the - p ry and rope gener fabka8oru storagedeWeryerection and bracing d busses and truss systems. see ANWMI QuaE, Creedq DSB-89 and BCL BuBdbV Consponerd 301Ny mtorrndlim waBoble from Tnas Plate ImBhAe. 218 K Lee Street Suite 312, Alexandria. VA 22114. 7777 Gremnbadr Lane Su@e 108 .. CA 85810 r` Symbols PLATE LOCATION AND ORIENTATION 14- 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 J/lA For 4 x 2 orientation, locate plates 0- W' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MfTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DS&89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in tt-in-sixteenths (Drawings not to scale) MP r•unRnc 3 C1-2 C2-3CC++ 4 diagonal or X -bracing, is always required. See BCSI. WEBS a! OU Z M may require bracing, or alternative Tor I =) j bracing should be considered. O Q 0 c� 0-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMB EREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTek9) All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. O a! OU Z M may require bracing, or alternative Tor I =) j bracing should be considered. O Q 0 UCL stock materials on Inadequately braced trusses. W Z 4. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and x O m 5. Cut members to bear tightly against each other. m LL BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMB EREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTek9) All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. O 2. Tans bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves Z M may require bracing, or alternative Tor I =) j bracing should be considered. O Q 3. Never exceed the design loading shown and never V stock materials on Inadequately braced trusses. W Z 4. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and J all other interested parties. m 5. Cut members to bear tightly against each other. m 6. Place plates on each face of truss at each joint and embed fuly. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non structurol consideration and B the responsibility of tens fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124'd Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for truss{i�t�o Systems Plus Lumber Co. BUTTE COUNTY ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.10roof/R502.11floor) TRUSS ENGINEERING LAYOUT YES H■ NO H Standard Tniss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss undw 6/12 2 Hat Tim nmukri/M2 2B Web Bracing Details 3 Valley Fill Frames 4 ✓ Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notchiigg Notch' 9 HVAC 10 Truss Data 11 ✓ Pullin Gable 12_ ✓ BCSI at wwwsbcindustr .rnm BCSI-B 1 Summary Sheet at www.sbcindustrv.com Systems Plus Job Number 1509-136 Date 09/30/2015 Revision(s)11 /17/2015 Customer Hofman PERMIT # YJ 1 S 29 1?:A- BI1TTE GQ11A1TY 61EUci npnAF SER CES Project AdditionREVIEWED FOR Location Durham, CA CODCO.MPEIAN E DAT INA PRIOR TO ERECTING TRUSSES, READ TRUSS DATA 5 AND A� M BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING 1 �.J1 AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PURLIN GABLE DETAIL MII%SAC - 12 7/15/2005 PAGE 1 OF 4 western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. row 5x5 _ _ = L'- NO. C074486 EXP. 12.31-15 SEE SHEET 2,OF 2 FOR ALL DETAILS cNl1. Q - OF CAl1�a� APR 2 8 2015 a o ' Q ®AWaSb- Varyy dei09 gn pmmadms a"JW" �YOM ON UM Alm DOC=JW 597�CBS1I865 = FACS MM74M SS E OSS. 7777 Cxeeltradt Isne YD Design void IOr use onN wBh Mifek COIIrteC10r5 Ttlk design a bused ONy upon panmietas drown and E for an kKwud big int• Cf1rt�lFtei9hls� to It561 � q��obHty of design p *4&Kd ems and P in�sporatbn of ou "-,P=,., k respau[6gty of desyrter -rot Huss dedgner. nm�g shown 61er fatemt wppori of v�dvidual w� rt�errebgs onN. AdWbrwl test�aoiY badn9 In trmae sfot®y duh�g consWdbn 61he res{srnaffiN of aha . eredor. Addigml pe m anent l , nrtggaf the avemfi stnrdure is the respa�y of the bu0mng designer. For g..,d guidance rea-di �g falxkatim aav oonted siamga deDue,I. esecBass and txacJn& crnuu0 ANUM1 Ourdtiy Cstto,ta. DS"9 and BMI BuRdIng Camporronl MTek® Sd* hdamation. a�raBable ban mesa Plots bW tuto. SB9 D'DrsoMo Ddve, hAodhors. Mn 5919. _ 3x5 3X ALL PLATES TO BE 2t4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" k REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO SEE DETAIL #3 BE LAID ON TOP OF THE BUTTE COUNTY HIP TRUSSES AND �` v1 �J ATTACHED WHERE IT HAS ��. BUILDING DIVISION � CONTACT WITH THE QJ ` � . t q p p r1�'^ /`'1r" nil TRUSSES BELOW. ~ SEE DETAIL cO G ' i , SEE DETAIL # U QRS r JACKS cN O Co o _ _ = L'- NO. C074486 EXP. 12.31-15 SEE SHEET 2,OF 2 FOR ALL DETAILS cNl1. Q - OF CAl1�a� APR 2 8 2015 a o ' Q ®AWaSb- Varyy dei09 gn pmmadms a"JW" �YOM ON UM Alm DOC=JW 597�CBS1I865 = FACS MM74M SS E OSS. 7777 Cxeeltradt Isne YD Design void IOr use onN wBh Mifek COIIrteC10r5 Ttlk design a bused ONy upon panmietas drown and E for an kKwud big int• Cf1rt�lFtei9hls� to It561 � q��obHty of design p *4&Kd ems and P in�sporatbn of ou "-,P=,., k respau[6gty of desyrter -rot Huss dedgner. nm�g shown 61er fatemt wppori of v�dvidual w� rt�errebgs onN. AdWbrwl test�aoiY badn9 In trmae sfot®y duh�g consWdbn 61he res{srnaffiN of aha . eredor. Addigml pe m anent l , nrtggaf the avemfi stnrdure is the respa�y of the bu0mng designer. For g..,d guidance rea-di �g falxkatim aav oonted siamga deDue,I. esecBass and txacJn& crnuu0 ANUM1 Ourdtiy Cstto,ta. DS"9 and BMI BuRdIng Camporronl MTek® Sd* hdamation. a�raBable ban mesa Plots bW tuto. SB9 D'DrsoMo Ddve, hAodhors. Mn 5919. ���s�2oas PAGE 2 OF 4 PURLIN GABLE DETAIL M11/SAC -12 16d NAILS 6` O.C. 1\ Ato /I ' ATTACH 2x LEDGER WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" 0 C Westem Divlslon C RS HIP GIRDER • + ���� APEX HHIP TRUSSES r ON ROOF SLOPES OF 2/12 TO 6/12 JQ�a o ATTACH PURLIN GABLE WffH 2 10d Q g RING SHANK OR 16d COMMO1� NAILS. THESE NAILS MUST ACHIEVE A 21I{NCH MINIMUM PENETRATION INTO v . SLOPE IS GRFOApEROTHAN 6112iTHENOUSE A USP RT3 FRAMING ANCHOR g� OR E&IIIIENT. E DONE IN ' LL ALL LING SHALL B " ACCORDANCE TO APPLICABLE STANDARD BUILDING LDINGG PRCCCS. , DETAIL #3 DETAIL #2" r j \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER QaOE BUTTE COUNTY. BUILDING DIVISIONNO Av� PP ROVED EXP. C12A��85 CNi1V, P OFC ALl4OR� APR 2 8 2015 QWARMNd •yVe�r,(�/y_l �(4� P�°� and BfidD N07b5 ON 4Hi3 AUID IIifZDDED BIITFRSSFERENCE PdryQB 6IIb74T3 BBFOHS OSS bad L3n8 bTcr of `••" ol�R �P7O�� tom@ g ry of h td�gna no fnas ��• CA. 9b61 oY (he yDSB� Mil`®k� soaett, baon,�en a bort, toss ('lata in:iputa s� o'ormtro atm, Nn svr9. PURLIN GABLE DETAIL MII/SAC -12 7/15/2006 1 PAGE 3 OF 4 c nuaWILAlIuian,nw. Westem oivb[on PURLIN GABLE =R OR 16d BOX ;,ING BY OTHERS Utz-.6..Ai L IT] .. ZylJ V.rL.. 8" MIN 71 BUTTE COUNTY BUILDING DIVIS0 APPRnvF �16d SINKER OR 16d BOX 1 O.C. SPACING BY OTHERS HIP SET TRUSS. L OLOF so \.1 CDETAIL #2 SUPPL. OFN{1lv'L,01"P APR 2 8 2015 A w"mw . Pm%B gn pa,mnacm and &SAD No7w ON7�s AND D=u= =7ffifESPSmwx PAO mm7473 zuuv z US= Gpf8g0tl�dt L�tB tw �B ot* wBh Wok oonneetom hb destAn b bo onN pWL h,dNl g eo MN9�tA C/�, 8587 OfaWOn lm ltrwefo�Sdb��ld�O�RlO03t�a O}iheg� R/■� tion. q<w N _ }fcr�n�aa8e. tle>IvaY. e�eclbn and YrKfi9. 1 G"i.�A�m$ateVhdmma9on avdk&b fromTnmPhtetrMAute. 593D'OnoMa DrIve. Madison,wi5371, ■moi PURLIN GABLE DETAIL MII/SAC e 12 7/15/2005 PAGE 4 OF 4 �� Wtjsbem DIv€sfon 16d SINKER OR 16d BOX ... TYPICAL ► — — — -- 4"xL RIDGE BLOCKING PURAGAS�L%El= FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS LAST HI 2-0-0 MAX. _I BUTTE COUNTY DETAIL #3 S Up P BUILDING DIVISION 012 ROVED TIGHTLY SET JOI 04 1 PURLIN GABLE I HIP SET TRU S ROOF SHEATHING :1 BY OTHERS DETAIL #4 SUPPL. HIP SET TRUSS i ROOF SHEATHING AND DIAPHRAGM 0-0-12 Q(tOf NAILING BY OTHER - _ — - z so _ C . __: •�. � °moo _ �, NO. 0074486 *, S(P.12-31-15 PULIN GABLE HIP OFCAL APR 2 8 2015 DETAIL g#4A SUPPL. Q WARNDx • Vm f/L Pers and BF.dD HOTSB oNTl4S AND tNCLODSD f�1EKBSiBRENtgCBaPnaGS II�Vo71A73'BF30RE f$E. 7T F? Gremtba* Lane �Ivw It onNwfiAtemyoodndectal k �uro�o�uy Pio ,meq oo b mot ofthe n�u glte HMIs.CJL!3581 abn. q�y crnt�ol slem derecllon and �� the- _ N Pit 4 nSE-89 mid am BuIldIng Component ■Mre Safely bda mcgon ovdk2bla t=Tnm Plate bWBfft u5831YOrwblo Div% Mcd mL NA $9719. ■ o • �` g'd® SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA %007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER- -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMNUNG OF ANY TRUSS MEMBER IS PERNUTTED. BUTTE COUNTY BUILDING DIVISION APPROVED OF) ,o .... MTek MTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus' Heights, CA 95610 TbWwne 916-676-1900 Fax 916-676-1909 May 14, 2015 Systems Plus Lumber Co. ' 1800 S. Barney Rd. Anderson, CA 96007 Dear Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord. of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, ; NO. EXP. 12-31-16 BUTTE COUNTY clvn BUILDING DIVISION APPROVED, Marcos A. Hernandez, P.E. Senior Engineer . , Western Engineering Operations DETAIL FOR COMMON AND END JACKS MIUSAC -'9 -400S.F 3130/2004 PAGE 1 MAX LOADING (per hAG 21 IsBRACING Mtri Indi�tes, Inc. TCLL 40.0qc�se 1.16 Western Dtvleton TCDL 1a.o tnaease t.ts TOP CHORD Sheathed.BCLL 0.0ress Incr YES BOT CHORD Rigid calling directly applied. BCDL 0 0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 1450F 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 145OF 1.3E AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE SXB MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.151W.O".MIN) NAILS 9° O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-8112 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. L SUPPORT AND CONNECT 01 N BY OTHERS OR 248d COMMON WIRE 10.167DIA. X 3.5' LOT TOE NAILS SUPPORTS SHALL BE PROVIDED 41411 O.C. ALONG THE EXTENSION OF TOP CHORD, CONN. WIS 18d COMMON (0.16rDA. X 3.5" LGT) TOENAILS CONN. W12 15d COMMON VN M .18YD1A X 9 5' LGT) TOE NAILS &O° BUTTE COUNTY -- BUILDING DIVISION 4.0.0. -- 2-" 1?XT. zao ll.: CONN. W/3 16d COMMON WIRE (0.1rrDIPA X 3.S' LGT) TOE NALs 3X4 _ BOTTOM CHORD LENGTH MAY BE 2'-0' CONN. W2 t WIRE(a1�'DIA. x as) LCT OR A BEARING BLOCK TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2,0.0 PRESSUREBLOC10NG INFO. NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPUT. v SEP 0 1 20 0.� W6RDIDJii - 7m1lli parvarmLvs and RSdO Yf01N3B OAF TRW MID DiL•LCDJW EO22IGBSP>Ot13NCAPAGR AOF7478 HSi+O1t8 DS8 7r776rom=okLam ' ...0 Ign void Iar ase mdy wHh Wrok eonrodon. TNs dalgn Is based o* upon pwanvahn showm =d Is tar an krdMdued bUkft cm. ponmr1. State 109 ' y of dem paoman�as and tsrapa htovparaoon'af oornpvsent b ae worftO'ity of big drdSgysa- rwi buss darer lbaekrg dawn r:mus Mefghb, CA, 9661 .. r lalaa{�purpp�ff of hsdFAdud wab mess�ers ony. Ad�B= ie mwC y bsadnp to keuse dobil y rAu V aor on b the res ..WW of ow far Adtlfllenas pmn I Orad of the Ovmadl skadare b the of the buMM designer. For gutdarsee re�s0 faatbr4 4uo9y ou"Ita sf=T. defray assa9as and bmcktg. �1 QuaIDy C@est4 05"? and WRI EuScOM ConV*rwrd Mole �(�® dy Irdmrraslba aw0oble 4ominm Plde le®ute 56itYOno4b Dstuq bAadloar►1NI53119. M of FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 • (BEVELED BOTTOM CHORD) Mrrek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT 0 0o GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS D.O.L. INC =1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND MTek USA, Inc. ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P • 12 GABLE END, COMMON TRUSS OR GIRDER TRUSS SEE DETAIL A, B4ORC 1 BELOW (TYP.) g 13 12 11 10 BEVEL VALLEY BEVEL VALLEY i; BASE TRI TRUSS TRUSS BEVEL VALLEY VALLEY TRUSS TYPICAL TYPICAL TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO (24- O.C.) BASE TRUSS W/ BASE TRUSS W/ LL t EQUIVALENT DETAIL A (BASE TRUSSES SHEATHED) DETAIL B DETAIL C (NO SHEATHING) VALLEY TRUSS TYPICAL 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. 5 f 24* O.C. ) This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P • 12 GABLE END, COMMON TRUSS OR GIRDER TRUSS SEE DETAIL A, B4ORC 1 BELOW (TYP.) g 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ BASE TRUSS W/ W/ USP RT7 OR (2) 16d TOE NAILS (2) 16d TOE NAILS EQUIVALENT DETAIL A (BASE TRUSSES SHEATHED) DETAIL B DETAIL C (NO SHEATHING) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. r BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). BUTTE COUNTY 3. INSTALL VALLEY TRUSSES (24"O.C.MAXIMUM) AND SECURE TOBASE BUILDING DIVISION TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. APPROVED 5. ALL NAILS TO BE (0.131' X 3-1/21 NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MIT& USA, Inc. Page 1 of 1 0 00 0 00 a , MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" O.C. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 •'• t 2x6 1 x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE SPACING } k `WEB k L -Brace Size for Two -Ply Truss L -BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 ""• 2x6 2x6 "• 2X8 2X8 DIRECT SUBSTITUTION NOT APLICABLE Nails /Section Detail • \ E L -Brace - • BUTTE COUNTY BUILDING DIVISION Web A1 ROVEn L -Brace must be same species grade (or better) as web member. A. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST ADOPTED EDITION OF; THE CALIFORNIA BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES, OR AS SPECIFICALLY NOTED ON THESE PLANS AND CALCULATION, WITH THE MOST STRINGENT CONDITION GOVERNING. IT IS THE RESPONSIBILITY OF THE CONTRACTOR/BUILDER TO BE FAMILIAR WITH AND COMPLY WITH THE REQUIREMENTS AS STATED IN THE CBC AND ALL GOVERNING LOCAL BUILDING ORDINANCES. THE WET STAMPED BLUEPRINTS ARE AN INTEGRAL PART OF THESE DESIGN CALCULATIONS. B.. IF ANY CHANGES ARE MADE FROM THESE PLANS AND CALCULATIONS, MICHAEL J LOEGERING S.E.. SHALL BE NOTIFIED PRIOR TO MAKING SUCH CHANGES, AND THE NECESSARY CERTIFIED REVISED PLANS AND CALCULATIONS OBTAINED. IF SUCH CHANGES ARE MADE WITHOUT THE NECESSARY APPROVAL OF THE ENGINEER, T14EN MICHAEL J LOEGERING P.E ASSUMES NO RESPONSIBILITY FOR THE ENTIRE STRUCTURE OR ANY PORTION THEREOF AND SHALL BE HELD HARMLESS FROM ANY RESULTING CLAIMS OR DAMAGES. C. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THESE PLANS BEFORE COMMENCING WORK, _ AND THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES FOUND. D. THIS STRUCTURAL DESIGN IS BASED ON A COMPLETED STRUCTURE AS PER THE PLANS AND CALCULATIONS. MICHAE_ L J LOEGERING S.E SHALL NOT BE HELD RESPONSIBLE FOR, AND SHALL BE HELD HARMLESS FROM ANY DAMAGE RESULTING TO A STRUCTURE DUE TO LOADING CONDITIONS EXCEEDING THOSE FOR WHICH THE STRUCTURE HAS BEEN DESIGNED, OR DUE TO "ACTS OF GOD". E. GRADE LINES AS SHOWN ON PLOT MAPS AND ELEVATION DRAWINGS ARE THE RESPONSIBILITY OF THE CLIENT, UNLESS A FIELD INSPECTION OF SUCH IS SPECIFICALLY REQUESTED. MICHAEL J LOEGERING S.E . ASSUMES NO RESPONSIBILITY FOR DAMAGE TO OR CLAIMS RESULTING FROM ADDITIONAL CONSTRUCTION COSTS OF ANY STRUCTURES FOR WHICH THE CLIENT, DESIGNER, ARCHITECT, SURVEYOR OR ANY OTHER PARTY HAS MISREPRESENTED THE RELATIVE POSITION OF THE STRUCTURE NOT SPECIFICALLY ADDRESSED IN THESE CALCULATIONS. G. EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS ARE TO BE FIELD VERIFIED BY THE CONTRACTOR AS THEY ARE UNCOVERED DURING F1 I .C-, c,-..in� BUTTE COUNTY E +� DEC 0 3 2015 1`� DEVELOPMENT Michael Loegering, S.E. SERVICES EXR J License #•5328 2550 Amethyst WaFERMIT #_ ".Z'�I:!!�I Redding, CA 96003 i3Jr L,�r DEVELOPMENT c . ,`V SERVICE 530-247-6988 ``. I'EWED FOR si i� 0' DIE +..:OMPLIANCE Project: Garage AddMon for Read Residence BY Location: 9890 Fimple Road, Chico CA I. General Notes , A. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST ADOPTED EDITION OF; THE CALIFORNIA BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES, OR AS SPECIFICALLY NOTED ON THESE PLANS AND CALCULATION, WITH THE MOST STRINGENT CONDITION GOVERNING. IT IS THE RESPONSIBILITY OF THE CONTRACTOR/BUILDER TO BE FAMILIAR WITH AND COMPLY WITH THE REQUIREMENTS AS STATED IN THE CBC AND ALL GOVERNING LOCAL BUILDING ORDINANCES. THE WET STAMPED BLUEPRINTS ARE AN INTEGRAL PART OF THESE DESIGN CALCULATIONS. B.. IF ANY CHANGES ARE MADE FROM THESE PLANS AND CALCULATIONS, MICHAEL J LOEGERING S.E.. SHALL BE NOTIFIED PRIOR TO MAKING SUCH CHANGES, AND THE NECESSARY CERTIFIED REVISED PLANS AND CALCULATIONS OBTAINED. IF SUCH CHANGES ARE MADE WITHOUT THE NECESSARY APPROVAL OF THE ENGINEER, T14EN MICHAEL J LOEGERING P.E ASSUMES NO RESPONSIBILITY FOR THE ENTIRE STRUCTURE OR ANY PORTION THEREOF AND SHALL BE HELD HARMLESS FROM ANY RESULTING CLAIMS OR DAMAGES. C. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THESE PLANS BEFORE COMMENCING WORK, _ AND THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES FOUND. D. THIS STRUCTURAL DESIGN IS BASED ON A COMPLETED STRUCTURE AS PER THE PLANS AND CALCULATIONS. MICHAE_ L J LOEGERING S.E SHALL NOT BE HELD RESPONSIBLE FOR, AND SHALL BE HELD HARMLESS FROM ANY DAMAGE RESULTING TO A STRUCTURE DUE TO LOADING CONDITIONS EXCEEDING THOSE FOR WHICH THE STRUCTURE HAS BEEN DESIGNED, OR DUE TO "ACTS OF GOD". E. GRADE LINES AS SHOWN ON PLOT MAPS AND ELEVATION DRAWINGS ARE THE RESPONSIBILITY OF THE CLIENT, UNLESS A FIELD INSPECTION OF SUCH IS SPECIFICALLY REQUESTED. MICHAEL J LOEGERING S.E . ASSUMES NO RESPONSIBILITY FOR DAMAGE TO OR CLAIMS RESULTING FROM ADDITIONAL CONSTRUCTION COSTS OF ANY STRUCTURES FOR WHICH THE CLIENT, DESIGNER, ARCHITECT, SURVEYOR OR ANY OTHER PARTY HAS MISREPRESENTED THE RELATIVE POSITION OF THE STRUCTURE NOT SPECIFICALLY ADDRESSED IN THESE CALCULATIONS. G. EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS ARE TO BE FIELD VERIFIED BY THE CONTRACTOR AS THEY ARE UNCOVERED DURING F1 I .C-, c,-..in� MICHAEL J LOEGERING , S.E. LICENSE # 5328 CONSTRUCTION. IN THE EVENT EXISTING CONDITIONS ARE DIFFERENT THAN SHOWN, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL DESIGN ENGINEER IMMEDIATELY AND AWAIT FATHER INSTRUCTIONS BEFORE PROCEEDING WITH CONSTRUCTION. H. THE CONTRACT STRUCTURAL DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO, PROTECT THE STRUCTURE, WORKERS, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, AND SHORING OF RETAINING WALLS. F. IN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWING AND/OR DETAILS. II. TIMBER A. ALL JOISTS, RAFTERS, AND LIGHT FRAMING MEMBERS ARE TO BE DOUGLAS FIR #2 OR BETTER. FOR 4X AND 6X USE DOUGLAS FIR #1 OR BETTER. B. ALL STUDS 8 FOOT AND UNDER ARE TO BE OF STANDARD GRADE OR BETTER UNLESS SPECIFIED OTHERWISE. ALL STUDS GREATER THAN 8 FOOT SHALL BE DOUGLAS FIR #2 OR BETTER. ALL 2X6 PLATES TO BE #2 OR BETTER AND ALL 2X4 PLATES TO BE STANDARD OR BETTER. C. ALL GLULAMS ARE TO BE GRADED 24F -V4 DOUGLAS FIR UNLESS SPECIFIED OTHERWISE. ALL LVL'S TO HAVE AN E OF 1900 KSI, Fb OF 2600 PSI, Fv OF 285 PSI OR GREATER UNLESS SPECIFIED OTHERWISE ON THE STRUCTURAL DRAWINGS. D. ALL GLULAMS EXPOSED TO WEATHER SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE, OR SHALL BE MANUFACTURED FROM WOOD WITH NATURAL RESISTANCE TO DECAY. E. ALL STUD WALLS ARE TO HAVE DOUBLE TOP PLATES OF THE SAME DIMENSION AS THE STUDS. PLATES ARE TO BE LAPPED A MINIMUM OF 48" BETWEEN SPLICES AND SHALL BE CONNECTED TOGETHER WITH A MINIMUM OF 12-16D NAILS EACH SIDE UNLESS SPECIFIED OTHERWISE. ALL BREAKS IN PLATES AT SPLICES TO BE OVER A SUPPORT (IE STUD). ALL JOINTS AND RAFTERS ARE TO BE SOLID BLOCKED OR CROSS -BRIDGED OVER ALL SUPPORT WALL OR GIRDERS, OR AT A MAXIMUM SPACING PER CBC. G. - ALL BUILT-UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16D NAILS AT 12" O.C. BOTH TOP AND BOTTOM OF MEMBER STAGGERED WITH 3-16D NAILS AT ENDS AND AT SPLICES UNLESS SPECIFIED OTHERWISE. MICHAEL J LOEGERING , S.E. LICENSE # 5328 H. ALL HEADERS AT EXTERIOR WALLS AND AT ROOF BEARING WALLS SHALL BE BEARING ON AT LEAST ONE STUD TRIMMER AND ONE FULL HEIGHT KING STUD EACH SIDE OF OPENING UNLESS OTHERWISE INDICATED ON PLANS. I. ALL PARTITION WALLS PARALLEL TO JOISTS SHALL HAVE DOUBLE JOISTS UNDER THEM AND ALL WALLS PERPENDICULAR TO JOISTS SHALL HAVE SOLID BLOCKING DIRECTLY BELOW THE PARTITION. STRESS INCREASES OF 15% FOR SNOW LOADS, 25% FOR ROOF LOADS, AND 33% FOR WIND OR SEISMIC LOADS, AS ALLOWED FOR BY THE CBC, HAVE BEEN USED IN THESE CALCULATIONS, EXCEPT WHERE LOCAL BUILDING CODES PROHIBIT SUCH INCREASES. K. IN NO INSTANCE SHALL A STUD WALL BE USED AS A RETAINING WALL, I.E., TO RESIST LATERAL PRESSURE DUE TO EARTH BACKFILL, OR WATER OR SNOW BUILD-UP AGAINST THE WALL. IN THE CASE OF SNOW BUILD-UP AGAINST A STUD WALL, IT SHALL BE THE RESPONSIBILITY OF THE OWNER TO REMOVE SUCH SNOW OR CREATE A GAP BETWEEN THE SNOW AND THE WALL. THE ENGINEER IS NOT RESPONSIBLE FOR AND SHALL BE HELD HARMLESS FOR DAMAGES AND CLAIMS RESULTING FROM MOVEMENT OF OR DAMAGE TO THE STRUCTURE DUE TO LATERAL PRESSURE OF SNOW, WATER, OR EARTH AGAINST THE STUDWALL. III. TIMBER CONNECTIONS A. ALL HARDWARE AS CALLED FOR ON THE PLANS (I.E., COLUMN CAPS AND BASES, BEAM AND JOIST HANGERS, STRAPS, FRAMING CLIPS, HOLDOWNS, ETC.) SHALL BE ICBO APPROVED. HARDWARE SPECIFIED HEREIN AS MANUFACTURED BY SIMPSON STRONG -TIE CO. ; EQUIVALENT HARDWARE MAY ALSO BE USED PROVIDING THE ICBO APPROVAL REPORT ALLOWS LOADING CHARACTERISTICS EQUAL TO OR IN EXCESS OF THOSE OF THE SIMILAR SIMPSON TYPE. ALL HARDWARE SHALL BE INSTALLED WITH NAILS OR BOLTS EXACTLY AS CALLED FOR BY THE MANUFACTURER, OR AS NOTED ON THE PLANS/CALCS. B. ALL NAILS SHALL BE COMMON EXCEPT FOR 16D WHICH SHALL BE SINKERS. WHERE EXPOSED TO MOISTURE CONDITIONS USE GALVANIZED NAILS, UNLESS SPECIFIED OTHERWISE. C. POSTS USED FOR BEAM OR GIRDER SUPPORTS SHALL BE EITHER (1) SOLID, CONTINUOUS MEMBERS TO THE FOUNDATIONS, OR (2) SPLICED AT THE CEILING OR FLOOR LEVELS ONLY, OR WITH FULL DIRECT SPLICE CONNECTIONS. IV. PLYWOOD DIAPHRAGMS A. HORIZONTAL DIAPHRAGMS: (1) ROOF SHEATHING - OSB AND PLYWOOD SHALL BE AS SPECIFIED IN THE STRUCTURAL CALCULATIONS WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS, IN A STAGGERED PATTERN (I.E., CASE I AND CASE III, CBC TABLE 2306.3.1). NAIL WITH COMMON NAILS PER CALCULATIONS. (2) FLOOR SHEATHING - PLYWOOD SHALL BE A MINIMUM OF 3/4 INCHES THICK 32/16 CDX-APA RATED TONGUE AND GROOVE NAILED WITH RING -SHANK TYPE NAILS OR AS SPECIFIED IN THE CALCULATIONS. MICHAEL J LOEGERING, S.E. LICENSE # 5328 - B. VERTICAL DIAPHRAGMS (SHEAR WALLS): OSB AND PLYWOOD SHALL BE AS SPECIFIED IN THE STRUCTURAL CALCULATIONS AND DRAWINGS. MINIMUM NAILING SHALL BE AS SPECIFIED IN THE SHEAR WALL CHARTS IN THESE CALCULATIONS. EDGE NAILING SPECIFICATIONS SHALL APPLY TO HOLDOWN ATTACHMENT STUDS LOCATED WITHIN RESPECTIVE SHEAR WALL. NOTE THIS STUCTURE IS UTILIZING THE CONVENTIONAL FRAMING METHOD (NON - ENGINEERED) OF THE CODE AND THEREFORE IS USING BRACED WALL PANELS AS DETAILED ON THE PLANS. V. PREFABRICATED TRUSSES ' A. THE MANUFACTURER SHALL SUPPLY SHOP DRAWING AND BE COMPLETELY RESPONSIBLE FOR THE DESIGN AND CERTIFICATION OF TRUSSES. THE MANUFACTURER SHALL CONFORM TO TRUSS DESIGN ACCORDING TO THE LOADING CONDITIONS AS SPECIFIED IN THE CALIFORNIA BUILDING CODE AND PER GOVERNING LOCAL BUILDING OFFICIALS. B. THE MANUFACTURER SHALL BE ADVISED THAT LOADING DIAGRAMS INCLUDED IN THESE CALCULATIONS ARE FOR REACTION DETERMINATION ONLY, AND SHALL NOT BE ASSUMED OT BE DESIGN SPECIFICATIONS OR RECOMMENDATIONS. . C. EACH TRUSS SHALL BE BLOCKED AT EACH SUPPORT POINT, AT THE RIDGE POINT, AND AT ALL POINTS AS REQUIRED BY MANUFACTURER, AND SHALL BE ATTACHED TO THE PLATE AS DETAILED ON PLANS AND TRUSS CALCULATIONS. VIII. FOUNDATIONS A,. ALL FOOTINGS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. B. ALL PIERS AND FOOTINGS NOT IN ENCLOSED SPACE AR AT THE PERIMETER OF THE STRUCTURE, ON IN UNHEATED AREAS, SHALL BE SET TO A DEPTH BELOW GRADE PER CBC 1805.2, OR TO THE FROST DEPTH PER THE LOCAL BUILDING OFFICIAL, WHICHEVER IS DEEPER, UNLESS SPECIFIED OTHERWISE. ALL PERIMETER FOUNDATIONS AND EXTERIOR PIERS SHALL HAVE A MINIMUM 2% GRADE FALL AWAY FOR 5' FROM CONCRETE OR AS SPECIFIED. C. UNLESS SPECIFIED OTHERWISE, AN ASSUMED BASIC ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF HAS BEEN ASSUMED. IF ANY QUESTIONABLE SOIL IS ENCOUNTERED DURING EXCAVATION, MICHAEL J LOEGERING S.E SHALL BE NOTIFIED PRIOR TO PLACEMENT OF ANY REINFORCING OR FORMWORK IN THE AFFECTED AREAS. D. ALL RETAINING WALLS AND STEM WALLS AGAINST UPHILL SLOPES SHALL BE PROVIDED WITH DRAIN -ROCK AND PERFORATED DRAIN PIPE SYSTEMS. WATERPROOFING OF ANY RETAINED SOIL WALL SHALL NOT BE ADDRESSED BY MICHAEL J LOEGERING S.E, NOR SHALL MICHAEL J LOEGERING S.E ASSUME ANY RESPONSIBILITY FOR DAMAGES RESULTING IN WATER RELATED FAILURE. THE CONTRACTOR/ ARCHITECT/ OWNER SHALL SPECIFY A WATERPROOFING .f MICHAEL J LOEGERING , S.E. LICENSE # 5328 METHOD WHICH WILL PROTECT THE WALL AND INTERIOR SPACES FROM WATER PASSAGE FROM SOIL. E. ALL FOOTINGS SHALL BE LEVEL OR STEPPED UNLESS SPECIFIED OTHERWISE. F. STILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR #2 OR BETTER, OR #2 FOUNDATIONS GRADE REDWOOD, AND SHALL BE ATTACHED TO ALL STEM WALLS WITH ANCHOR BOLTS AS SPECIFIED IN THESE CALCULATIONS. PLATE WASHERS 3X3X1/4 SHALL BE USED AT ALL ANCHOR BOLTS PER CBC 2305.3.11. G. ALL PIER FOOTINGS, BOTH ISOLATED AND INTEGRAL WITH CONTINUOUS FOOTINGS, SHALL HAVE REINFORCING BARS PLACED PER THESE CALCULATIONS. EACH BAR SHALL HAVE AT LEAST 3" CLEAR DISTANCE FROM REINFORCING BAR TO THE FACE OF THE SOIL. H. ALL CONTINUOUS FOOTINGS SHALL HAVE A MINIMUM OF TWO #4 BARS CONTINUOUS ALONG THEIR LENGTH. ALL CONCRETE STEM WALLS OVER 2'-8" IN HEIGHT SHALL HAVE VERTICAL REINFORCING, #4 BARS MINIMUM, SPACED A 48" O.C. ALL MASONRY STEM WALLS SHALL HAVE VERTICAL REINFORCING, #4 BARS MINIMUM, SPACED AT 32" O.C. UNLESS SPECIFIED OTHERWISE.. I. THE CONTRACTOR/ BUILDER SHALL BE RESPONSIBLE FOR DETERMINING EXACT LOCATIONS FOR ALL ANCHOR BOLTS, HOLDOWN ANCHORS AND STRAPS PRIOR TO PLACEMENT OF CONCRETE AND/OR INSTALLATION OF STRUCTURAL FRAMING MEMBERS. MICHAEL J LOEGERING, S.E. .LICENSE # 5328 JOB -212&L - ENGINEER DESIGN OF . .... .... . .. . . i4D �'4, Lip � i4 - L4 7 --qt, AIJ SP - Z6 P<:F f* LgAD MICHAEL J LOEGERING , S.E. LICENSE # 5328 106;T SHEET NO. ENGINEER DATE ..... ..... DESIGN F.OF W 3 y .r1 .oz -6s 04, or 6 i 1 MICHAEL J LOEGERING , S.E. Design .Maps Summary Report LICENSE # 5328 r ®resign Maps Summary Report Me ' User—Specified Input i Report Title 9890 simple Road t Building Code Reference Document ASCE 7-10 Standard .� ;avi,,:il ealliztt< UiiCd;.i?:2arrl e'aia as•ailabla in %(1OO€3) Site Coordinates 39.6602911N, 121.824180W S Site Soil Classification Site Class D - "Stiff Soil" z Risk Category I/II/III y ` r .5000m �j:I" 4 � � r V•R )��A�' f 1 f V, t' y rGt r 3 •,��; 1 ' ,� -fie _ >•,.. � • 7 r �q e�i}+SCltiw'1'�s� +� ' mwrr 1. /J � ark � • e� � R r!' 3B & � jjji r;r ;� "©2015 MapQuest Some data 02015 `Op .. , r .0 MapQueit t USGS 'provided Output ` - i Ss. = 0.615 g SN, _ 0.804 g SOS -0:536 g. S, = 0.273 g SM, = 0.507 g Sol = 0.338 g` { For informatiori on how the SS and S.I. values above have been calculated from. probabilistic (risk -targeted) and } } tleterministic ground motions in the direction of maximum horizontal rP..SPOnSP., please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum Design,Response Spectrum f res��•:.e r � tT • ' • � 'G,ai'ir � • 'n Cy'2A . r 4 �G 4 .p dY7rst4 r 06 Per,od;:.Tsee� Period. T (sec) For PGA,;, T,;, C,,, and C;,, values, piease'vieiti khe detailaii renni`t: http://ehp 1.-earthquake.mus(is.gov/desipnmai)Shls/surnrnary.phpAemplate=minimal&Iatit... 10/14/2015 ' MICHAEL J LOEGERING , S.E. Design .Maps Summary Report LICENSE # 5328 Al Jt i711 a if"rodlict_ of Ji._ US, t,;ecrti,iral Q q!.. ev, provide % 4::bi°<ii ??p i .SSk..a U i. .piiii.,i, ,:a✓ tiC) the of the C1 ilai'Cditaini ,,d iherecri. 'j'hii: TGQI iS C`0C:� A t",ili, iY PCF;C!'iiiIC% J'tttiE;C ftl•-tl'cl' kit0a7li.'.; i2. s i j ) a i i littp:/lehpl -earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 1.0/14/2015 MICHAEL J LOEGERING , S.E. Design .Maps Detailed Report LICENSE # 5328 Design Maps Detailed Report ASCE 7-10 Standard (39.660290N, 121.82418°W) Site Class D - "Stiff Soil", Risk Category I/II/I.II Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figare'::22_x'"' S, = 0.615 g ftom Figure 11` 4 `Z' S, = 0.273 g Section,11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Page 1 of 6 Site Class VS N or N�„ ... ..<.. - _ Su A: Hard Rock >5,000 ft/s N/A N/A 8. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics, • Plasticity index P1 > 20, • Moisture content w >_ 40%, and • Undrained shear strength < S00 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 116/ft2 = 0.0479 kN/m2 http://e.hp1-earthquake.cr.usgs.gov/designmal)s/tis/report.php?temp]ate=miii.i.lnal&.lat.itude... 10/14/201.5 1 `Design Maps Detailed Report MICHAEL J LOEGERING ; S.E. LICENSE # 5328 Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (M,CE.) Spectral Response Acceleration Parameters Table 11.4-1: Site coefficient F.. Site Class Mapped MCE e Spectral Response Acceleration Parameter at Short Period For Site Class D and. SS = 0.615 g, F, = 1.308 Table 11:4-2: Site .Coefficient F., Site Class Mapped MCE 2 Spectral Response Acceleration Parameter at 1-s Period Ss < 0.25 SS = 0.50 SS = 0.75 SS = 1.00 Ss > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1:0 1.0 1.0 1'.0 1:0 C 1.2 1:2 a 1.1 1.0 1.0 D 16 1.4 1:2 �R 1.1 111 1:.0: E 2.5 1.7 1.2 0.9 D F F2.0 See Section 11.4.7 of ASCE 7 1.6 1.5 E _.... ......._ 2.8 _ . Note: Use straight-line interpolation for intermediate values of S< 2.4 For Site Class D and. SS = 0.615 g, F, = 1.308 Table 11:4-2: Site .Coefficient F., Site Class Mapped MCE 2 Spectral Response Acceleration Parameter at 1-s Period F See Section 11.4,7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S,. For Site Class = D and S, = 0.273 g, F, = 1.853 F http://ehp l -earthquake.er.usgs.gov/designnaps/us/rep(:)rt.php?template=mi.ninal&la.titude... 10/14/201 S, < 0.10 S, = 0:20 S, = 0.30 S, = 0.40 S >_ 0.50 A: 0.8 0:8 0,8 0.8 0.8. ;B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 F2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4,7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S,. For Site Class = D and S, = 0.273 g, F, = 1.853 F http://ehp l -earthquake.er.usgs.gov/designnaps/us/rep(:)rt.php?template=mi.ninal&la.titude... 10/14/201 Design Maps Detailed Report MICHAEL J LOEGERING , S.E. LICENSE # 5328 Equation (11.4-1): SMs = F;,S; = 1.308 x 0.615 = 0.804 g Equation (11.4-2): S,, = F,S, = 1.853 x 0.273 = 0.507 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3)c Sys = Z/3 S,s = 2/3 x 0.804 = 0.536 g Equation (11.4-4): S,, = % SM, _. Z/ x 0.507.= 0.338 g Section 11.4.5 — Design Response Spectrum From Figure `22 1�,°7 T 16 seconds Figure 11.4-1: Design Response Spectrum z T<T� S. S,, f i 9.4,# 06 T�To_�`. T,dTST6 h Ty <'T. s TL . Ss.- Sy iT a; T >,T,,: Sp - SOTTe''T' d v d tl N c a 0 tl +G L' O Q .a = Cr Cs; 1. 1.00. Period; T (sec) Page 3 of 6 llttp:Hehp 1-eai-thqualce.cr. usgs. govldesignmaps!uslreport.php?template=uii-n.imal &la.titude... 10114,12015 MICHAEL J LOEGERING, S.E. Design Maps Detailed Report LICENSE # 5328 Page 4 of 6 Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCEa Response spectrum, is determined by multiplying the design response spectrurn above by V. Ol 5 11V le, �!. . . ............. . - ----- T6 1 la1 Pe664 T (sed: http://ehp I-earthq'uake.er.cisgs.gov/desic nn)apsirls/report.php?template=mini mal& latitude... .10/14/2015 MICHAEL J LOEGERING , S.E. Design Nlaps.Detailed Report LICENSE # 5328 Page 5 of 6 Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From�fiqui 4;21 7"`01 PGA = 0.245 Equation (11..8.-1): PGA,, = FpG PGA = 1.3.10 x 0.245 0.321 g Table 11.8-1: Site Coefficient Fx,, Site Mapped MCE Geometric .Mean Peak Ground Acceleration, PGA Class ;PGA ;< PGA PGA = PGA = PGA,>; 0.10. 0:20 0.30 0.40 :0.50 A 0.8 0.8 0.8 0.8 0:8 B 1.0 1.0 1:0 1.0 1.0 C 1.,2 1.2` 1.1 1:0 1:0 _..... _. D` 1.6 1.4 1,2 1.1 1.0 E 2.5 1.7 1.2 0:9 0:9 F See. Section 11.4.7 of ASCE 7 ;Nofe: Use straight-line interpolation for intermediate values of PGA_ For Site Class = D and PGA = 0.245 g, Fa„ = 1.310 Section 21.2:1:1 Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From,Fi` U6 11-f7'.."' CRs = 0.998 From Fiqure 12 18:`6' Cm = 1.012 http://ehp l -earthquake.cr.usgs.gov/designmaps/us/report.php?template=minimal&latitude... 1.0/1.4/2015 a Design Maps Detailed Report MICHAEL J LOEGERING , S.E. LICENSE # 5328 Section 11.6 — Seismic Design Category Me, 11,b-1 seismic. Design Getegory Based on Short Period Response Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV Soy < 0.167g A A A 0.167 g— < Sps<0.33g B B _ C 0.33g <_ SOS < 0.50g C _ C D 0.208 S Sot D D p • •, �• •.�••• � — �••., ..ns — :w y, ocunna. vcaryn a.aa,cyvey =u Table.11.6-2 Seismic`Qe: lgn.Cateory Based on 1-S Period Resodi`ise'Acceleration Parameter i VALUE OF Sot RISK CATEGORY I or II III IV Sot < 0.067g A A A y , 0.0678 : S. < 0.133g e B C .0.1'33g 5 .Sot < 0.209 _. C _ _. C _: _ D 0.208 S Sot D D p • �• •�•��---j.,• y — •arra tea. — v.000 y, aersmtc uesrgn i aCegory = v Note: When S, is greater than or equal to 0.758, the Seismic Design Category is E for, buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above.. Page 6 of 6 Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11:6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category::. References 1. Figure 22-1: http:%/earthquake.usas.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure-_22-l.pdf 2. Figure 22-2: http://earthquake,usgs.gov/hazards/designmaps/downloads/pdfs/20IO._ASCE-7_Figure_22-2.pdf 3. Figure 22-1:2: http://earthquake.usgS.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 12. pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7__Figure,._22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7..._Figure_22- 17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18. pdf ht-t.p:Hehp1 -eartliquakc-cr-usgs.gov/designmaps.l'us/.i-epoii.php?template=i.-ain.imal&latitude... 10/14/201 ....... ... ... mads Afid A -Vii I ig'-, d :Tbtas!, MICHAEL J LOEGERING S.E. RAM Frame 14.07.00.05 LICENSE # 5328 DataBase:. Read .......... ..... LOAD CASE: EQ .Seismic ASCE 7-10 Equivalent Lateral Force Srte Class: 1). Importance Factor: 1.00, Ss.:, 0'615 g S 1: 0.273 g TL: 12.00 s Fa: 1:308 .,Fy- 1.854 SDs: 0.536 g SD.1: 0.33*7 g Oc6wan6v Category: 11 Seismic Design Category: D ProVis'ions for: Force Ground Level: Base T:;.Eccent' R Ta Equation Building.PerW-T , on e-: 5 6 Std,C 'Calculated .x :.N t=0.020,x=0.75 YtNofte. 6.5 Std: Ct=0.020,x=0.75Calculated Dir, 'Ta: :Cu T TUsed Cs Cs(max) : Cs(mi'') Cs=.used !k Eq 12.8-2. Eq 12.8-3 Eg 12.875. X !;0. 1:2.1. '1:400 :57.995 0.169 0.083..' 0.307 0,024 -0.083 1,000 Dir 'Ta Cu T T -Used Cs Cs(ma) Cs.(inin)Cs-,usedi ;k Eq12.8-2 Eq.11.8-1 10118-5 Y `0.121 1.400 82.720,: -0A69 0.083, 03.07 :0,.024 0-083 :1 .'QQO 17.0,ta.1 Bbildina, Weight.(kips) = 90.67 APPLIEDPIAPHRAGM FORCES Type: ;EP-ASCE7 10-X-NoE-F Diaph.9 Ht Fx Ty X Y :ft kips kips only 1 11.001. 7,48 0.00 2830 19,68. .APPLIED:STORY FORCES 'Type:.E.Q_ . ASCE710 X NoE F ' Fit Fx Fy ft kips kips ;only 11.00 7.48 0.00 7.48 0.00 APPLIED DIAPHRAGMFORCES Type:. EQ-ASCE7 I O-Y-.NoE-F l' eveP Diaph.# Ht Fx Fy x Y ft kips kips ft 041Y., 1. 11.00 0.00 7.49 29.30 19.68 oads andA ,9t.c(,tj '6,rc-es: 1 MICHAEL J LOEGERING , S.E. RFrame 14,.07.00.0 LICENSE # 5328 ANI ; DataBaSe: Read 3 __.. APPLIED STORY FORCES Type:.:.E.o_A,S. E7.1.'0_Y_NoF..,_F :Level Ht Fx Fy ft kips kips only 11.00 0.00 7.48 i 0.00 7.48 Y • 2 • a j L { 1 e • _ 3 .. i J 3 i i ' 1 RAM RAMFrameAnalysis.RFAn.1 DataBase: Read 3" MICHAEL J LOEGERING , S:E. - —LICENSE # 5328, ' 11/19/201515:06:25 t i \n a iaE 4 t.u:.� '; s. *. -,� •.--+--,::� s�'�'r'•• +x ue�r i' "f•'"i s: j'�y. ;MICHAEL J LOEGERING , S.E. LICENSE # 5328 0 x e v D OL) R�: co c°n D ; �n i m v 3 am wD i D t (A t '►'i 3 Y i � ' MICHAEL J LOEGERING , S.E. 'o LICENSE # 5328 �' D ' € 70 @ : s 477 � i 4 J. ex zz is♦ ns, i' � Wit` t, 1 4i ` t } y r} S cr , ♦ 1 Y } ^a' V) .� ► sd r' c)OD t h ' •�` , Jai • _ „ N l: ' 0 MICHAEL J LOEGERING S.E. LICENSE # 5328 JOB, ENGINEER DESIGN OF N4 CA. A ik 6_5 SHEET NO. DATE �=- o-,� r *" MICHAEL 'J,LOEGERING , S.E: LICENSE # 5328 i JOB;. SHEET NO. _ ! + t _ i ENGINEER`— -DATE t � .� .,..• lei - k Y as �+� LO:. (.Aso) '10v � ^2 i. y � • I 4 s � }L'A" -16-t- tb,%0) Cao i N MICHAEL J LOEGERING, S.E. LICENSE # 5328 JOB SHEET NO. ENGINEER DATE DESIGN OF ........... 17) 6 Ar MICHAEL J LOEGERING , S.E. j� LICENSE # 5328 J08.,.. F-��b'tQ _ _. _ __......... .............._... ENGINEER .— DESIGN OF 1 . e� = '3A^ rv117-1 df MICHAEL J LOEGERING S.E. , LICENSE #� 5328 Member M2, LC 1: TL. 219 �' .3440':- 93 R gm: c T � fi y , . _ .. C. 5160'•= N Eli 8600; r: t tt ,• 1032U,; . -�...,...,.w � ,...:�::: w.�._....-•-: te• � , t ,I i' 40: _ 120 _ _._.. -- - 1.1b642'13 _ • - - .13760; to 5:62 11.24 ` 16.86. 22.4& 28:1 '• 33.72 'i 9 34 ti 44:96. 50.58 ' 56.2* a Member Location (ft) G s °74 •_ • `+ - `. s - ... it .• f^',= $ ♦ lE 1'. r MICHAEL J LOEGERING, S.E. LICENSE # 5328 Member M2,, LC 1: TL • 0 LL kd , � 3460 � i � _ • t� � � � � i . p& x. _..:.:.. ...,, k # _ } ` ' •. 7 . • f � . r � � + k � i �. 8650:,-- , . w r 10380^ sY• � ` + • i t 1 13840 _ lz# ., 1 g0 . • 5:62 11 a24. 16.86,; 22A8: 28.1 , 33 72 " 39.34 44:96 :5.'58 S 56 2 x•` s ; x Member.Location (ft) _ , •s. ,, ,. � ice+ �� •• k � � ., .r � � �••>~� � } + �{ a uj uj • z (3 Fr. I LLJ - LLI 00 0 C\j CY) LO :tt _j Lu LLJ c/5 < z =w 11/1/2015 'Read SW.x1s 7:22 AM --dPLYW000­SH EAR WALL- PROGRAM v2. OB NAME i,= -JRead- _­­ =L S LEVEL=-. J AREA E PNIT FT WALL W or HT: L- TOT J SHEAR V/tt-7 QTM TOTAL TRIB COMP COMP; HOLDOWN PE FROM OTM FT- Y'i DLI !W LL KIPS' KIPS AREA # EQ wall L V WS V1TL LBS LBS LBS ABOVEREQD T� -15 0 3 3556. '1 57 F- 5 1,,HDU2-SDS2.5 1 &4 W i:1 9.0 i 7�5 115.011 1778 119- 1. 2.1 T" -2.1 -`]­HDU2-S 8 1.6, 2&3 W T2 �0.1422 11,9 .3/8%6 1 -2844-11 9243 00 DS2.5 1 9.0 :1_6.0] . . . ... . ........ ..... . ........ ... . .... . ............. . . ....... . . ....... ... .... ...... ........ ..... HDU5-SDS2.5, 40 �.O 8 9.0 4.0 1'4.0 1 1215 304 11 3/8"-6 �:1- 4860-1, 15 5 W 795_,j!40 6 J'. W 8.0_ ?15- 304_1-3/8"-6"1 -4860--' �-14580' -It 40 40 t. 4�5-11 4.6 7 HDU4-SDS2.5 . . ............. L. .. . ...... . ....... '5 -"1[ HDU2-SDS2.5 7 9.0 1_4.0 14.0 560 140 , 318"-6 L 2240 7280 i- 52541 380 1.5�,! 13 -0.1 !�.525, 380J 6,3 10 -8 1 -W /T-6 9.0 112.0112.01 1680 J_6720 21840_1� ............... . .............. . ...... . . . . . . . . . i . 'HDU2 SDS2.5 1 &4 1 EQ! -7-5 '.,15 . 0 18H j 122j 318%6 . . ....... 3655 11 11881 ji .100tl 8,� 2.2 4 _bll 2. 0 77 3/8'�'-6 Q �0, I �_1.2'1_ -1 �5_1 __2 DU2-SDS2.5 1.00 1846 60.0 1.0.0 2&3 EQ, 9.016. _ ? v H . . .... . ............. ....... .. ........... 7 5 EQ 9..0 !0 655' 3 /8 2622 851 HDU2-SDS2.5 1-4 0.1" 4 64 1 41 Q --40' 11� 0, 1 21 J 6 E 2.2 41 -HDU2-SDS2:5 8.0 - 4. 0 j"i 4. 0 563. 4 j_ ... ... . .... ....... ....... . . .... . ...... 138 -4.0-,T-4'0' 318%6" 554'-�.. 1796 11 525 11 380,�J. 0.7_*J_2,2. -S.DS2.5,. 7- EQ 1140 357 17 41, HDU2 -6.2 ;84�� 4318 -6 -1 9.01, MO. .10: :HDU2-SDS2.5. 12.0 . ...... . ...... . . . ................ . . J ..-.:.:...-.._I: ...... . .. ...... . .............. LL70 HD=�j CE:END FNA LL-L-PSTAN !&8 IS HEAR VALUES LBS!� VALUE [NOTES: 1: il HOEDOWN VALU J 1, Wind .. . ....... . .......... ........ . �HDU2-SDS2.5 08 3/8"-6: 1� 23G'h q. -f--HDU4-SDS2.5- 4 5 2� W8'_'4 360 504 2 WALL OT TY .FROM LA S �3- I "HDU5- DS2.5 ji i 5.65- a....., 71 .11(_ 550, '3 1022 '_ ,HDU8-SDS2.56.76_._. She' thinqjs.QOQ�'PS1 6h'd,PS2 Walled With:8d ... ........... ............... . . - pane 11 m ni 11/1/2015 ' . �R�ad�VVxb � ' * � � ' ` . � . � ~ . ' > / ` MICHAEL J LOEGERING, S.E. LICENSE # 5328 JOB > ...... ENGINEER SHEET NO. DATE DESIGN OF �V 7 )CI Y4 S tf ZLi6 +.7.a CONT.INUOUS'FOOTING DESIGN Vz: rs:ion 2.6 Paae r nescript:io Ready t 11/:/20115 9' 5- 0 (11 11- , MICHAEL) LOEGERING , S.E. Engineer t: LICENSE # 5328 I _ .e Warne _ .Garage =ron.t' 1.eEt1::cfg ' ' GENERAL INFO NMATION: r. . 'hl ;s a .wind analysis Lateral load case frog• Lest to r ght s being cons tiered Lateral load case from, right to eft;1s being,cons,oered. - `'y (ksi) - 60.00 _ F'c '(ksi' • Concrete ype.is Hardrock i z '.V ive Load to b' 'used for soil bearing Calc'_ 0:v^.0 w .. FOOIING 114L•'ORM.ATIOivc. rFooting Length: .(ft) •.9:00 t r Footing 'width! '(ft),y 3.00 ' Footing Depth'(ft) 1.50 ° r•, '' `Stem width (inj 0. 00 Tonal flange thickness (ir.) . 0.00. 31 A. to; tens.:.rein from. -:comp face t(in), 7 14:::00 4, y d tocomp re of from comp face (rnj dto tian6�-erse re' nf. (in) 1'4 00 '' z Unil:weght for'Bearing r �t `Actual' Unit ;Weig)a` . (pct) 150.00 r ;WAi T 2SYSTEM INFGFIIIATION. Wa=1' System?l ' Wind Lateral Loads (L orkinS Stress) • -^ t Axa:a1 oad (Kips); for Load a§e A 0.00 r {' Moore t. (Kip ft):'fo zLoadvCa C :At .0.00 ( J, e ax sl load Fips), for .:oad case:B 0.00• ; Mover* "(K CL.) icor;.,aei Case Bx - 10;00 " iWALL SE TION INFORMATION V.. { F x ;:LEFT COORD RIGHT.cOORD WALL THICKNrSS AXIAL' DL AXIAL LL} ift) (fc). (in') (lops) (kips y 12':00• 4.00 16::00� 4:10 3.30 •� 4 SOIL PRESSURES; ' - LOAD CASE' _ M. OL PR OR ; x (rt) ,iksf). If t). (ksf) ` I D + 1, 0:00 0.62 9.00 0.08 °. Dt,0.00 1; .0:,00 f0:38 9:00 0.08 ' 1'/3 stress inc.rease-not allowed :with. the' following .Load Cases D + ,44 :rl 0:00 0,13 9.00 Q:-32 - • D :7S L + .75 w -A'. mm '0.38 .9.00 6' D E 1 A Q.- 65 -0. 00 9.00 0.29 _ p W B 0;.00 0.73 5.59 Q O0 } C + .75 L + .75 W 3 0::00- '0.77 7.44 0,00 • `.6•D + W B 0';:00 1.05 2.32 0.00 f• � OVERTURNING SAFETY. FACTOR FOR LATERAL LOAD CASE A - 5.19 r ') :.OVERTURNING SAFETY FACTOR^FURliATERAL LOAD CASE •P - 3.96' 1 .• CONTINUOUS FOOTING DESIGN Culp :& Tanner Vers ion 2.6 Paye 2 des: r:Lp inn Read" Date: 1:1Jl2015 9 -�5d 00 :A4] ig eer MICHAEL J LOEGERING , S.E. Zile Name garage front left..cfg LICENSE # 5328 0L"nHATE DESIGN CASE, 91 UBC; phi she. -.r = 0.75 LOi1D:CASES; CONSIDERED: 1'4 :D 1,.2 iD '+ 1.6 L 1 2 :D +>1:.0 L + 1::6,FY ,i?ESICN SHEAR, :MOMENT:AND: .REINFORCEMENT ,TOPAS TOP. :M BQZ AS. -BOT VMAX AVMAX AS TRANS r QmAX: ('k.) (k -ft). .(:sq -in) (_k-.ft,l' (sq-i:n)(ki.ps) (sq- n/ft) (sq=iri/ft) (ks:`.) 0 ;Ob+ 0;:;0;0 0 OC> 0..00' 0.;00, 0,.00 b:00 O.U3 -1;29 1.`00 0:35 0 00. -,1.:45: 0:03 -2.82 0.00 0.03 2_.,00 (ALL :FACE: Q50 :0.0'1 - 5 .4.7 0.:12 -.5.15 0.00 0.02 =0.97 3.:00 WALL: . 0;:,85 .0..:02:, =.9.10 0:19. -10.09 0.00 0.02 -0.81 4:00 WALL'nACG 6':S2 0 14< 13.56. 0_:29 5..17 0.00 0.02 -0.69' 00^ SL64 0 10 -8'..8:4; 0;,19 4:2( 0;.p0 0:01 -'0`...61 6;00: 2;:98 0 06 04.1. 3.2& 0.000:07 -0.60: 7:OQ 1:53 0 03' -2:29 0;:;05 2.25 0.00 0:01. =0.62: =0.581 01.01 1.1.5O:.UO 0.02 '=0.64 9:;00 D ;00 0.06 6:06 0:'1'1100 0..00 '0.00' =0'.67 CONTINUOUS FOOTING DESIGN ne.r V _. n 2. 6 c.wp & ''aney.. . e • - _ r .. ... P -age Descript; on ;:;r Read Date :,1 11/11/2015 10 14:00 -Pull -�i', MICHAEL J LOEGERING S.E. " ^rlgineel File iVan�e Garage; front. 'certer:;;`y LICENSE # 5328 i GkNER.vL Ii FORMFrION: • i is a wind analysis. 'Lateral' load _case frog left. to richt is being cOnside_-ed-- ' 4 • L'case-from, atera].. °,Load ;case :frog right to left -is being cons:ider_ed> F} (ksi.) 60,;00 ) c tksi) 2:.50 Concrete ype is Hardro k i ' 3 Li e goad to be used for' '.ao'1 Hearina calc._ 0.00 , .'FOOTING 'INFORMATION`; a ;Footing :Length,!(ft) ., . ,. w .12.00. ! . !Footing lt4idth_, ( ft) _ .. '3:00 r� i Tooting Depth (ft)i 2 1.50 + _ :Stem width (in) .. 4 `''dam 0'.00 1 Tota lflange thackness tin) z 0..00 4 •✓� . t • Wd' to+tens is ,i 1_ from -comp. face (irj e 14.00 -w `d tatcomp.rein€from-comp face (in')' .,.r,..; 4.:00 ' d to;transverse�reinf.(in) .. + 14:,00 N ` ar Unit :•lei3nt for Bearing I(pcf) ,.. -:.. 50:00 Actual 1nit We'ight r(pcf)' 150,.00 - t _......_ -WALL." SYSTEM INFORMATION: , _Mall System *l Wine Lateral Loads (WorkingiSt css) ,� • '.w " �, ? ^ _ Axial load (.Sips) for •Load :Ca—setA0,00.%° Moment (Kip -ft) for Load,.Case' Al -20.00 • Axialload (kips): for Load Case1B 0 00, •� *"" "" -) i �, yoment e(Krp ) `.or Load Case Br =` Z0 00 ' - �. WALI SECTION. INFORMATION: i Y , : � .k e t '•• LEFT COORD 4RIGHi COORD*WALL THICKNESS AXIAL DL' AXIAL. i! a. (ft;. _ (=.t); ._. (kips) (kips), i ZIe �' • � ) r '5:00 7,.'.00 ;6.00' . n". 63 5:34' ` • `SOIL PRESSUREc _.. (. LOAD CASE PL r QL PR ()R-, ; , • (ft), (ksf) (ft) (ksf) • D + L 0.00 0.41 12.00 0,41 t D + 0•.00 ,L 0.00 0,26 12.00 0.26 i 1:/3 stress increase not allowed with.th,lfolsowing load.cases ! 0:'93 0!Do 12.00 0.54 D + .75;L + .75 W A 0.00 0.1.6 12.00 0.58 6 D + W. A 4:72 0,; 00 12.00 0.51 j • D r WB 0:00 0:54 !.1..57 0.00 • D +.,75'L'+=..75 W B 0.00, 0.'58 12.(:0 0.16 .6 D + 4;-8 0:00 0. S, 7.28 0.00 OVERTURNING SAFETY FACTOR FOR LATERAL 'T_:OAD CASE A = 4,42 µ « ;O�EIl. URNING SAFETY FACTOR FOR LATERAL LOAP,:CASE B = 4,42 P ;CONTINUOUS DESIGN 1 .FOOTING r ...Culp Y' Tanner _' `_ - Y. 6 .'Version Page Des^ i__;tion Read Dateq _ T1/ 12015 is 1. 4, 0.0''ANI - Eno MICHAEL J LOEGERING' S.E. + Ie Neer to Na Gara. E front ce �ter.rfg- � _ LICENSE # 5328 �= i U T MIATE DESIGN rAs ,, 0lrj3 ; F>a shear = ,0:? 1• LOAD'cAs.Es CONS C RED:: _ _ . . . + 3 ,• " , X1,9 „D ♦. x i _ .� s .. ' 1 :2 :a:h i 1.6 .L 1 2 D i:1..0 L +.'1.6'W . •+ �' % ;DESIGN SHEAR,. HENT A N V REINFORCEMENT 1' # X MiTOV; 'AS :TOE- - 'M BOT AS *BOT ;VMAX: 'AVMAX AS TWINS' AMAX ::(Sq in (.kips,'' :(sq-in/.ft) ',(sq-in/ft); (ksf) t 0 00 0 00, 1 oo>, - e•oo coo}. o 00 0.00' c 0 3: • -i.oa" f 5' I. 0.0 0 30 < s:0 Oly l:-48. 0 ,03 i -2 33 0:00 U .02 .'-i. 01 t 1 • 00' 1:;20= ''0''03' -4,.59 0..1..7' .-4.44 O..00 0.A2 "-Oi94 •3 3;QG! 'r 2:53' '0,05-'9`a9 0..,21 =6:32 0.00 'oc:02• -0.86 r '0'0o e0 091 1:7:16 0 37 -7.99 :0.,00 0 "0J -U- 19, 5.00 WALL�FA'CE 5-53 >.0 12' - 2.5,::89 X20 0 55 :-9:,43 :0:00 1002 • :: 13' . s - 6.OG Iv7ALL: 0 ;00• i0 00' :63 U 44 '� 20':00 0.36,' 0:02 `=0 73' 7.00 WALK FACE 5.,57 0 12 -25.89 0 .55 9:43. 0.00 ;0:_02 � '-0_Z3 .` r 8;00 6,.' 0 _09; h17,:16 037: • -0.75; 1, 9':00. ': 2:;53; ;A os =9:99 Ul 6.32 0.00 0:02 -0'.86 b -1:20 -' ?: 010 444 .0.00 ' 0:.02: -0-.94- .0 _ -U.1:00' 1_18 I 0 O3' 2:33 00 12.00: �', C.00' rUOU. 0'00 0 00 0..,0C 0'.0o "0 43',=1OL: 1 _ 1 MICHAEL J LOEGERING , S.E. LICENSE # 5328. • SIMPS&STRONG-TIE COMPANY INC. t P 0 t (800) 999 5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. rww.strongtie.com: Job Name: Job #1 r• Wall Name: 'Wall Lirie 1 r ; s Application: Garage`Front Design Criteria:, ' "-2009 International Bldg:Code r r� • 'Seismic R=6.5 L , f 1 2500 psi concrete.: r. Alternate: Basic or: Basic: Load combination= ' ASD Design Shear 2769 lbs ` Floor.J dist :Depth = 10'' �• a Selected'Strong-Wall® Panel'Soiution: }• _ w End ;Total Axial }^ Actual ' Model s tType I W i H , T Sill ( 'Anchor Load Uplift i t (in), l (in) pn) Anchor / Bolts ((lbs) f(lbs) - 8v+116x8x6 WoodF X76 90 5 75 " 2 5!8" 2 ;718 OT 73841b ' i; s 'SUV22x8x6 Wood' 122 90 575 2 518" 2 7/8 lI 0 6000 Ib • �-Actual'Sh'ear &:.Delft Distribution;`.' . ` � „ - � i ,_N _: RR ' ` - "" Actual- ^7 "`Allowable'" " ' " Actual / N `Actual .,,. Drift x 1' Motleh ! Relative I Rigidity Shear Shear: "j Allow ( d(lbs):: (lbs) Shear Drift (in) Limit �. (in) SW1666 0.40 - SW22x8x6 -0 60 .,.-._ 1102 <, 1175 OK. 0.94 1667w 4�< 1865 OK!_ 0.89 .0.38 ) 0.38 047 i 0 47 W 1-SW16x8x6 & 1=SW22x8x6 are OK along the same Wall line,.: , .; Notes: ` t + - Check that Will height ''H. plus curb height (above slab) will attain overall rough header opening height (top of driveway 3 slab to bottom of header)'. ! =The"combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong- " Wall®: shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. Garage"poital walls listed above may be used with double 2x12 minimum or double 1=3/4x11-718 minimum LVL headers.' t i - Headers shall be face nailed to each other with minimum 16d nails at 32" on center staggered along the top acid bottom' .Double 2x12 requires .1/2' ply dr OSB shim to make the header assembly flush with Wood Strong -Wall panel. The shim shall match the header depth and Wood Strong -Wall panel width minimum. It may be placed on either, face of the header or i between plies directly over the Wood Strong -Wall panel. t -`Portal Walls require a minimum 12" deep nominal header. A + ' Disclaimer: i A r Page :1 of 4 i a i x MICHAEL J LOEGERING , S.E. LICENSE # 5328 SIMPSON STRONG-TIE:COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd.; Pleasanton; CA 94588. www.strongtie.com § itlis the Designer's responsibility to verity, product suitability under applicable building codes. In order to verity code listed applications please:.refer to the appropriate product code reports et www,.strongtie.com.ot contact Simpson Strong -.Tie Company Inc. at 1-800-999-5099. F f i Page 2 of 4 MICHAEL J LOEGERING , S.E. . LICENSE # 5328 ' SIMPSON STRONG -TIE COMPANY INC. I II (800) 599-5099 5956 W Las Positas Blvd., Pleasanton, CA 94588:: , www:strongtie.com Job Name: Job #1 ' Wall Name: Wall Line 1 Application: Garage Front t Design Criteiia:: Slab on grade= Garage curb ".2009 International Bldg'Code ' Seismic R=6:5 '.2500 psi concrete--' Anchor Solution Details: ; 3/4 Step down end . Corner .. , I. 'Slabnot 1 1/411 shown ..for clarity '. A •• '. d C,p fit, f r Al a.r ♦ 1 _ 44 Scab 16' min=—. Garage Curb ;Perspective View Plan View I � I -.Notes: - { -1. Anchor design based on ICC -ES ESR -2611. + •2. Seismic indicates Seismic Design_ Category C through F. Detached one- and two-family dwellings in SDC C may use wind . anchorage solutions. '3. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center -to -center spacing is 3 le. 4. Footing dimensions are for anchorage only:'Foundation design (size and reinforcement) by Designer. _.. Page 3 of -4 + MICHAEL J LCEGERING , S.E. r LICENSE # 5328 SIMPSON STRONG -TIE COMPANY INC. ;800) 999.5099 1 5956 W; Las Positas Blvd., Pleasanton. CA 94588; i ' wV w:strongtie.com j Job Name: Job #1 ,:Wall Name: Wan Line 1 t Agplic.ation: < Garage Front Design. Criteria: '•Slab on grade ----Garage curb 2009 International Bldg'Gode s r ' Seisrriic R=6:5, _ r . i 2500. psi concrete • Anchor Solutton'betails: - - • SWA87/8, Ci irb/stemwall edge anis' -• -' -_•• . � - •---- -•• surrounding foundation. 5" 37A .., a- Sinipsoriystrony Wan[ ;not shown for clarity, €. F t .ti }clo r 4y a , I J—• +n + W 4 ro 1N' " 30 1' +.h W Min.: &h W Min:, •'n t"f S =Wall Length minus 7l4° '%z W a r iSectian aiWill /Stemwall; t Curb/Stemwall Footing Plan .. x 9 g Concrete Design: ` Anchor Solution Assuming'Cracked Concrete Design- t Anchor Solution Assuming Untracked C i Model; W ; de I Anchor Bolt SW1.6 &6 t 29 16 SWAB7/8 . SW22x&6" " 2 10 SWA137/8`' '" t Model W i _ r de Anchor Bolt - LL u ' SW16x8x6 25 �� 9 11 SWAB7/8 SW22x8x6"; 25 "9+ jam"' SWAB7/8 Notes 1.'Anch6( Design conforms to ACI 318.App&,dix D assuming, ASTM A307 or ASTMF1554, Grade'36 anchor. rods and no t supplementary reinforcement. ,2. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind t • anchorage solutions.`Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 •3.'Footing dimensions are for anchorage,only: Foundation design (size and reinforcement) by Designer. - 4 SWAB7/8 anchor bolt available in 18", 24", 30" or 36" length. Minimum length required = H +-de + 6.5". If minimum length'exceeds 36"•- Use SWAB7/8xl8'with CNW7/8 coupler nut and 7/8" A36 all thread extension. • Page 4 of 4 i _... ..._..... .--.. -.. ,. � -:............,..rte MICHAEL J LOEGERING , S.E. LICENSE # 5328 f SIMPSON STRONG -TIE COMPANY INC: t (800) 999.5099' - s 5956 W Las Positas Blvd,, Pleasanton, CA 94588., www.strongtlme.co .4 k 4 Job Name::job#.1 , Wall Name:. Wall Line 1 ` -Appliicattorl Garage Front ' - 4 Desi n Criteria.'• _ g f , 2009 Internatio al BIdQ1 Code s " r ' Wind UQQ'psi'concrgtp: "'Alternate Basic or Basic toad combination: ; g 'ASD Design Shear = 3487 lbs P Fl6orjoistDepth:-;10 Selected Strong=Wall®:Panel Solutions. v � " _ Model RR _. Type r VV i H T Sill t :(in) k(in) # Anchor ff End .Anchor Bolts _ it'�Total Axial Load (lbs) ' (l -""Actual; ) Uplift (lbs) Y+YM✓µ ._-.-��.wFwn--...__........._..-::...:--. SW1_$x8x6 F'i Relative IE +.M.wiary iYr.^!P ( Wood 16 .+.www _�. �...... 90 575 2 5lB, 2 718 (I 0 9091 Ib SW22x8x6 Limit ' 'pn) i Woody 22 a..w sd 90` _; 5 75 2 r5/i3< f2 718 0 7667 Ib — — s • f t ' - Actual Shear & pnft Distribution:, ► f; _ •� ( RR actual Allowable Actual!( Actual Daft • °Model F'i Relative IE Shear Shear Allow { Drift Limit ' 'pn) Rigidtty (lbs) (lbs) Shear (in) ;SW16x8x6 '639 11357 < 1555 OK I 0.87 i 0.52 060 X060 iI06s'2130 0.87. ,0.52 ( r 1-SW16x8x6 & 1-SW22x8x6 are •OK.along the same wall line: �^ . • a Notes - Check ' , x • . - k that wall height "H" plus height.(above'slab) will attain:overall rough header opening height (top of driveway ;slab to bottom of header): - .r The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong- 4 Walle shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. j Garage portal walls listed above may be used with double 2x12 minimum or double 1-3/4x11-7/8 minimum LVL headers. { -;Headers shall be face nailed to each other with minimum 16d nails at 32" on center staggered along the top and bottom. 116606 2x12 requires 1/2" ply or.OSB shim to make the header assembly flush with Wood Strong -Wall panel. The shim :shall match the header depth and Wood Strong -Wall panel width minimum' It may be placed on either face of the header or between plies directly over the Wood Strong -Wall panel: t y Portal Walls"require a minimum:12" deep nominal header.. -Disclaimer: ` Page 1 of 4 P 1 _1 MICHAEL J LOEGERING , S.E. LICENSE # 5328 SIMPSON STRONG7IE COMPANY. INC. (800) 999-5099 5956 W. Las Positas Blvd.;. Pleasanton, CA 94588:<_ a www.strongtie:com - It is the`Designers responsibility to verify, Oro ductsuitability under applicable building codes. In order to verify code listed applications 1.please.refer to the appropriate. prdduct;cod e.reports at` VAM.strongtie.com or.contact Simpson Strong -Tie 'Company Inc. at 1=800-999-5099: - MICHAEL J LOEGERING , S.E. t : LICENSE # 5328 j SIMPSON STRONG -TIE COMPANY INC: 1 (600) 999-5099 5956 W. Las Positas Blvd:; Pleasanton; CA 94588;; �wnv.strongtie,com - z , V d Job Name: Job #1 Wall Name: Wall Line 1 Application: Garage Front - ' Design Criteria: Slab on"grade: �Garage curb y " 2.009 International Bldg Code, r ) *Wind " 2500 psi concrete _c $ i . _Anchor Solution Details: 13/41 k- ,Step)downmd i Corner. PN I3 Slab not k' 1'11a +�- ` shown, s ' :E t • K •,* ! J � 1, .for clarity, x max' ax . f 1, s • • � A • � '� CSB _ !t + r. `• - ; t '' M t' ♦; . . 1� .. t :° i ; 1 %z •, r r 4 min _ • ' Slab 16" -mine "� ' .GAfage Curb 3Pers _WNe View . Plan View i - .Dimensions (6:). Aiowable Tension Loads (lbs) t fvlode! Anchor Bolt --- __--• _ .— - ------ x- a. - - -�•- -wr Curb Width Diameter_ �.Lengih Min Embed, (le) Step-down End Corner SW16x8x6 rSSTB28 6 0 875 29.875 24.875 10085-12375 �1 - 8W22x8x6 �j_ SST628 ( 6 0 875 29.875 24,875 ;s 10085 I 12375 t ,• - . _. __�,._ _ . _. _ • • ' , .Notes: � ' 1. Anchor design based on ICC -ES ESR -2611.- 2. Wind includes Seismic Design Category Aand B and detached one and two-family dwellings in SDC C. *. 3. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum ' ' bolt center -to -center spacing is 3 le. t 4.. Footing.dimensions are for anchorage only: Foundation design (size and reinforcement) by Designer. s { i• • ,' ; •; .. .. Page 3 of 4 � MICHAEL J LOEGERING , S.E. • LICENSE # 5328, . � t SIMPSON STRONG -TIE COMPANY INC., (800) 999-5099 • 0 t &' tp 3 5956 W. alas PoSitas Blvd„ Pleasanton,: CA'94588:y www.strongtie,com Job Name: Job #1 Wail Name: Wall Line'1 Application:, Garage Front ' :Design CHterW.-i *Slab on 'grade. 'Garage curb. r 2009 International Bldg'Code ' Wind i '.2500 Psi`concrete AnchorSolutiori Details: — SWA67/Si< Curb/stemwall edge and' surrounding foundation • 5 3718 S � ` n �h y »I -a Simpson hong Wall o own for clarity HI Illaljj —r t • p. f' 1--I I /2 WM. S ^-- �t '� t ,i 1 } 9el 7 4'lTl-- Say Ij^ i., o s o W. 1 '• w` W ni ni „' - Y1 1�,.. � 1 it �I �, _ k -.�_ ; • f '! .S 't F 1 — ] r Kh.WMm,, , hWMm„ ��'- •''� � , S =Wall Length minus 73/a' .'I2 W ? 7 - section at,Cur'b/Siemwall Curb/Stemwall Footing Plan: Anchor Solution Assuming Cracked Concrete Design:. ':Anchor.Solutio. Assuming Untracked Concrete Design: - Model, I yy de Anchor Bolt SW16x8x6 21 7 SINA67J8 SW22x8x6 21 .7 SWAB7/8 Model W de ; Anchor Bolt { SW16x8x6 18 6 SWAB7/8 SW22x8x6, A8 .,......... 6 ! SWA137/8 Notes: , • 1. Anchor Design conforms to ACI 318 Appendix D assuming, ASTM A307 or:ASTMF1554, Grade 36 anchor rods and no supplementary reinforcement: } 2, Wind includes,Seismic Design Category A and..B•and detached one and two-family dwellings in SDC C. + 3. Footing dimensions are for anchorage only: Foundation design (size and reinforcement) by Designer. 4. SWA67/8 anchor bolt available in 18 24"' 30 or 367 length. Minimum length required = H + de + 6.5". If minimum f . length:e' 'eds 36" -Use SWAB7/8x18 with CNW7/8 coupler nut and 7/8 A36 all thread extension. F F Page 4 of 4 ir �- MICHAEL J LOEGERING , S.E. LICENSE # 5328 JOB,'d SHEET NO. ENGINEER DATE r%r!c%lt% I ' MICHAEL J LOEGERING , S.E: LICENSE # 5328 ' JOB .'r—"CEJ SHEET N0. • ENGINEER 1' `1 _ DATE — 0 '- DESIGN OF a «, fj /icy^-':.�,.,,• �}.:..�.r� .y � . '.-..j, -. :fit` �!"',,a'.'� 00 • ` M, •" ism :�� • • �• � - : � ., � • i ., MhCHAEL ,L'OEGERING, S.E. LICENSE t Member MT, LC 1: TL 1 a 1680',—a1f .3760 - 6.� , 56401 w 7520.1.. e y! Imo:, ___ —_ i I 4 a P .� i : . Q ' 11280 — 114 — .—..•.. i 15040.E p � ' i ::�e--,r' Kx�::•:_s,�>�.n- ,;;•<„_�s�-..ten :m.w�. �.;, .....i �rs� �...v.:pr... - S . r 1 239 894�fl, k d 18800 — - } i� —._.. <, _ _ Y �� __. 0 v 2 3a $ 5 f6' r �� {ft) ��%•�MemberLocation L e a i $ r Yyy � SIP. .f � .. '{. ,- " , • ,• < MICHAEL J LOEGERING , S.E. LICENSE # 5328 'Member Location (ft) ' 1 A •. I A MICHAEL J LOEGERING ,;S.E. ' LICENSE # 5328 JOBa —�_� ' SHEET NO, r ENGINEER., DATE } {} DESIGN OF ke. A Aa Lent 0 2 77 f / ' � � ���r:.�. t2��'c 3�,iJ/-��� x��'l1 �, :r ' l 7.��6,•C 7i �1'� �.Z� '- .i ' , I L V 410. - L2 U� - �J t MICHAEL J LOEGERING , S.E:'` LICENSE #.5328 ry f J �,. ti• •� , �..• 1, .• 7 . • • ,. _ , h• -: y : 34561b` ' -2381b7 ff _ • • �Y` f� ry � ! - , ' , ! • 1 �, ,'r -•� ,"' Y •. `'•9 t.y°,f - � • 1 . • { \•'' • ; 4 t, x' , ` ill .', #� iii. { 1 ' • • • . � 1 . • ' 4 ( T '. . . . , ':C65 ds B, Cc,;, 'Results fdr'LC 1, TL r f .. �. � ,. :... .. .. . '. .._....._ ....... _.,.._-..,_._.._....,. ........_ ,.. � ._ ..._.:.._......Saw .... ,� . _. ..^_ _ J t ^ - Member M1"t LC 1 TL ' :R I yfG 1200 i rtnil= a - ` 2400'+., -- 3600 s S 4 y< w c; 7200 � 400:= - �p •ro. 333 -9 � 9600 a $ ,k 9798 96 .. . E 1t �q i 12000: — #, 0 14 X2'8; 42156" 7 84 98rW 11:3 Member Locatwn (ft) " yy _..._. ........ A. PIS t " y 'V • r L\ � a'. ?f H a� � (((111 r " ` w i s • i. l • 4 • i } { - ... a .' .... �..,... �.. .. .. .. J._. r � •� w. rt—r,v .. _.r .-:�.. ..•�.�..._ ..ti ..• y�*` .= _-.... a I. o 1.4 • it i } { - ... a .' .... �..,... �.. .. .. .. J._. r � •� w. rt—r,v .. _.r .-:�.. ..•�.�..._ ..ti ..• y�*` .= _-.... MICHAEL J LOEGERING, S.E. LICENSE # 5328 ;ESR -1387 1.,Most WidejyA66e'p16d and Trusted .. .... Page 5 of 8 TABLE 1 --REFERENCE DESIGN VALUES FOR MICROLLAMe LVL, PARALLAW PSL AND TIMBERSTRAND" LSL""' GRADE BILLET MATERIAL THICKNESS THICKNESS (in.) JOIST M ORIENTATION )_ , /-BEA .0 TA FACE ('PLANK ORIENTATION "r AXIAL Mod u V --of Ejastjjl� Bonding, FOJA, (psi) Sheaf Compression F, Perp-to-Graim (psi) FL (psi) -_ 'riding Forel (psi) Shear FV (psi) Compression Porp-to-Grain, FU (psi) Tonslon Fj") (psi) Compression F�. (psl) E xiol. (psl) E.i� x10, tosd A.rE.WS 1,6. 0,813 0915 .,2 5: 2&MT� 7W '7530, J. 28.3M '8 1' 50 . ..... . . ... ... . 3075 t 190 _190-_ 19 480, 480 .., 40.__ 1240_ 1450 !�55_ 2100 _.2375 9510 1,9E N . . ...... � 20 7 _201, 1,017 2750.. 750 .21 3255 :190;1� W 1660 .2635 Oro 17 2900 750 . ..... igO... 480 1660 Wif .2§35 2E 01S 2.4E WS �1. 2.2 B 2.4t 1.220 0 3365 1 -,285, r '750 50' 285 3980 190 480, 61, �21rlo 3080 1.8E SPIEUC 3675F' ,4345 190, 2285 3270 1;8 0.915 �112L 0:966 2445 "2600 :28V';' --- 880: 2890 8 ::28 SQ.- -�3075 iao°* 525 525� 1575 1690 2375 - -2510 j 2ESPIELIC! ,.51EE,§11E11 0.75 to 3.50 2.0j'C --- 27W- lag".'`3060'- Z -V: 1.220 !�-3365-11� 880*K�wx�- 3255' ��i 90 285�111 42851f) 8W-7 -;=i 3980 790'='w 525 -2030 .2260, -.2635 2870 3080 •2. U PIE !2,4E:SP IELI �C�:: �.2.13E_SP/EUC�,:-­ 26 36751- A.813:1--'2140 ­ 185 80" 4345- 285Y - -800 _ 2510V - -5251 1901 - -- 2485: .1350 3270 2100 1.8E�YPIRM� �-a _1:8 ;0.915 --2445.__',285.7.- ­80D�- J.1 _2890 190;_ i670 1575 .2375 .9E' PIR M., 2.()E-YPIRM 1.9; 0;966 !_ 260; - 20', ':t 0" Am 3060'...: �2115, 8001 _4-_�3075-�,j IS rtr1: "I . - 3255 _28_r­tT77777id6= 3615-: ,2 190 so.: - 1190'." 670 670;:_-2630.. _1690.."-' 1805 2510 2635 2870 -.2.2E.-YPIRW. 2.0E �'3 1 00Fb YPIRM , Z0E-2b00FbMF/SPfYP 2,0 .1.017 2,0 1.017 3100'-.-i285',Y 2600......28 Soo z3255:-,,: 5W,, _',_'_75o--, 3D7,5!;,_ 1901, .670: �'.480 1805 1555.- .2635 2510; 2.,0.&2925Fb*§P_L' R,.715_1_01_1.45. --2925 2:0:::.1.017!_ 20V'! 880: �3455' 441 1805 3030 . . ............ i ;0p10 11.0 "A 8, 0:91 . ... ....2400, Q 19W ""1755 .2500, ,230 _425�� 2500 :A'19E:DF: 7, .'9. 0.966 -260") ...... 675H 7 26007 1200-,:::..450.-v' 1-*,-`i*-J890-:: 270 20EDF 2 Oz '� 4-.'017, ;?000!' 290 1 28009�-­ 210 15.', M21-:1 99001".. 2:lEjDF;- 067 %2900 7290� ---s=_750:;; -280W`�-_Yrl'=210 025 2900"�J ?2_2E.DF "Z2' 1.118 -:1-2900- ��_129Q4 :"2800W, 2 .7 025 .2900"?: '001 j: :!!!250Q,, v:230,4 Tt7ni!�;600`­= ­24001� 190 425:. 1755. :2500 1. 9 E IS �. �, ;.. 1.91 o;966 _837 7-26-0 ...... i 7,260 475-� -4 1890:.-._ - 2700"; ... '�Z(35SP� -:. 8110 Z' A.017 2900 _490 2% _2025_ 2900-1 -2 1.067 3.100- Wo=d_-575 2160 1,8EVM _1,4', 0915 2 SY67 2400, 1W 3W,_ 1755. 50o �75�- 7-2-565T77 7i2ow. 4161 1890 270o"� 2-oEvill'! ZO :1.017 �2900 :290 J 1_,1�656__.i t-28001, ""210'. 450 2025 ' 29Q0 -2,IF7.00_ WH ol.", '220'* . . . ...... .... 475. ;2180:....._-3100""' =.06 �310Q k,300 .'2 YE XPIRM - 240011, k2jA _1500'- *30:;� 600 " 1.755 jl:8E 9E,YP YPIRM` _JAL 1 1,9. ID'9661,'_:27 -2607 ';'o i�2600�0' ------ IaWl _._1890.- 00 J.__ 61 _27001"' 2.0E YP - YPIRM . '171- 1 �280017- �.210 7 YO jil��'Q 2900 290 j 2900"' 2JEYP-P M 1 - 75W ­216od 2.1 1100�' ��300 R-11,0671 -,3 220 . . ... . ... 31007"�, Tiititie'rst'and-: S 1.31E' ,1,35E 1.25 to 5.50 113,r 0.6611 1700 425'- T- - 710. _' 0 .1goo-, _-_'-15o' ­636vXo'j.k:-- 1075'- 1835 1.35 0.686 ',`1840 '+445a a-750 1180 190$ I L4E�, r j,4-,`, 2aa_ -j 975 7`465,� '2 216" 690M, )970 1,.45E ^.1 SE`.. ...825--k 2370 So Ot�), 1395 2M­2250­� 505 +,�, 860 ---. 1,- 2525 �41_ 1500 2105+ 7.G �2, �0,788 -2325 - 54 900---) L- 2615:1 --150: 10::� _7754t�') 1600 L 2170. .1 .6 - k§j3 2425-- 935 `2 00 .... 150 00 2 0 2235' 1.65E 1,7EI .1.65 12500 ___ 975 2 .2800 150 . ... ... . 83V!�- 1765 2305 'oil ,8r 2600 - 585- 1 2900 150: 1825" 2370 '75E 1.75 +0,889 1 2720- _605. 3040.` 89 .1 .6 0.915 MfN7 gj_Ls.� ISO I_Qgo, 2435 25 1 1_1 E 1 E 1 :9E 1.85� &940 , 2955 QAC"VF _7625 logo' '3315_' 150 'g 5 2070 A50 -2505 V,9 TWS 3075 625 1090, 3450 1601. 97 2150 2505 2:OE _7��051 2240�-, 1.95 0,991 -y3180 76251 1090, '--.--3S70 150? 2505r _0 .625�. 7 77727j�� + r- -150--_, -3290 3690 40301 . ..... 2325. .2501i 2,05E 2JE! _I 2�05, :3395'-, �,625 ­_ "2 - 1 j so., 2410: :M .,2505 _73805 z 1 067 I�j7 ;7 1 771,65.7 ; 4 1 � -i090')`- 2500 2505 -70Y 0,6E_0SB 1.0E TimberStranilw' I.us 1-1.0 �1,0'181 1300M; 395 11 660 1 For SI: I psi = 0,00669 We, 1 inch = 25A mm. --*--- Referenca de9gn­vW1u'a­ d* , "d 'd, di 1 3 . pare� hp„ (?n ryppri, A e le i�--,.%voilernherniock:SP k,,. i66ike'rA Oini"YO- -red maple; EUt=EucalyptusDF. LP up ;VM @re;pe I rid 10 cdri�ned-axWestbrri Species MS),- SP, YP, SP/EUC and YPIRMare permitted to be combined as Eastern Species (ES),�Wheh using 166 sp*ec16ii;gn:i6p designations WS or ES, the allowable stress is the lower value for the - species in- I W group,., "!SC-4Figure , :2 f6ira�ijllds'tratioh of'member 'oi1Gmqiicjns-wA respe& eP&,fi- -`61 ffiembers inust:s=dri 6ombln�`bendingq�arid,shear deflection. For example, the deflection of a uniformly loaded simple span L'to toad tl,reetionr; Calculatibc1d' ' kin -flexural't; b e I. iii_. aiii % i C a is cu 6(id !�i follows: '170WV '28;8V&,' A Deflection�� inches 4�-d ejith: I, �aie s b width. E 3 -P?A: W.twnilr6im I E MmItilus of Elasticity, psi bd L piari;.feet; is ki rei�reh6e�modulus of elasticity for`lbie-am-an*c�fidrnn stability calculalions, peut a NDS- ­ 'E h usted byihe appropriate des�i values, F, for the applicable orientation must be�adj opriate factors in the following table: R!� (Footnotes to Table 1 continued on following page) e d MICHAEL J LOEGERING , S.E. LICENSE # 5328 ESR -1387 I Most Widely Accepted and Trusted Page 6 of 8 MATERIAL EQUATION Id = joist depth in inches) _ Member Depth (in.) c 3.5 5.5 7.25 9.25 9.50 12.0 . 14.0 16.0 18.0 20.0 24.0 - . 48.0 54.0 - :..... Cv Adjustment Factor Microllam" LVI_ Cv = (121dtr u 1.1:8- 1.18 1;11 :1.07 1,04 1.03 1:00 ', 0,98 0.96 0,95 0.93 0,91 0,83 Parallam' PSL Cv = (12/d)°J1 s 1.15 1_15 1,09 1,06 1;03 1.03 1.00 0,98 0,97 0,96 0.94 0,93 0,86 O;OS TimberStrand" LSL C+=(121d)051.12 1,12 11.07 1,05 11,02 1,02 1.00 0.99 0.97:..0,96 0,95 :0,94 O.A6 For Microllam LVL and TimbeiSlrand LSL, the reference bending design values. F,,, and reference shear design values. F,,, for the face/plank orientation are applicable to members having thicknesses within the billet material thickness ranges indicated in Table 1: yTabulated reference tension design values, F„ have been reduced to reflect the volume effects of length, width and thickness for a range of common application conditions. The F, values for Microllam LVL and TimberSVand LSL may be, higher when approved by Weyerhaeuser for use as a component of englrietired products, which aie;manufaCluf@d undeCa reeognized,qutilliy co> irol�progrom, 11'The 2.0E-290017b1Ns grade Microllarti L .bUsed In jieader or beam apptrcatlohs only "For simplicity, the reference shear design value F for the'foist/beam onentauon of Mlcrdlam LVL may be taken as 285 psi for depths up to 24 inches and 260 psffo depths gteatertharj 24 inches Witen a more accuralo analysis is desired, Fy is calculated as. F 285 (12id)°'m for all depths greater than 12 inches. {'The facelplaitk F, Is lhnlled io 3100 psi for 2 2E MluolJa ji LVL stamped Withpient numbers 1047 w x089 r , M,ciollafli m stamp 0d,valh plant'numberSof 1047.and"1089 jtas'a facetp)ank F:r of 150'pst and is'avellable in:eHliW a 1.75 -inch or 1:37.rmcb'lhickness. 1"The allowable design>sUesses'gioen m this;fab(e for ParaJlam PSL are also epi licaiitedo Paraliam`PSL4hat has kiaeh secondaryJeminated,In:aCcordance with the proved Weyerhaeuser quality comm, manuals for secon0arylamfnshon. .. .. 1 Fpr column applictitions, Fc = 500 psi, Alternatively c�umn ga)iadiy, can be determ)ned using ihe, plov,slons of Ghapier 15 of the NDS in conjunction with the published FcValue above and a minimum eccentricity, e,; applied parallel tplhe,riarrow face of4fie column. See.F?gin, 3.11or an illustration. e, = U6+ 5LZ14608, Where: ' e, = Eccentricity applied parallel to the narrow face of the column, inches t = Member thickness of the narrow face of the column, inches L = Unbraced column length about the weak axis, feet "The NDS bearing area factor Co,.shall tie 1.0 for Timbe6iand LSL plank ob&itol on compression perpendicular -to -grain reference design values, "The Compression Perp-to-Gfafn; F0 Lvalue for TlmbefStian'e LSL with h,ckne ses less than 1.75 inches is 670 psi. 'ihAhen 1;7E grade TimberStrandLSL is used as truss chords and webs of engineered wood trusses the reference axial tension design value is 2050 psi. This value includes an adjustment for length effec6.The TimberStrand LSL material must be marked as `Truss Chord Grade". and the engineered wood trusses must be manufactured under the approved quality control program, "'The design bending strengths for OSB and TimberStrand LSL based TJ Rim Board are applicable to depths of up to 16 inch (406 mm) and spans up to 8 feet (2438 mm) JOIST/BEAM ORIENATION FACEIPLANK ORIENATION (Load parallel to wide face of veneer or strands) (Load perpendicular to wide face of veneer or strands) FIGURE 2—MEMBER ORIENTATION WITH RESPECT TO LOAD DIRECTION t R FIGURE 3—ILLUSTRATION OF ECCENTRICITY, c,, USED FOR PARALLAMO PSL COLUMN DESIGN MICHAEL J LOEGERING , S.E. LICENSE # 532.8 Joe - ENGINEER ;. .._.., DESIGN OF SHEET NO. DATE i I MICHAEL J LOEGERING, S.E. 0 Assessor's Parcel #: 039'2/_j-'OAclosed-in the_ envelope are the- following items: '-'Residential Construction Req. Title 24 Energy Calculations Engineered. Truss details Structural calculations —oils Investigation Report -EDF/Cal Fire CBC 7A Information —Flood Elevation Certificate/ Flood plain, Declaration `—special Inspection Sheet @CQMD Rule 207 Form =­Slope Setback attachment 71 Assessor's Parcel #: 039'2/_j-'OAclosed-in the_ envelope are the- following items: '-'Residential Construction Req. Title 24 Energy Calculations Engineered. Truss details Structural calculations —oils Investigation Report -EDF/Cal Fire CBC 7A Information —Flood Elevation Certificate/ Flood plain, Declaration `—special Inspection Sheet @CQMD Rule 207 Form =­Slope Setback attachment