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HomeMy WebLinkAboutB15-2097Civil Engineering,;& Design 3115 Johnny Lane,-Chico, CA 95973 Phone: (530) 521 2648 ericausmusagmail.com Engineering Calculations Project Name: RECTOR GARAGE Site Information 2705 PINECREST RD OROVILLE, CA 95966 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES CODEC�MLANC IE DATE �� % BY— Q�OvESS/pyo �uG LA S No. 65286 * 09-30-2015 • s�9T£ o . C A�\FI S C(VCLYEE[t11C 07/05/15 BUTTE COUNTS' AUG 2 i 2015 DEVELOPMENT SERVICES I O I r I DESIGN; CRITERIA PROJECT INFORMATION NEW CONVENTIONALLY WOOD FRAMED SINGLE STORY SINGLE GARAGE Occupancy:, Category II Code: 2013 CALIFORNIA BUILDING CODE SOILS DESIGN CRITERIA Bearing Capacity: Lateral Bearing Friction Coefficient: . Sliding Resistance: Soil Investigation Report: Site Soil Class: SEISMIC DESIGN CRITERIA 1,500 PSF W/ 2,000 MAX USING WIND/SEISMIC 100 PSF/FT (INCREASE 1/3 FOR WIND OR SEISMIC LOADS) N//A 130 PSF NONE Force Resisting System(s) : LIGHT FRAMED WALLS SHEATHED W/ WOOD STRUCTURAL PANELS Analysis Procedure: EQUIVALENT LATERAL FORCE ANALYSIS Spectral Response Coefficient, Ss = 1 0.596 g Spectral Response Acceleration, S1 = 0.260 g Spectral Response Coefficient, Sds = 0.526 Spectral Response Acceleration, Sd1 = 0.326 Design Category: L� Seismic Design Base Shear, V Response Modification Factor, R WIND DESIGN CRITERIA Wind Exposure: I C Basic Wind Speed (3 sec. gust) : 110 mph DECK OR BALCONY LOADS: SAME AS FLOOR DECK/BALCONY DEAD LOAD DECK/BALCONY LIVE LOAD DECK/BALCONY SNOW LOAD TOTAL DECK/BALCONY LOAD = 20.0 PSF DESIGWDEAD AND LIVE -,LOADS Wood Panel Siding I .= 1.3 PSF 2X STUDS AT 16" OC = NOTE: SOME LOADS MAY NOT BE APPLICABLE PSF SHEATHING = ROOF LOADS: PSF TYPICAL FLOOR LOADS: 1.0 PSF 1/2- Total Composition Roofing = 4.0 PSF FLOOR COVERING = 8.0 PSF ROOF FRAMING = 2.5 PSF SHEATHING = 2.3 PSF SHEATHING = 1.5 PSF FRAMING = 3.2 PSF GYPSUM BOAD = 3.0 PSF INSULATION = 1.5 PSF = OTHER = PSF CEILING = 3.1 PSF = PSF PSF MISCELLANEOUS = 1.9 PSF SUB -TOTAL = 11.0 PSF FLOOR DEAD LOAD = 20.0 PSF SLOPE CORRECTION "X:12" .4.0 1.05 PSF FLOOR LIVE LOAD = 40.0 PSF MISCELLANEOUS = 1.4 PSF TOTAL FLOOR LOAD = 60.0 PSF ROOF DEAD LOAD = 13.0 PSF MIN. ROOF LIVE LOAD = 20.0 PSF SNOW LOAD SUMMARY: SEE WORKSHEET FOR DETAILS ROOF SNOW LOAD = 0.0 PSF GROUND SNOW LOAD = 0 PSF TOTAL ROOF LOAD = 33.0 PSF ROOF SNOW LOAD = 0 PSF ADDITIONAL SNOW LOAD ADDED TO SEISMIC = 0 PSF DECK OR BALCONY LOADS: SAME AS FLOOR DECK/BALCONY DEAD LOAD DECK/BALCONY LIVE LOAD DECK/BALCONY SNOW LOAD TOTAL DECK/BALCONY LOAD = 20.0 PSF = 20.0 Wood Panel Siding I .= 1.3 PSF 2X STUDS AT 16" OC = 0.9 PSF SHEATHING = 0.0 PSF INSULATION = 1.0 PSF GYPSUM BD. = 2.2 PSF MISCELLANEOUS = 1.1 PSF TOTAL EXTERIOR WALL = 6.5 PSF INTERIOR WALL LOADS: GYPSUM BD. (BOTH SIDES) = 4.4 PSF 2x STUDS AT 16" O.C. = 1.5 PSF MISCELLANEOUS = 2.1 PSF OTHER = 0.0 PSF TOTAL INTERIOR WALL = 8.0 PSF DECK OR BALCONY LOADS: SAME AS FLOOR DECK/BALCONY DEAD LOAD DECK/BALCONY LIVE LOAD DECK/BALCONY SNOW LOAD TOTAL DECK/BALCONY LOAD = 20.0 PSF = 20.0 PSF = 40.0 PSF = 0 = 60.0 PSF PSF PSF PSF PSF 316 7/5/2015 Design Maps Summary Report MUM Design Maps Summary Report User -Specified Input Report Title RECTOR GARAGE Sun July 5, 2.015 23::14:1.9 UTC Building Code'Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.511690N, 121.562571W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III i 5000ur a ... b � '� `lt7S3I1vT yUtl,". •"�.-� �. a r � ZIRi i r 1 ! n, r��ri7t.f�' / (t, r^•' �ki ''�` t' M�� " `�4 ERICA Balite Qiy 4. way 3 !T1apgtJP.S 02015 KlapQuest Some dada 02015 "Dp i "" O MapQuest tom.....:.._.- _...:1...._ _ • _ �.. .r.. -, �._.., .�� . _ _ . _. _ _ ...--•-.. _. _ USGS-Provided Output SS = .0.596 g SMS = 0.789 g Sos = 0.526 g S1 0.260 g SM1 = 0.489 g Sol = 0.326 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return. to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 0.9s . . 0.72 0.64 0.56 0.49 iM 0.40 0.32 0.24r-\ 0.16 0.09 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Design Response Spectrum 0.51 0.49 0.42 0.36 M o.ao Ln 0.24 0.1 3 0.12 0, 06 0.00 0.00 0.20 0.40 0. GO 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the http://ehp3earthquake.wr.usgs.gov/designm aps/us/sum m ary. php?templ ate=m i ramal&latitude=39.511688&1 ongitude=-121.5625689&sitecl ass=3&riskcategory=... 1/2 SEISMIC DESfGN CRITERIA _ _ Seismic Force Resisting Systems t3. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets V C, = 0.02 Response Spectral Acc. (0.2 sec) SS = 59.60%g = 0.596g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 26.00%g = 0.260g Figure 22-1 through 22-14 Soil Site Class FD Table 20-3-1, 12.8-7 TL = 16.000 Sec Site Coefficient Fa= 1.323 = 0.260 Table 11.4-1 Site Coefficient F„= 1.880 = 0.496 Table 11.4-2 Max Considered Earthquake Acc. SMs= Fa. Ss = 0.789 (11.4-1) Max Considered Earthquake Acc. SM, = F,,.S, = 0.489 (11.4-2) @ 5% Damped Design SDs = 2/3(SMs) = 0.526 (11.4-3) So, = 2/3(SM,) = 0.326 (11.4-4) Building Occupancy Categoriesi u, standard - Response Modification Coef. R = 6.5 Table 1-1 Design Category Consideration:, Flexible Diaphragm foot note g with dist. between seismic resisting system >40ft Seismic Design Category for•0.1sec D Table 11.5-1 Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 <.75g NA (12.8-2) Section 11.6 Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply) with Seismic Design Category D A. BEARING WALL SYSTEMS Seismic Force Resisting Systems t3. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets V C, = 0.02 x = 0.75 T-12.8-2 Building ht. Hn = 19.5 ft Limited Building Height (ft) = 65 Cu = 1.400 for SD, of 0.3269 Table 12.8-1 Approx Fundamental period, Te = C,(hn)x =0.186 12.8-7 TL = 16.000 Sec Calculated T shall not exceed <_ Cu.Ta = 0.260 Use T = o.ta6 ! sec. 0.8Ts = 0.8(SD1/SDs) = 0.496 Control (exception of Section 11.6 does not apply) vas Is structure Regular & <_ 5 stories ? 12.8.1.3 Response Spectral Acc.( 0.2 sec) Ss= 0.596g Max Ss <_ 1.5g Fa = 1.32 @ 5% Damped Design SDS = Z/3(FB.Ss) = 0.526g (11.4-3) Response Modification Coef. R = 6.5 Table -12.2-1 Over Strength Factor 0. = 2.5 foot note g Importance factor I = 1 Table 11.5-1 Seismic Base Shear V = Cs W C5= SDs =0.081 (12.8-2) R/I or need not to exceed, CS = SDI = 0.270 For T5 TL (12.8-3) (R/1).T or C5=TT- N/A For T > TL (12.8-4) CS shall not be less than = 0.01 (12.8-5) Min Cs = 0.5S,1/R N/A For S, z 0.6g (12.8-6), Use CS = 0.081 Design base shear V = 0.081 W Control T-12.14-1 SEISMIC FORC;E;DI;STRIBUTION.M;; STRUCTURAL AREA NUMBER BLOCK 1 OF 1 SINGLE STORY BOUNDED BY 1 -2 -A -B 1 - F 'Story Dead Load Calculator vVertical'Distribution of Forces Area 1 i Load Type Area 2 Load Type w ATotai S.f. S.f. Ib. S.f. Ft. 1200 Sq Ft: Roof Load Sq. Ft. None ' = 29,262 1200 fp (E/W) psf 1.4 0 0 0.00 None °� r None" 0 0 ' None a ' None _ 0 0 Note: Dead"loads assumethe•weight of partitions, (exterior and interior) of;5-psf at'top level and 10-psf at floor 0 level 0.00 0% vVertical'Distribution of Forces i .' ,. ;Diaphragm Force Distribution Wx Lb. ' Hroof - h (ft) 29,262 h% Ft. 12 wxhx (Ft -Lb.) 351,140.78 %wxhx w s .100% Fx (N/S) Lb. 1,691 Fx (E/W) Lb. 1,691 - Lb. Fp (N/S) Lb. 1691 fp (N/S) Fp (E/W) psf Lb. 1.4 1691 fp (E/W) psf 1.4 0 0 0.00 ,0% 0 , 0 Lb. -0 0.0 0 0.0 s SUM 0 0 0.00 0% "0 0 Lb. 0 0.0 0 0.0 29,262 3.51E+05 1,691 1691 Lb. st V s1 � - Jh �•i' .• , ,l r �• � � 1 t ,F .F,. 1:� .. � • �� .60 'STRUCTURAL AREA NUMBER BLOCK 1 OF.1 Basic wind speed (3 sec gust) = 110 MPH Risk Category II . - , Exposure c i. Roof Pitch = 4.00 :12,' 1 ' Mean Roof Height h = 14.5 ft + 1'.00, T-1.5-1 t _ SCE 7,10 CHAPTER 28;LbWfRISE SIMPLE DIAPHRAGM Height Adjustment factor A = 1.21 Fig 28.6;1 20.99G 15.65H _ +"--19.34G-12.29H -30.21 E "-20.62F . 727.84E -15.91 t .91 F ` 5.35D'�' s -9.65B = 18.4 _ 4 ' 22.61C 15.36C 1 =17.0 r 33.88A s ` 'All forces shown in psf ,f12 . 23.14A 30.0 .` 40 L TRANSVERSE ELEV. LONGITUDINAL ELEV. 23.1 10 %'of least dimension= ' 3.0 ft ,. 11.66 kips 40 % of the eave height = 4.8 ft 17.2 psf c - •0 ft 7.29 k , 4 % of least dimension or 3,ft= 3.O .ft 4- 16.8 psf t r 15.36C --� therefore a = 3.0 ft 40 ft { n Example: ps = A K:tIPS30 All forces shown inpsf 6.0 K,.t = 1.09 71 ' horizontal load at end zone 13130 = 19.1 X 22.61C 3.88A ° Height Adjustment factor A _' 1.21• PLAN VIEW M , ' •. FIGURE 28.6-1; MainWind Force System 23.14psf a MWFRS *r Load `-Direction , If f Horizontal Loads Vertical Loads Roof ' End Zone Interior zone End Zone Interior zone Overhan Angle Wall (A) Roof (B) Wall (C) Roof (D) WW (E) -LW (F) WW (G) LW (H) EoH GoH Transverse 18.4 33.9 -9.7 22.6 -5.3 -30.2 -20.6 -21.0 -15.6 42.4 -33.2 Longitudinal " All 23.1 -12.1 15.4 -7.2 -27.8 -15.9 -19.3 -12.3 -39.0 1 -30.5 roo pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces; respectively. For the design of the longitudinal MWFRS use 6 = 0'. and locate the zone E/F'G/H boundary at the mid -length of the building FIGURE 6-3, COMPONENT AND CLADDING - Roof effective area = 15 sq. ft, 0= 18.4 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 20.08 -26.68 psf'i ' } Wall, Interior Zone 4 = 27.27 -29.62 psf End Zone 2 = 20.08 -39.00 psf `+ End Zone 5 = 27.27 -35.71 psf Conner Zone 3 = 20.08 -51.23 psf Roof Overhang effective area = 6 sq. ft Interior Zone 2 = -51.26 psf End Zone 3 = -72.01 psf ; 2013 CBC EQ 16-12:.D+H+F+(.6W OR .7E) ' 2013 CBC EQ 16-13: D+H+F+•75(•6W)+.75L+.7(Lr ORS OR -R) F - 2013 CBC EQ 16-15: .6D+.6w+H : ' - t • '. .meq; . •. _ . + . 'R OF LEVEL DIAPHRAGM LOADS NORTH -SOUTH,. *. .-' :STRUCTURAL AREA NUMBER BLOCK 1 O F 1� _ Mean f H Rooeight = 14.5 ft . r ' Longitudinal Direction 1to2 .2to3 3to4 ` 4t o5 ..5to6 6to7 - 7to8 • . 40.0 J Total Length �,Shearvvall SpaNn9..lR►;k-•-:�„ 30.0,;.. , 30.0 12.0 1.41 1200.0 • - C'-' •, I•�'. ' - a f .. _ • •, *,;� :. �• : E • - . - - ' ,• r . Total Area 1200.0 Building eome ry, 1-ull Uiaphragm Depth (n)- Net Dia hra m De thft StHeight o Hei ht late to late it Diaphragm Shear f (s SEIS) Diaphragm Area A (so Distance to Center of Uniform Load 20 ,.. - S ; , y ;' - from ori in (it) 1.33 " Diaphragm Aspect Ratio Seismic Lateral Load - v (plf) 28 Wind Data; Height from top plate to roof peak (ft)_� b 12 eig from n o roofp a e Wind /Seismic Comparison W •...... '.. .•^r..�:.^^+,++. .w,..ur..eww.....w,,:..Sw.w.ni.�wF..wwW: ... --_.+- �,. m ni ear p 50 Y0 50 Wind '- �• - eismic Unit Shear p ovem ng Force p ovem ng Force - •- ,- Blocked Diaphragm Deflection Analysis I. Simple Span Beam Deflection ' � .' it v - y _ ,.. ••� '. • .t � •! • i'.. J� j� � • ` '� f�- - , ?' • '� .. it1 n I �. _ • '. .Y Win. s.J� '•y' � - ` Ye .'ROOF LEVEL DIAPHRAGM LOADS EAST -WEST STRUCTURAL AREkNUMBER BLOCK 1:OF T. Transverse Direction A to B B to C C to D D to E E to F F to G Total Length 30.0 30.00 - ' p. • - -. '- "Shearwall Spacing (ft)-,,,, : Building Geometry - • Full Diaphragm Depth ft 40.0 -40.0 12.0 - -" • -ti. _ j .••'- j - Net Dia hra m Depth ft Story Height late to plate ft Diaphragm Shear to (psQ 1.4 1200.0 ' 15 - _ •- • T, •• i - ^�' - - - - Total Area 1200.0 Diaphragm Area A (so Distance to Center of Uniform Load from origin (ft) Diaphragm Aspect Ratio - Uniform Lateral Load - v„ (plo 0.75 21 Wind Data Height from top plate to roof peak (ft) 5 _ Height from Fndt to roof plate (ft) 12 - - Wind I: Seismic Comparison. 4 w • � r Wind Pressure (pig (ASD) - 41 15 - 41 • Wind - - • • • - •� , .• ., - Seismic Force (plo (ASD) Governing Force (pit) - Governing Force I. Simple Span Beam Deflection.. Blocked Diaphragm Deflection Analysis •p ; •� ( Enter Grade of Chord Material STUD •.I f 1VI CT• D • • I Elastic Modolus of Chord - E(psi) 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 - 1.40E+06 - t.40E+06 1.40E+06 1.40E+06 Enter Chord Material. -'. • X j2Y6 (P • • 126 I • Area of Chord - 8L- in' - 8.25 8.25 8.25 - ^ - 8.25 8.25 8.25 8.25 8.25 - 8.25 0.002 6vL 18ab (in) II ShearDeforrnation o Type of Plywood Used •.or. 0 Exterior.". • • Plywood Shearing Modulus - G(psi) Thickness$ Grade Of Plywood 90 000 90,000 90,000 90,000 90,000 90,000 90,000�-90,000 -. 90,000 1/2.Other i� 112.Othe, iwt t/2'Other int/2'Other t� 1/2.01hr .��1/r Other w t/2.011er .V1 Effective Thickness - t (in) 0.298 0.298 0.298 t _ 0.298 0.298 0.298 0.298 #NIA #NIA 0.012 vLJ(4Gt) (in) Ill Nail Slippage and BenEing Size of Common Nail Used Nall Edge Sacin ad Common ; • 6/12 it ad Com mo Bd Common • 8d Common t• ,I ad Common 1 • ad Commont • Bd Com on %• • m -• 6/121 6/12 ',� 6/12 1� 6/12 Jr 6/12 i• 6/12 _ a/12 •� 4/12 J• Load per nail Lb per nail 21 - Seasoned Lumber - • • �' Dly� /Drew Dry/DrJ1P • • 0.188L(e„) (In) 0.027 +' IV..Chord Slippage .: , 4 w • � r R ROOF LEVEL. SHEAR DISTRIBUTIONNORTH-SOUTH = ti ... a `"=STRUCTURAL AREA NUMBER BLOCK I OF 1 - "---"'r...10� Apply n, to walline at this level? �-.I. ❑ FALSE - 2 ❑ FALSE .: ''.3�,. ❑ FALSE s'4.' �. 4.ci'».^ ❑❑ .6 r,. j .«.:.5.«.a. 0 ,,.;7,.,.. ❑ F SE •S- . ❑; FPkSE ��g ~. F E Apply Rho (p) to this. walline? ❑ FALSE .❑ FALSE • ❑y FALSE ❑ t'• r t❑' ,"❑ ❑ „ ` • F :r- Apply Rho (p) to this ❑ y ❑' , ❑ - �5. ❑: rh. . ❑ r w t. 0;+,. ❑ _ ❑ ,a wallin07 'FALSE FALSE - F,, Shear (Lb.) 1,509 1,509 " .y 1:;,, Shear (Lb.) L_ (R) 7- • . - • £F,,,, Shear (Lb.) 1,509 1,509 • r ^ T L_ (ft) ... , - L.,n (ft) 30.0 30.0 r L..0 (ft) .. r ' a , s e LT -1 (ft) v (ply No. of Sides Applied T LTo (ft) -•` ROOF LEVEL SHEAR DISTRIBUTION EAST -WEST v { v (plf) - No. of Sides Applied 1 - 1 _.._ • . ; " _..ter,...- ..�...u. » . t _. 2, NM Shear - £F&,,Shear (Lb.) I£F2,m,,,,,lShear (Lb.) 0 0 �' •,, 0 '0- Apply Cl. to walline at F SE FPkSE ~. F E • Shear Walls • F :r- Apply Rho (p) to this ❑ y ❑' , ❑ - �5. ❑: rh. . ❑ r w t. 0;+,. ❑ _ ❑ ,a wallin07 'FALSE FALSE - .y L_ (R) • . - • • L. (R) - L.,n (ft) r L..0 (ft) .. r ' a , s e LT -1 (ft) v (ply No. of Sides Applied T -•` ROOF LEVEL SHEAR DISTRIBUTION EAST -WEST v { _.._ _..ter,...- ..�...u. » . _ . Apply f1, to walline at ❑ � ❑ , � ❑ ❑ s - ' this level? FALSE J FALSE - • „ - Apply Rho (p) to this ❑ ❑ ❑ ❑ ❑ ❑ ' ❑ ' ❑ walline? FALSE FALSE FALSE • F,,,r Shear (Lb.) 1,659 1,669 4 £Fa,n Shear (Lb.) 1 -'• £F_, Shear (Lb.) 1,659 jL 1,659 - - ' • � - i•r ' L—n(ft) 10.4 , iz.i +.• - La (R) 10.4 Lw,n (R) 10.4- � L'.,o (ft) ^ - LT -1 (R) 31.2 12.2 � v (Plf) 53 f✓ 136El El r; ^ No, of Sides Applied 1 1 a F2.kN Shear (Lb.) _ - EF.. Shear (Lb.) - •` 'r ir:- : _ ,) - EF,mw. Shear (Lb.) • ' .. Apply fl� to walline at ❑ • ❑ ❑ ❑ ❑ ❑ ❑ - ❑ ' ? + this level? FALSE +. FALSE • -. _ - - ' ' . Apply Rho (p) to this - ❑ e ❑ ❑ ❑ ❑ ❑ ❑ ❑ walline? FALSE FALSE - - - L.,u Ift) L. (R) - - - - L.,o Ift) ' • LT_ (ft) 4' 'r - v (Plf) • No. of Sides Applied y.. s 14 1 ROOF.LEVEL WALL ANALYSIS. NORTWSOUTH sSTRUCTURAL AREA NUMBER BLOCKOF 'VW L I 2 3 4` r 5 b • a Lew ttl b IL Lsw tt2 I c Lew tt3 d Law tt4;1 e� 'Lsw .5 P I Lew ttb 9 - . Roof Level Story Height 12 Feet Top No to Floor (Garage is 9') , ' Wall Ht -Width Ratio 3.5 .` :1 Maximum Minimum Shearwall 3.43 Feet. Minimum Length t . 41 inches Minimum Length (garage 31") • . ,-._._ .:.::.. __,. ,,: Wall Line No: 1(ROOF LEVEL)Running ' .. (ft.) Sum Swall .. Absolute Running Sum Value Wall Length - (Lbs.) Fdmax - Lsw #1 30.0 30.0 30.0 b ~ r. Lsw #2 _r C Lsw #3 , i • , . • Lsw #4 , . ` ^.' • Lsw #5 + Lsw#6 ` 9 30.0 +TM ` Total Wall Length 30.0 . Roof vNis= 50 PLF . .. . _ Wall 'VN/.S'= 50 PLF ., Top Plate Splice T Top Plate Splice Lbs. Max of CF or Drag (8) 16-d's OVERTURNING ` Shear Wall Line.1 (ROOF LEVEL) Shortest Shearwall (L,)= 30 LF TYPE OF HOL WN , _ Roof Trib Depth= 3.0 LF See Roof Plan- None Req. ` Overturning Force (FX)= 1509 Lbs. •uWan-LW - CAPACITY= Resisting Force (Fy)= 3329 Lbs: 2/3 Mr + - Overturning Moment (OTM)= 18113 Lbft. OTM = Fx * Wall Height. ' Resisting Moment (RM)= 49936. Lbft _ RM = (FY * LW/2) . r Uplift Force= -1061 Lbs. Uplift Force = (OTM-RM)/LW ` ' Shear Wall Lined (ROOF ' LEVEL) ' Longest Shearwall (LW)= 30.0 LF TYPE OF HOLDOWN E: ,Roof Trib Depth=F 3.0 LF` `See Roof Plan None Req. , Overturning Force (F,)= 1509 Lbs. Lwall•Lw ` - 'CAPACITY= r Resisting Force (Fy)= 3329 Lbs' + 2/3 (br + 1%) Overturning Moment (OTM)= 18113 Lbft OTM = Fx * Wall Height • Resisting Moment (RM)= 49936 Lbft RM = (Fy * LW/2) - Uplift Force= -1061' Lbs. Uplift,Force = (OTM-RM)/L„ ' . � ` 7 . ,....' ' .. ' • t -. a - _ ` r r Roof 'UN/S= 50 PLF Wall 'UNis= 50 PLF Top Plate Splice Top Plate Splice Lbs. Max of CF or Drag (8) 16-d's 12 9 tG 'Shear Wall Line 2 (ROOF LEVEL) Shortest Shearwall (LW) 30.0 LF TYPE OF HOLDO�WN Roof Trib Depth= 3.0 LF See Roof Plan None Req. l Overturning Force (F,)= 1509 Lbs. vWau*LW CAPACITY= Resisting Force (Fy)= 3329 Lbs. 2/3 Mr + DO Overturning Moment (OTM)= 18113 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 49936 Lbft RM = (Fy * LW/2) Uplift Force= -1061 Lbs. Uplift Force = (OTM-RM)/L„, Shear Wall Line 2 (ROOF LEVEL) j Longest Shearwall (LW)= 30.0 LF TYPE OF HOLDOWN Roof Trib Depth= 3.0 LF See Roof Plan None Req. Overturning Force (F.)= 1509 Lbs. owoll * LW CAPACITY= Resisting Force (Fy)= 3329 Lbs. 2/3 (br + DW) Overturning Moment (OTM)= 18113 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 49936 Lbft RM = (Fy * LW/2) Uplift Force= -1061 Lbs. Uplift Force = (OTM-RM)/LW 12 9 tG ` ;_ ,. ., ;;,VV811,;LI[1@;NO::A (KUVk,L•tVtL) ., �:.`: a 122 Lsw #1 10.4 10.4 10.4 -122 122 b 4.4 14.8 10.4 61 61 Lsw #2 10.4 25.2 20.8 -61 61 C 4.4 29.6 20.8 122 122 Lsw #3 10.4 40.0 31.2 d. Lsw #4 e Lsw #5 f Lsw #6 31.2 Total Wall Length 40.0 Roof VE/W= 41 PLF ' Wall VE/W= 53 PLF Top Plate Splice Top Plate Splice 122 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING Sheartwall Line A (ROOF LEVEL) Shortest 5hearwall (LW)= 10.4 LF TYPE OF HOLDOWN Roof Trib Depth= 17.0 LF See Roof Plan None Req. .'. Overturning Force (F,)= 553 Lbs. uwall * Lw CAPACITY= Resisting Force (Fy)= 3036 Lbs. 2/3 (D, + DW) Overturning Moment (OTM)= 6636 Lbft OTM = FX * Wall Height Resisting Moment (RM)= 15786 Lbft RM = (Fy * LW/2) Uplift Force= -880 Lbs. Uplift Force = (OTM-RM)/LW 5hearwall Line ^A (ROOF LEVEL) Longest 5hearwall (LN,)= 10.44 LF _ TYPE OF HOLDOWN Roof Trib Depth= —17-0-7 LF See Roof Plan None Req. - Overturning Force (F,)= 553 Lbs. vwaii. LW CAPACITY= Resisting Force (Fy)= 3036 Lbs. 2/3 (Or + DO Overturning Moment (OTM)= 6636 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 15786 Lbft RM = (Fy * LW/2) Uplift Force= -880 Lbs. Uplift Force = (OTM-RM)/LW a 388 Lsw #1 3.0 3.0 3.0 -284 284 b 16.2 19.2 3.0 388 388 Lsw #2 3.1 22.3 6.1 95 95 c 3.1 25.4 6.1 224 224 Lsw #3 3.1 28.5 9.2 -69 69 d 8.5. 37.0 9.2 284 284 Lsw #4 3.0 40.0 12.2 0 0 e Lsw #5 f Lsw #6 12.2 Total Wall Length 40.0 Roof VE/W: 41 PLF Wall VE/W= 136 PLF Top Plate Splice Top Plate Splice 388 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING Shearwall Line B (ROOF LEVEL) Shortest Shearwall (Lw)= 3 LF TYPE OF HOLDOW_N Roof Trib Depth= 17.0 LF See Roof Plan HDU2 . 4 Overturning Force (F,)= 408 Lbs. owal,.Lw CAPACITY= 3075 LBS Resisting Force (F,)= 876 Lbs. 2/3 (Or + Dw) Overturning Moment (OTM)= 4895 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 1314 Lbft RM = (F,. * Lw/2) Uplift Force= 1194 Lbs. Uplift Force = (OTM-RM)/Lw Shearwall Line B (ROOF LEVEL) Longest Shearwal) (Lw)= 3.1 LF TYPE OF HOEDOWN Roof Trib Depth= 17.0 LF See Roof Plan CDuz Overturning Force (F,)= 422 Lbs. owal, * Lw _ CAPACITY= 3075 LBS Resisting Force (F,)= 905 Lbs. 2/3 (Dr + Dw) Overturning Moment (OTM)= 5059 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 1403 Lbft RM = (F, * Lw/2) Uplift Force= 1179 Lbs. Uplift Force = (OTM-RM)/Lw I.`- 0� t6 15 0_� 16 ROOF LEVEL SHEAR WALL`COWLUSIONS . NORTH - SOUTH E Ftotal " E L„°n Grid Line °oto°I Thickness Nail Spacing Panel Type Nail Size p g Stud Spacing # of Edge Sides v Nailing a0o"' g (lb) (Ft) (ply (in) @ edges (In) Applied (plo (En) 1 1,509 30 50 All other Grades - :V 3/8 W 8d Common 6" ox. �` 1 260 6 16 2 1,509, 30 50 All other Grades V 3/8 8d Common 6" o.c: 16 1 260 6 3 All other Grades 3/8 V,: 8d Common 16 Q - All other Grades . �� 3/8 ' ; r 8d Corn I mon L16 .. 6"oc 5 I. All other Grades 3/8 I T i 8d Common 6" o.c. 16 6 All other Grades V 3/8 j 8d Common v 6" ox. 16 EAllotherGrades �. , 3/8 Bd Common6" ox. �� 16 6 Grades- 3/8 -. 8d Common 6" ox. ;. 16 9 All other Grades v 3/8-i 8d Common 6".o.c. 16 10 All other Grades �`� 3/8 Bd Common �` 6" o.c. �� 16 EAST - WEST _F A 1,659 31.2 53 All other Gra;. ':W' I 3/8 T' 8d � Com 16' o.c. -16 1 260 B 1,659 12.2 136 All other Gra( V I 3/8 8d Common 0 16' o.c. 16 1 6 C All other Grab 3/8 8d Common 6" o.c. 16 260 6 D All other Gra 3/8 Sd Common T16" O -C- 16 E All other Gra' I 3j8 I 8d Common, 16" c, c. 16 , F All other Gra( . I 3/8 8d Common? - 16" O.C. ; v 16 G All other Grai 3/8 v 8d Common 'w 16" O.C. 16 H All other Grams 3/8 • 8d Common 4 16" o.C. All other Gra 3/8 �, 8d Common 6" o.c. v 16 All other Gra! V, 3/8 8d Common * 16" o.C. 16 16 15 0_� 16 Project: Rector Location: Garage Header Read Roof Beam Section Modulus: [2013 California Building Code(2012 NDS)] 110.74 in3 5.25 IN x 11.25 IN x 16.25 FT 20.22 in2 2.0E Parallam - iLevel Trus Joist Moment of Inertia (deflection): Section Adequate By: 43.1%' 622.92 in4 Controlling Factor: Deflection 19848 ft -Ib DEFLECTIONS Center Shear: Live Load 0.40 IN U493 14273 Ib Dead Load 0.36 in plf Total Load 0.76 IN U258 LL = Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS 9 B Roof Dead Load: Live Load 2552 Ib 2552 Ib 15 Dead Load 2334 Ib 2334 Ib Tributary Width: Total Load 4886 Ib 4886 Ib 2 Bearing Length 1.24 in 1.24 in Wall Load: WALL = 0 BEAM DATA Non -Snow Roof Loaded Area: Span Length 16.3 ft 276.3 Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 3651 psi Cd=1.25 CF=1.01 Shear Stress: Fv = 290 psi Fv' = 363 psi Cd=1.25 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 19848 ft -Ib 8.125 ft from left support Created by combining all dead and live loads. Controlling Shear: 4886 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 65.24 in3 110.74 in3 Area (Shear): 20.22 in2 59.06 in2 Moment of Inertia (deflection): 435.36 in4 622.92 in4 Moment: 19848 ft -Ib 33694 ft -Ib Shear: 4886 Ib 14273 Ib SUS Eric D. Ausmus, P.E. LENGTHS vdan NGIYEE, 1NG Ausmus Engineering, I C. / 3115 Johnny Lane psf or Chico, CA 95973 15 psf k Version 9.0.1.4 7/5/2015 6:08:07 PM 16.25 ft Side One: LENGTHS AND LOADS Roof Live Load: LL = 18.5 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 15 ft Side Two: wD_adj = 287 plf Roof Live Load: LL = 18.5 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 276.3 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16.25 ft Beam Self Weight: BSW = 18 plf Beam Uniform Live Load: wL = 314 plf Beam Uniform Dead Load: wD_adj = 287 plf Total Uniform Load: WT = 601 plf �G0_�c0 JOB: Rector H - - - ® M -i COCATIont: Oroville, Ca. p� M iTe lL TRUSS ENGINEERING - 655 Cal Oak Rd. POWER TO PERFORM. P.O. Box 1947 7Industries, Inc. 4_ r Y Oroville Ca.95965 - .7777 Greenback Lane 777 . e ! .• - Suite 109' Phone: (530)534-0300 - Citrus Heights, Ca.95610 Phone: (916)676-1900- w '_,:. - ..:i Fax:(916)676-1909 �► - Fax: (530)534-5269 -;, .... u ,:► LUMBER.` ` -� , " ' - r , ` ► HARDWARE . , ``1 i Y 1 '''� ► t, ` p t ®r�T, . , 1 _ , ► STOCK PLANS. ilk 11\ - W. CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES - ' ► PRE FRAMED WALLS . • ,_ 11y � ' 'n • "_ a -,n - - WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY.` T This Image was created with = WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUNFt€RMiT etlrr -C--O-'uNTY DEVELO MENT SERVICES . REVIEWED FOR CODE COMPLIANCE TIMBER - DATE e - - PRODUCTS TRUSSES REQUIRE EXTREME CARE IN HANDLING } INSPECTION BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS 13trM 105 S.E. 124th AVE. MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICHC®UN TY Vancouver, Wa. 98684 WILL NOT BE CONSIDERED A DEFECT Phone,: (360)449-3840 - - AUG 2 6 2015 ®. Fax:(360)449-3953' DEVELOPMENT - SERVICES .0 � 5 —2b 4 1M rey Rector' 2inecrest Rd. ►le, , Ca. 95966 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Rector_H fax 916/676-1909 Rector H The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R44842766 thru 844842769 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. S�pNq �OTNIQ;y� W 76428 rn. 12131/2016H ST'9J IN. --- July 1,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-s'Ixteenths. 6-4-8 dimensions shown in ff4n.-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss 1. Additional stability bracing for inns system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1/i 6 2. Truss Individual must be lateral bracned by an eineer. For themselves T i i 1 2 3 TOP CHORDS C1-2 caa r widetrussspacing s may require bracing, or altemative T, I, or Eliminator bracing should be coruidered. WEBS 4 3. Never exceed the design loading shown and never p 4y stack materials on inadequately braced trusses. O �• ; �i� 14 01: 4. Provide copies of this tens design to the bullding For 4 x 2 orientation, locate a O= designer, erection supervisor, property owner and plates 0 -'Aa' from outside n +' u U all other interested parties. edge Of truss. Q 5. Cut members to bear tightly against each other. cra BOTTOM CHORDS 6. Place plates on each face of inns at each This symbol indicates the8 7 6' S Cationsnd embed fully. Knots and wane at joint locby 1. required direction of slots in are regulated ANSI/FPI connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location detalls available In MRek 20/20 software Or Upon r@Qu@if. 8. Unless otherwlse noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design isnot applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and ls the perpendicular 4 x 4 width measured a responsibility of inns fabricator. General practice ls to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shaft be of the species and size, and In all respects, equal io or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing Indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 0 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: - - — -- ANSI/TPI l : National Design Specification for Metal 19. Review ap portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and �cfficie before use. Reviewing pictures alone is not suffiaent. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER ro PERFORAill.'• ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MIl-7473 rev. 10208 Job Truss Truss Type Oty Ply Rector H Plates Increase 1.25 TC 0.21 TCDL 10.0 844842766 RECTOR -H AID GABLE 2 1 YES WB 0.03 BCDL 10.0 Code IBC2012/TP12007 (Matrix) ob Re ere ce o t'o al ••- •--... --..--•--•- r.s inuusnes, inc. vveo u ur m:us:oo zuro rage i ID:C2UXYVjCcrB9FfA01yZIONzON66-E cORthcllercKl4KctObgSAIIFWXs00YTerX7zONBo -2-60 15.0-0 30.0.0 32-0.0 2-60 15.0-0 ' - 15-60 z^ Scale = 1:55.9 4.00 12 3x4 = - 11 12 13 14 3x4 = 45 44 43 42 41 40 39 ..38 37 36 •35 34 33 32 31 30 29 28 27 26 3x4 = 3x4 = LOADING (psf) SPACING 2-60 CSI TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 10.0 Lumber Increase 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 OTHERS 2x4 OF No.2 DEFL in (loc) I/deft , Ud PLATES GRIP Vert(LL) -0.02 25 n/r 120 MT20 220/195 Vert(TL) -0.03 25 n/r 90 Horz(TL) 0.00 24 n/a n/a Weight: 158 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer alialign e REACTIONS All bearings 30-0-0. (lb) - Max Horz 2=65(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 36, 34, 45, 44, 43, 42, 41; 40, 39,'38, 37, 33, 32, 31, 30, 29, 4 28, 27, 26 except 2=120(LC 8), 24=-117(LC 8) Max Grav All reactions 2501b or less atjoint(s) 13, 36, 34, 45, 44, 43, 42, 41, 40, 39, 38, 37, 33, 32, 31, 30, 29, 28, 27, 26 except 2=267(LC 17), 24=277(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 36, 34, 45, 44, 43, 42, 41, 40, 39, 38, 37, 33, 32, 31, 30, 29, 28, 27, 26 except (jt=lb) 2=120, 24=117. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Y V 51A d 4pF ESSIp� L 76428- z v 70 EXP, 12/31/2016 ii./ July 1.2015 I& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02114112015 BEFORE USE. Design valid for use only with MOek connectors. This design Is based only upon parameters shown, and is for an individual building component. pnel Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown1 Vis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building des-.gner. Forgeneral guidance regarding fobricollon, quality control, storage, delivery• erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/a Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for tnra system, e.g. and fully embed teeth. diagonal or x -tracing, is always required. See BCSI. Q lh 2 must be al braceineer. For btnraispacing, themselves 6 1 2 3 laterned wideTruss Individual s may require bracing, or oftemative T, I, or Eliminator - --IF TOP CHORDS bracing should be caruidered. T ci -2 cza WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O X;3 a 4. Provide copies of this inns design to the bullding For 4 x 2 orientation, locate U f a deli ner, erection supervisor, property owner and interested plates 0 -'Ag' from outside a- +' u U all other parties. edge of truss. p 5. Cut members to bear tightly against each other. c7 BOTTOM CHORDS 6. Place plates on each face of inns at each This symbol indicates the8 6 5 t and embed furry. Knots and wane at joint Cations by ANSI/TPI 1. required direction of slots in are regulated connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSVIPI 1. Plate location detalis available In MfTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. unless e� expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and h the width measured perpendicular 4 4 responsibility of tnra fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32,96-67, ER -3907,9432A 14. Bottom chards require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated olherwlse. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ - - -- - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. ® acfficie before use. Reviewing pictures alone and � is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r o PERFORM." ANSIM 1 Quality Criteria. Installing & Bracing of Metal Plate ` Connected Wood Trusses. MTek Engineering Reference Sheet: M11--7473 rev. 10'08 " , 0 Job Truss Truss Type Qty Ply LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defi Ud PLATES GRIP FReHR44842767 RECTOR_H All COMMON 19Reference TCDL 10.0 Lumber Increase 1.25 BC 0.71 1/ert(TL) -0.44 8-9 >803 240 BCLL 0.0 ' Rep Stress Incr YES (optional ..-. ....... _._...._.-.. _____ ,...,...—ww,v �.�� o�vwvn,��.n. �„�. ..w—v, m.vv.v, cvis ray., ID:C2UXYVjCcrB9FfA01 yZIONzONB6-28_hhxlNLlP_KFUEgI_Or5L4Aj8yLO5uxP591fzON8i -2-0-0 7-10-14 - 150.0 22-1.2 300 32-0.0 2-0.0 7-10.14 7-1-2 7-1-2 7-10.14 20.0 - Scale = 1:55.9 4:00 12 4x5 4 3x5 = — _ . v 3x5 = 1.5x4 II 5x8 = 1.5x4 II 7-10-14i 150-0 i 22-1-2 I 30.0.0 7-10-14 7-1-2 7-1-2 ,1 7-10.14 Plate Offsets (X.Y): 13:0-3-0,Edgel. 15:0-3-O,Edgel, 19:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.16 9 >999 360- MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.71 1/ert(TL) -0.44 8-9 >803 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.14 6 n/t3 n/a BCDL 10.0. Code IBC2012rrP12007 (Matrix) Weight: 122 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT'CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation e REACTIONS (Ib/size) 2=1317/0-3-8 (min. 0-1-8),6=1317/0-3-8 (min. 0-1-8) Max Horz 2=65(LC 6) { 1 . Max Uplift2=263(LC 8), 6=-263(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2862/421, 3-4=1952/336, 4-5=1952/336, 5-6=2862/421 BOT CHORD 2-10=-320/2638, 9-10=322/2632, 8-9=322/2632, 6-8=-320/2638 WEBS 4-9=-63/788, 5-9=939/165, 5-8=0/319, 3-9=939/165, 3-10=0/319 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=263, 6=263. - 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSlrfPI 1. ESS LOAD CASE(S) Standard QRO �fi (�T WO �l �•� ,i? �; 76428, 0 PIP EXP, 12/31(2016 m - Y July 1,2015 14 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 07/10/2015 BEFORE USE. Design valid for use only vAth Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown • Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312,. Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft41n-siixteenihs. 6-4-8 dimensions shown in ft4n-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss 1. Additional stablW bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, h always required. See BCSL 2 Truss bispmust be designed y ineer. For an cess themselves T T 2 3 TOP CHORDS ci•s cza widetnrapacing, d duuallateralbra may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBSNc_ 3. Never exceed the design looding•shown and never 0 stack materials on inadequately traced trusses. O • 14 M 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate UO designer. erection supervisor, property owner and interested plates 0-'nd' from outside a U all other parties. edge of truss. 0 5. Cut members to bear tightly against each other. c BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the8 7 6 5 1oint and embed fully. Knots and wane at joint 1. required direction of slots in locations are regulated by ANSI/TPI connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details avallable In MITek 20/20 software Of upon �@qU@sf. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design isnot applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shag be at the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiing is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 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. Industry Standards' -- — ANSI/TPi l : National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM- ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate I Connected Wood Trusses. MTek Engineering Reference Sheet: MI1-7473 rev. 14•'08 Job Truss Truss Type Qty PlyRector H CSI DEFL- in (loc) I/deft Ud PLATES GRIP 844842768 RECTOR -H B10 GABLE - � 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.05 Job Beferenceo t'o a .-..._.. _._...._. -.. _____ - ..•.ou a ew c.1u m nu en nmusnes, m uvea - u r ra:un:ua euro rage t ID:C2UXYVjCcrB9FfAO1 yZIONzON86-xvDCXlouO5vQpso?vi3M?xWIEKgYHOrUs13NuQzON8e -2-0.0 I 2.0.0 4-0-06-0-0 2.0-0 - 2.0-0 2-0.0 2-0.0 'Scale= 1:15.6 4% .� .e . 4x4 = ' 3 4.00 12 1 la ' '-o4-0-0 - 4 ' 20 2 -0 -0 - LOADING (psf) SPACING 2-0-0 CSI DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert,(LL) -0.03 5 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.05 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a 'n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) 'Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 "; TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing Fbe Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) • 2=252/4-0-0 (min. 0-1-8), 4=252/4-0-0 (min. 0-1-8), 6=57/4-0-0 (min. 0-1-8) Max Horz 2=20(LC 5) Max Uplift2-l30(LC 8), 4=-130(LC 8) I Max Grav 2=253(LC 17), 4=253(LC 18),- 6=102(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=130, 4=130. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. LOAD CASE(S) Standard ' u �4ROFESS/pN N►p y <�41-- P L 76428 z m Of o z * EXP, 12131/2016_ July 1,2015 WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown. Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteen 11 1 6-4-8 dimensions shown in ft4ri-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss 1. Additional stability bracing for truss system• e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 2. Taus bracing must be designed by an engineer. For 16 1 2 3 TOP CHORDS wide tnra spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator should be considered. i i C1-2 Czabracing WEBS 4 3. Never exceed the design loading shown and never In �, stack materials on inadequately braced trusses. O �• ; �r� ; W O 4. Provide copies of this taus design to the building For 4 x 2 orientation, locate= u V designer, erection supervisor, property owner and interested OJIN plates 0 -'ns' from outside n0 a0 other parties. edge Of fnJSS. a0 5. Cut members to bear tightly against each other. cr BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint 1. required direction of slots in locations are regulated by ANSI/TPI connector plates. 7. Design assumes tenses will be suitably protected from the environment In accord with ANSVTPI 1. ' Plate location details available In MITek 20/20 SOflWaf@ Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. '9. Unless e�u expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibi lity of tens fabricator. General practice is to 10 slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shag be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Isinstalled, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 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. Industry Standards: _ — ANSI/TPI1: National Design Specification for Metal 19. Review oil portions of this design (front, back, words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. k M Ile ® and pictures) before use. Reviewing pictures alone Is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORA�'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII 7473 rev. 14'08 Job Truss Truss Type aty Ply Rector H TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 2 >999 360 Rd4842769 RECTOR H B11 COMMON - 2 1 r 1.5x4 •_ - > 2x4 = • , t WB 0.02 • 4 n/a n/a ob Ba ere ce o Co a .....--.--.--...-. --.. --•�•- ,..uu a uucu cu i� nn i cn umumnes, um. uvea um u � m:uc:w a w rage i ID:C2UXYVjCcrB9FfA01yZIONzONB6-P5nake' WZP1HRONBTOabY922Sk0i0rwe4hpwOszON8d I -2-0-0 2.40 4-0-0 } 6-0-0 2-0.0 2.10 2-0.0 2-0.0 y Scale = 1:15.6 Y 4.00 12 - •r ---T---- . . LOADING (psf) SPACING 2-D-0 CSI - DEFL in (loc) I/defl • Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 2 >999 360 MT20 220/195 x4 = 6 BC 0.04 5 la r 1.5x4 •_ - > 2x4 = • , t WB 0.02 • 4 n/a n/a i Code IBC2012/TPI2007 (Matrix) FES r � ' LOADING (psf) SPACING 2-D-0 CSI - DEFL in (loc) I/defl • Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) FES Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 ,? v 764282 Tn TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF No.2 * BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing t , y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I.7473 rev. 02/18(1015 BEFORE USE. be installed during truss erection, in accordance with Stabilizer Design valid for use only vdth MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability -S+ of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Installation guide. REACTIONS (Ib/size) .2=277/0-3-8 (min. 0-1-8),4=277/0-3-8 (min. 0-1-8) - Max Horz 2=20(LC 4) 7777 Greenback Lane Suite 109 Max Uplift2-100([_C 8), 4=-100(LC 8) Max Grav 2=283(LC 17), 4=283(LC 18) , I FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. r NOTES r i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4R; Cat. It;, Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=100, 4=100. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard FES ,? v 764282 Tn ' q !� EXP, 12/3112016 * s clvl\ \P July 1,2015 t , y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I.7473 rev. 02/18(1015 BEFORE USE. Design valid for use only vdth MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability -S+ of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. - 7777 Greenback Lane Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scole) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, Is alwcys required. See SCSI. 0 . Truss must be For 2'f/16 be� 1 2 3 braceineer. latned wide trussspall g. Individual s themselves may require bracing, or alternative T, I, or Eliminator T - TOP CHORDS bracing should be considered. T i C1-2 1:2a WEBS 4 3. Never exceed the design loading shown and never p 4Y stack materials on Inadequately braced trusses. O ; 4. Provide copies of the truss design to the building For 4 x 2 orientation, locate U i O= designer• erection supervisor, property owner and plates 0 -'Al' from outside (- v U all other interested parties. edge of truss. a0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6' 5 (oint and embed fully. Knots and wane at joint required direction of slots in ocatlons are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. Plate location deta(Is available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time. of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber Is a non-structural consideration and a the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibi lity of tura fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT -CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and . In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or puffins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek@) All Riqhts Reserved 15. Connections not shown are the responsibility of others. 16. Do not cui or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 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. Industry Standards: -- - ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front: back, words pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.and ® Is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M%-7473 rev. 10208 USMUS n MM+ MM 1;1'tFRI�C Civil Engineering & Design 3115 Johnny Lane Chico, CA 95973 PH: (530) 521-2648 ericausmus@gmail.com Memorandaum August 19, 2015 To: County of Butte Community Development Building Division 7 County Center Drive Subject: Rector Garage 2705 Pinecrest Road Oroville, CA 95996 Plan Check No.: 15-01837 Building Official, y Please allow this letter to serve as agreement to allow a reduction in plate height for the subject garage from 12 feet to 10 feet (or less). No changes to the engineering calcs are necessary for this revision. , Please feel free to contact me should you have any questions or concerns, Eric D. Ausmus, P.E. ` Ausmus Engineering (530) 521-2648, - BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY AUG 2 6 2015 DEVELOPMENT Page l of 1- SERVICES ' F �a Butte County Department of Development Services TIM SNELLINW, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 638-7601 Telephone (630) 638-2140 Facsimile www.buttecounty noVdds www.butte eneralpI n net ADMINISTRATION • BUILDING " PLANNING A/S"- MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the ralny season (October 15 through April 16) and may. be required at other times based on weather and site i conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based onsite conditions. • Stabifizsd entry. Provide minimum 3" to.6' fractured rook 50' long x 15' wide by 6" -deep over construction. grade fabric. All soils tracked onto paved roadways must be* cleaned upon a daffy basis. When streets are wet or during a rein event there shall be no tracking of soils onto.the street. • Wattles installed properly behind curb or sidewalks. • Rode Bags (minimufn.2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain Inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils In the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silf run 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 filets. 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 eta 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 offof the paved streets. • After Installation of the above Items is completes maintenance program needs to be developed to Insure the continued effectiveness of your BMP's. K:IBUILDING12011\Approved formslR:es Green Bldg. formARrosion & Sediment Control Measures.doc foo- v ci W C D .p•) R e�j C:0 Z go -mu • � I 0°Irn ro MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 o N o .m . 0.09 Jr M G o � � oa J < o m 8 a v w c 3 o^ m_ io E c � 0. � o m N 0 v: n m o. ly 0 o ,.4¢ se ti foo- v ci W C D .p•) R e�j C:0 Z go -mu • � I 0°Irn ro Butte County Building Department 0[vElOswr�I 1trvlC[f California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs t ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE O) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 o N o .m . 0.09 Jr M G o � � Butte County Building Department 0[vElOswr�I 1trvlC[f California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs t ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE O) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one). O Carpet and Rug Institute's Green Label O California Department of Public Health Standard Practice for the testing of VOCs O NSF/ANSI140 at the Gold Level O Scientific Certifications Systems Indoor Advantage r� Gold O No carpet installed on this project I certify that the Information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Prird name See other side of page for VOC limits Signature Date I rid �T - _ - -- _ _ _ - - --_ [N N R ..N6 CO_NSTRUdTION IN' C 0— EASEMENTS E_N 'Seb att�ch6d- Minimbmi�iirosion.contrbl drid... �EASEIVIENTSI TIONS OF ST — ------ E OUT. �Ie4 �.'ALL PjyRjj6NS OF ST'RUCTURE'TO B ... ... for WT INCLU -controls projects disturbing: less bINGTOOTINOS, .-sediment 62 4, 3 OF EASEMENT-INCI-V FbUNDAT16N$, WALLS, EAVES'AND ROOF. than -one acr6-'- BUTTE fa COUNTY AUG 26 2015 DEVELOPMENT SERVICES- A