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RETAINING WALL FOUNDATION N.T.S. 6' CONCRETE STEM WALL 3 #4's 2 48' ❑.C. #4's 2 16' O,C H❑RIZ,, EXIST'G 6' SLAB 6' IN. FINISH GRADE SEAL PRI❑R T❑ BACKFILL �OCj 36' q� U 4'0 PERF, PIPE DRILL L EPDXY / 's a 48' O.C. #4's 2 48' O.CJ MIN, EMBD, �'Q\jVx c ,l. ----- ---- -- ., ONREVISION: BP#&7-0377 pp Date 4111 07 FILE COPY�r��� NOTES: Concrete=2500 psi @ 28 days (minimum) Rebar Grade 40 (40,000 psi) minimum. JIM PURSELL ° j6�05 PROJECT: FRONK GARAGE Civil Engineer, R.C.E. 60924 NO SCALE 124 Bobcat Saddle, 2360 Baldwin Avenue, Suite B, Oroville, CA 95966 Oroville, CA 95966 MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-2131 CANTILEVERED RETAINING WALL DESIGN - j=r�o1�1� GAR11G� I[ALL E FOOTING DATA VERTICAL LOADS LATEM LOADS Retained Height = 3.00 ft Axial DL on Stem = 200 plf Lateral Laid Acting on Wall Ht. above Soil = 0.50 ft Axial DL on Stem = 20 plf Stem Above Soil = 0.00 psf Toe Width = 0.50 ft .. Iccentricity = 0.00 in Add'1 Lateral Load - 0.00 if Heel Width = 1.00 ft Surcharge over Toe _ 0.0 psf Dist to Load Start = 0.00 t Total Footing Width = 1.50 ft Surcharge over Heel = 0.0 psf Dist to Load End - 0.00 ft Footing Thickness = 6.00 in Key Depth - 6.00 in Key Width _ 12.00 in SOIL DATA MCINT FOOTING Toe to Key Dist. = 0.50 ft Allowable searing = 1500 psf Vertical Load = 0.0 # SLIDING CHICI Active Lateral = 30.0 pcf Load Iccentricity = 0.00 in Ftq/Soil Friction = 0.35 .....Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect - 0.00 in Slope Press. = 0.0 pcf- Ftg. CL to will 0.00 ft Lateral Pressure = 184 # lackfill Slope = 0.0 :1 Vert. Position of Ftg. - Passive Pressure = 100 I Passive Press. = 200.0 pcf ...Above/Below: [+/-] = 0.0 ft - Friction - 285 I Soil Density = 110.0 pcf Spread Footing ? No Add'1 Force Required = 0.0 # Soil Ht over Toe = 0.00 in SMIARY FOOTM DESIGN Pressure I Toe = 856.7 psf Soil Press. Mult. Toe Heel f'c = 2500 psi Pressure 2 Heel = 256.7 psf Ey ACI Eq 9-1 = 1205 361 F 40000 psi Allowable Press. = 1500 psf Mu -Upward = 139 57 ft-# Min. As Percent = 0.0015 Ecc. of resultant = 1.62 in Mu -Downward = 13 71 ft-# Omit SP Under Heel ? No Max. Shear I Toe = 1.41 psi Mu -Design = 126 -14 ft-# Toe Heel Max. Shear I Heel = -1.06 psi One -Way Shear: # 4 0 48.00 48.00 in o/c Allow. Ftg Shear = 15.00 psi Actual - 8.4 1.1 psi # 5 0 48.00 48.00 in o/c Factors of Safety: Allowable = 85.0 85.0 psi # :6 l 48.00 48.00 in o/c Overturning = 3.33 :1 Cover over Rebar = 3.25 3.25 in '1 : 7 0 48.00 48.00 in o/c Sliding = 2.10 :1 'd' = 2.75 2.75 in # : 8 1 48.00 40.00 in o/c Ru = Mu/bd"2 = 11.5 2.1 psi # :9 ! 48.00 48.00 in o/c SMUT OF FORCIS I MOM 1 Overturning Moments Resisting Moments Origin of Force... I ft ft -1 # ft ft -1 Active Soil Press. = 183.8 1.17 214.4 0 0 0 Soil over Heel = 0 0 0 165.0 1.25 206.3 Soil over Toe - -3.1 0.17 -0.6 0.0 0.00 0.0 Sloped Soil 0 Heel = 0 0 0 0.0 0.00 0.0 Adjacent Ftg. Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe = 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 200.0 0.75 150.0 Load I Proj. Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. - 0 0 0 262.5 0.75 196.9 Added Lateral Load - 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 112.5 0.75 84.4 _ Key Weight _ Vertical Component 0 0 0 75.0 1.00 75.0 of Active Pressure = 0 0 0 0.0 0.00 0.0 Totals = 180.0 I 213.1 ft -1 815.0 # 712.5 ft -1 Resisting Totals Used For Soil Pressure 815.0 I 712.5 ft -1 (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4C1 fel 1983-96 VWCALC MICHUL MOONEY. KW -0601576 N1 MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-2131 CANTILEVERED RETAINING WALL DESIGN Decerra (.....continued) ST1�! SOMMIlRI Top Stem: From 3.00 ft to Top of Will 6.00in Concrete w/ 14 ! 24.00in, d= 3.00in f'c= 2500.Opsi, FFryy= 40000.Opsi Will Wt.=75.00ppsf, Dar Embed= 12.Oin Mu = 0.0 <= Mu = 876.4ft-# Vu = 0.00 <= Vn = 85.00psi Interaction Value = 0.000 Second Stem From 2.00ft to 3.00ft 6.00in Concrete w/ # 4 ! 24.00in, d= 3.00in f 1 c= 2500.Opsi,FFyy= 40000.Opsi Will Wt.= 75.00psf, Dar Embed= 12.Oin Mu = 1.5 <= Ma = 876.4ft-# Vu = 0.40 <= Vn = 15.00psi Interaction Value = 0.010 Third Stem From 1.00ft to 2.00ft 6.00in Concrete w/ # 4 ! 24.00in, d= 3.00in f'c= 2500.0psi,Fy= 40000.Opsi Will Wt.= 75.00psf,. Dar Embed= 12.Oin Mu = 68.0 <= Mn = 116.4ft-# Vu = 2.17 <= Va = 85.00ppsi Interaction Value = 0.078 Fourth Stem From 0.50ft to 1.00ft 6.00in Concrete w/ # 4 ! 24.00in, d= 3.00in f'c= 2500.Opsi, Ty= 40000.Opsi i" CONC. 4 e 24- Ver _,(0r;,!!Sri r HEEL (top) . 46' ko�jg S.C. M TOE (bet):* 95 ey O.c. " 4 HOR12. AS SHOWN c 1. u - Will Wt.= 75.00psf, Dar Embed= 12.Oin Mu = 132.1 <= Mn = 876.4ft-# Vu = 3.59 <= Va = 85.00si Interaction Value = 0.15 Bottom Stem From O.00ft to 0.50ft C00in Concrete w/ # 4 ! 24.00in, d= 3.00in f'c= 2500.0psi,Fy 40000.Opsi Will Wt.= 75.00psf, Bar Imbed= 6.0in Mu = 229.5 <= Mn = 176.4ft-# Vu = 5.36 <= Vn = 85.00pppsi Interaction Value = 0.26$ VI Irl frl 1011.04 wuprItr MT(VITT. "MTV [W UM76 i Ify� i" CONC. 4 e 24- Ver _,(0r;,!!Sri r HEEL (top) . 46' ko�jg S.C. M TOE (bet):* 95 ey O.c. " 4 HOR12. AS SHOWN c 1. u - Will Wt.= 75.00psf, Dar Embed= 12.Oin Mu = 132.1 <= Mn = 876.4ft-# Vu = 3.59 <= Va = 85.00si Interaction Value = 0.15 Bottom Stem From O.00ft to 0.50ft C00in Concrete w/ # 4 ! 24.00in, d= 3.00in f'c= 2500.0psi,Fy 40000.Opsi Will Wt.= 75.00psf, Bar Imbed= 6.0in Mu = 229.5 <= Mn = 176.4ft-# Vu = 5.36 <= Vn = 85.00pppsi Interaction Value = 0.26$ VI Irl frl 1011.04 wuprItr MT(VITT. "MTV [W UM76 ; i II JIM PURSELL, P.E. 2360 BALOWIN AVE. CALIFORNIA LIC. 60924 ❑ROVILLE, CA 95966 WASHINGTON Llc. 38121 PH. (530) 533-2131 FAX (530) 534-0902 February 17, 2007 �� Butte County�� ��� �► �, N J I Development Services Dept. Building Division,�3�L. r 7 County Center Dr. APP 0Nr m f e7 Oroville, CA 95965 / RE: Truss Design, Garage for Fronk at 124 Bobcat Trail, Oroville, Contractor: Dennis Norton Dear Sirs: I have reviewed the. truss designs for this project. They have been checked for conformance with the lateral design of the structure. Truss AF is the only one receiving a substantial drag load of 2668 lb. However, upon reviewing the construction design, the truss will be more than adequate as designed. in my professional opinion. My review also includes identifying and locating loads in excess of 3000 pounds. Structural and foundation elements have been revised to reflect a maximum soil bearing pressure of 1500 pounds per square foot. Beams, headers; and footings are in conformance per plan (by inspection), thus no need for a gravity analysis. Thank you for your consideration. IS IpN Sincerely, /%► ,i NO C 1092 tZ/3 4pursell, P.E. F il- of cOk,�+�°�� i 1 Ii I Jim Pursell Page #1 Civil Engineer Date: 17 -Feb -07 RCE 60924 Job Number: 107-02-13 Job Name: Jack do Jane Fronk Location: 124 Bobcat Trail, Oroville Contractor: Dennis Norton Analysis: 2001 CBC Dead Loads Live Loads Roof: Comp. Shingle 6.0 - 1/2" O.S.B. 1.5 Framing 5.0 Insulation 1.0 1/2" Gypsum 2.5 16.0 psf. 16 psf. pFES �p ,pM P Wall: Horiz. Siding 2.5 3/1" O.S.B. 1.5 Framing 2.5 ti NG C $0924 r �� 1/2" Gypsum 2.5 1 t Insulation 1.010.0 psf :F �F .Va L�Ffl��\P Floor: Concrete 50.0 50.0 psf. 40 psf. I i Lateral Loads Wind: P=C.C,,gl where Exposure G Ce= 1:06 @ 15 feet Cq= 0.3" in/0.9 out windward roof q= 14.5 psf @ 75 mph 1.13 @ 20'feet 0.7 out leeward roof I= 1 1.19 @ 25 feet 0.8 in windward wall 1.23 @ 30 feet 0.5 out leeward wall Seismic: V=2.5C„IW/1.4R where Ca 0.33 I= 1 R= 5.5/4.5 Soil Bearing Lateral Sliding Lateral Bearing 1500 psf Coeff.=0.35 200 psf/!t. I I l � Fronk Garage j Page 2 Lateral Analysis WallAO Improtance Factor 1= 1 Wind Seismic Roof Weight: Roof: Windward Leeward q I P Pitch = Rise:Run Pitch Factor (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) 1 6 : 12 = 1.12 . P(30)= 1.23 0.3 0 0.7 0 14.5 1 = 0 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) 'P(25)= 1.19 0.3 0 0.7 0 14.5 1 = 0 1.12 x 338 x 16 = 6046 P(20)_ 1.13 0.3 0 0.7 0 14.5 1 = 0 P(15)- 1.06 0.3 65 0.7 65 14.5 1 = 999 Ext. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) Lap Siding 100 x 10 = 1000 Wall: Windward Leeward q I P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Ca = 0.36 Total Wt.(Ib) P(30)= 1.23 0.8 0 0.5 0 14.5 1 = 0 R = 5.5 W = . 7046 P(25)= 1.19 0.8 0 0.5 0 14.5 1 = 0 Wood P(20)= 1.13 0.8 0 0.5 0 14.5 1 = 0 Base Shear (lb)` P(15)= 1.06 0.8 50 0.5 50 14.5 1 = 999 V = (2.5 x Ca x I x W)/(1.4 x R) = 824 P (Total) :/1 998 Wind GOVERNS Wall BO Wind Seismic Roof Weight: j Roof. Windward Leeward q I P Pitch = Rise:Run Pitch Factor (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) 6: 12 = 1.12 P(30)= 1.23 0.3 0 0.7 0 14.5 1 0 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(Ib) P(25)= 1.19 0.3 0 0.7 0 14.5 1 = 0 1.12 x 412 x 16 = 7370 P(20)= 1.13 0.3 0 0.7 0 14.5 1 = 0 P(15)= 1.06 0.3 80 0.7 80 14.5 1 = 1230 Ext. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) Lap Siding 144 x 10 = 1440 Wall: Windward Leeward q I P (Coef.) (Coef.x A + Coef. x A) (@75) (lbs) Ca = 0.36 Total Wt.(Ib) P(30)= 1.23 0.8 0 0.5 0 14.5 1 = 0 R = 5.5 W = .8810 P(25)= 1.19 0.8 0 0.5 0 14.5 1 = 0 Wood P(20)= 1.13 0.8 0 0.5 0 14.5 1 = 0 Base Shear (lb) P(15)= 1.06 0.8 72 0.5 72 14.5 1 = 1439 V = (2.5 x Ca x I x W)/(1.4 x R) = 1030 P (Total) 2668 I I Wind GOVERNS _I Fllz�6oj �41 S, Zqlz�, kA la- tJtsrG N tl�� 3 5-j s <:::) Srb. v,�_-PAc-,(VQ :::-5 r 0 /iin�f,L_ LJNI�' s, P14, (7- 6 E; v:E.r- is32-„ APSc -� G_�. t3_ w� 8c Gni-A.v(`j�_.p gCj,x ^J 11 c� Fr�oM ASL7177^/G t'ANP-Zs -/t:) 6�. l J/Scr 7'0 S/LL- A naC f`1 v,/fiG TRUSS SCHEDULE Tails RM Description ' ®' ®' DUAL PITCH ®' ®' MIMM" PrOjOCt: Fronk Garage COun : Butte Co. Contractor: Endeavor Homes Date February 19, 2007 Roof: Comp. Plan: 24 x 32 Snow: 0 Drawn By: MT Tail Cut: Plumb MiTek POWER TO PERFORM.' Re: fronk Fronk Garage MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R24405141 thru R24405145 My license renewal date for the state of California is March 31, 2007. ' February 21,2007 Tingey, Palmer 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-2002 Chapter 2. er Truss Truss Type Qty Ply Frank Garage P" j1.1 FINK 1 1 R24405145 Vert(LL) -0.02 15 n/r 120 Job Reference *lienal •„ ...... wi f ". • mw,,. 1 ww. e.2UU f JUI 13 2UUb MI1 eU Industries, Inc. Wee 1`811121 11:24:032007 page 1 2-0-0 8.0-0 8.0-0 3x4 = 4x4 4x4 2.0.0 Scale - 1:32.4 I1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.02 15 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 6C 0.06 Vert(TL) -0.03 15 n/r 30 SCLL 0.0 Rep Stress Incr YES Will 0.02 Horz(TL) 0.00 14 n/a n/a NCDL 10.0 Code UDC97/ANS195 (Matrix) Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.I&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. SOT CHORD 2 X 4 DF No.1&Btr SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDS 2 X 4 OF Std G OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=237/16-0-0, 14=237/16-0.0, 21=70/16-0-0, 20=23/16-0-0, 25=109/16-0-0, 24=96/16-0-0, 23=99/16-0.0, 22=68/16-0-0, 13=64/16-0-0, 18-99116-0-0, 17296/16-0-0, 16=103/16-0-0, 27=53/16-0-0 Max Horz 2=31 (load case 4) Max Uplift2-73(load case 5), 14-73(lead case 5), 24-26(load case 4), 22=-1(load case 4), 19=-1(load case 3), 17=26(load case 5) Max Grav2=237(lead case 1), 14=237(load case 1), 21a70(lead case 1), 20=46(lead case 2), 25=130(lead case 2), 24=36(lo2d case 1), 23=33(lead case 6), 22-6111(lead case 6), 19=65(load case 7), 18=33(lo2d case 7),17=96(102d case 1), 16=130(lead ase 2), 27-53(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45,2-3=-45/34,3-4=-23/38,4-5-20/51, 5-6-22/61, 6-7-114/66,74-39/114,1111-9=40/113, 3-10=-12/66, 10-11=-22/53, 11-12-20/44,12-13-23/26,13-14=-45/20,14-15=0/45 NOT CHORD 2-25=0/50, 24-25=0/50, 23-24=0/50, 22-23=0/50, 21-22=0/50, 20-21=0/43, 13.20=0/50, 18-19=0/50,17-18=0/50,16-17=0/50 ,14-16=0/50 WENS 21-26-47/0,7-26=-47/0,20-27=0/0, 9-27-6310,3-25-90/6,4-24--64/24, 5-23-72/19,6-22-5219,10-19=-48/9, 11-18-73/18,12-17=-64/24,13-16=-90/5,7-9=0/54,26-27-0/0 NOTES 1) Unbalanced reef live loads have been considered for this design. �QFE$$/0 2) This truss has been designed for the wind leads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead lead OQ and 6.0 psf bottom chord dead load, 100 mi from hurricane ecaanline, on an occupancy category I, condition I enclosed building, of �� �� S. dimensions 45 It by 24 R with exposure D ASCE 7-93 par UDC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If N y porches exist, they are net exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 CO 3) Truss designed for wind bads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable fn End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. C 433 4) All plates are 1.5x4 MT20 unless otherwise Indicated. m. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. * 1"07 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any ether live leads. 8) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 February 21,2007 WARN= - 7 -ft design paranwear t and AMD moraa our rife AIM MCUMM blown AZrsaslvea reGs AN T4r3 R&MRa oaa. Iff Design valid far use any with Mtrek cennecten. Thk design Is rased only upon parameters shown, and Is far an Individual bulkting component. Applicability of design paromenters and proper Incorporation of component is respansM1ility of building designer- not truss designer. bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construcNn k athe mspemb ility of the M iTek' erector. Additional permanent rrockng of the overall structure k the msperlSl1aAHy of the bubding designer. Far general guidance regardingw..ewraw,v.- forrication, quality control, storage, delivery, erection ail bracing, consult ANSI/T►II Quality Cideda, PSI -at and ICSII building Component Safety Infermaltan available from Tens Plate Institute, 583 D'Onefrio Drive, Madison, WI 537191. GreenbackLane, 7777 Greenback Lan10 e, Sults 108 Su Carus CA, Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4" 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. j C2 C3 15 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane _ y3 " at joint locations. s �` O U �5 U 4. Unless otherwise noted, locate chord splices O at'A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 BOTTOM CHORDS c6 O 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge J1 Ja J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT, practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT B. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 1667,9432A 11. bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atUK © 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M[Tekm Holdings, Inc. Job Truss Truss Type Qty Ply Fronk Garage Applcobllty of design poromenters and proper Incorporation of component Is responsibility of builaing designer- not truss designer. bracing shown M iTe k' 4 for lateral support of Individal b uwemembers only. Additional temporary bracing to Insure stability during construction b the responsibility of the R2M05145 FRONK AGE FINK 1 1 7777 Greenback Lane, iu8e 108 Sefefy Informeeon evaltable from Truss Mete Institute. 583 D'Onalrie Drive, Madison. WI53719. Citrus Heights, CA, 95610 Job Referencei I Enaeaver rtemea, orevaa, CA eSaaJ, more i ger r.a. < NOTES !) Searing at joint(s) 27 considers parallel to grain value using ANSVTPI 7 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Q WARMG - V rM pales laramtMre assd as u NO71e ON MX A" MCbv)aa If TXT eeeeeeWX Peas AV 7473 )t7GRi vas. based only upon paeters d k shown, anfor an Individual building component. Design valid for use only with Mirek connecters. Thb design b ram Applcobllty of design poromenters and proper Incorporation of component Is responsibility of builaing designer- not truss designer. bracing shown M iTe k' 4 for lateral support of Individal b uwemembers only. Additional temporary bracing to Insure stability during construction b the responsibility of the erector. Additional permanent bracing of the overaA stnxturo Is the nesperelbSity of the building designer. For general guidance regarding ►ewaw se rawraw..r.- fabrication, quality central, storage, delivery, erection and bracing, consult ANSI/TMl Qusllly Clitoris, eSWt and 8CS11 Wiling Compenad 7777 Greenback Lane, iu8e 108 Sefefy Informeeon evaltable from Truss Mete Institute. 583 D'Onalrie Drive, Madison. WI53719. Citrus Heights, CA, 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13 �4" 'Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. J 5 3. Place plates on each face of truss at each o and embed fully. Avoid knots and wane p _ , �' at joint locations. Ajoint O U 4. Unless otherwise noted, locate chord splices O at Y, panel length (± 6" from adjacent joint.) 'For 4 x 2 orientation, locate O CS c7 �� 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of plates 1 /a" from outside edge J 1 Ja J7 J6 lumber shall not exceed 19% at time of fabrication. of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or 'This symbol indicates the preservative treated lumber. �— required direction of slots in connector JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. PLATE SIZE WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 x 4 perpendicular to slots. Second 9. Lumber shall be of the species and size, and dimension is the length parallel CONNECTOR PLATE CODE APPROVALS in all respects, equal to or better than the to slots. grade specified. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 Indicates location of required continuous lateral bracing. WISC/DILHR 960022-W, 970036-N NER ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and / or load transferring 561 connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at which bearings (supports) occur. Q WA 4:a IN 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. iTeV 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 0 1993 MiTekm Holdings, Inc. R ..n, ,o wvo mn -k imisins, mc. vves tee 21 11.24:01 2007 page i 2-" 4.3.4 34-12 3J-12 444 2.0411 Scale w 1:32.4 4x4 = f-0-12 I1 LOADING (psf) Truss toss yp. Qty Ply Frank Garage L16b A FINK 4 t R24405141 EnrJeaver Hama, Orevlllt CA �SpS. Marc Tear 6-8 >999 __„__..._____--_.... •� Reference(optional) .__ __ R ..n, ,o wvo mn -k imisins, mc. vves tee 21 11.24:01 2007 page i 2-" 4.3.4 34-12 3J-12 444 2.0411 Scale w 1:32.4 4x4 = f-0-12 I1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.02 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 DC 0.18 Vert(TL) -0.05 64 >999 180 BCLL 0.0 Rep Stress Incr YES WD 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code USC97/ANS195 (Matrix) Weight: 71 lb LUMBER TOP CHORD 2 X 4 DF No.l&Btr BOT CHORD 2 X 4 DF Ne.148tr WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2-677/0-3-8,6-677/0-3-8 Max Horz 2=31 (load ase 3) Max Uplift2=-19(load ase 5), 6a-19(lead ase 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2--0/46,2-3-907/0,3-4-797/0,4-5=797/0,"=907/0,6-7-w46 BOT CHORD 2-9-01757,1111-9-W531.6-111=01757 WEBS 3-9=167/35,4-W/312.4-8-01312,5-8-167135 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chard dead load and 6.0 par bottom chord dead load, 100 mi from hurricane oceanline, an an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-83 per USC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chard live load noncencurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard February 21,2007 eMiNt<.yn)raranreawa.ndteru]roraeolrIMINAMarczVIRRID ' aZrsRawesPAGEAW7473osrotmvas. Design Valid far use only with Mnek eennectwL This design Is beseel only upon porameters shown, end Is for an Individual builaing component. Applicability of design poromenters and proper incorporeflon of component is resporetbety of bui ling designer - not truss designer. Bracing shown Is for leforal support of Individual web members only. Additlenat tomponry bracing to Insure stability during construction is the responsibillity of the erecter. Additional permanent bracing of the overall structure 4 the responsibility of the bulling designer. For general guidance regarding M i Te k• fab0h' antral, staree, rication, qua g delivery. orection and bracing,consuff ANSI/✓rII Qarty CreeAa, ICSH Wildin u eSs-tf apo g Component fainly Infarmagan available from Truss Plate Institute, 583 D'Or»frio Drive, MadhWI53711. rweevrswrww.- 7777 Greenback Lane, Sue 100an, Ckn1s Heights, CA, 95910 Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 0-11/; *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide co n to the les of this truss design p g plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each ,�i TOP CHORDS other. iii ♦ C2 C3 3. Place plates on each face of truss at each p joint and embed fully. Avoid knots and wane AJ U 3O4. at joint locations. U Unless otherwise noted, locate chord splices p a at'A panel length (± 6" from adjacent joint.) + For 4 x 2 orientation, locate ~ G C7 Ci 10 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/a" from outside edge J1 Ja J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT S. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. 4 4 The first dimension is the width 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. (SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at an m 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. iiiiR engineer. MiTek° ° 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 0 1993 M[Tokm Holdings, Inc. Job russ tossType CSI Y in FRONK AF PORCH 1 1 824405144 �Fteferenco �...._.,_. �_..,.. �_..,��_ ........ TC 0.25 Vert(LL) -0.19 • ti•nal 6.200 a Jul 13 2005 MiTek Industies, Inc. Wed Fab 21 15:41:07 2007 Page 1 i -2.0-0 4-3-4 t-0-0 11-9-9 16.4-0 -" 24-0-0 2-0-0 4-3-4 3-8-12 3-9-9 4-6-7 5-6-0 2-M Sale s 1:42.8 4x4 = 22-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl U4 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.19 7-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.44 7-9 >596 180 BCLL 0.0 Rep Stress Incr YES WS 0.50 Horz(TL) 0.06 7 Into n/a ■CDL 10.0 Code UBC97/ANSl95 (Matrix) Weight: 109Its LUMBER TOP CHORD 2 X 4 DF Ne.I&Btr BOT CHORD 2 X 4 DF NO.ILBtr WEDS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (Ili size) 2=997/0-3-8, 7=997/0-3-8 Max Horz 2=29(lead use 4) Max Uplift 2= -$(load use 5), 7a-13(lead use 4) BRACING TOP CHORD Sheathed or 5-0-6 ec'urlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-1489/0, 3-4a-1256/0, 5-6=2448/0, 6-7=3034/0, 7-8=0/23, 4-5a-1274/0 BOT CHORD 2-10=0H 269, 9-10=0/2386, 7-9=0/2948 WEBS 5-9=0/331, 3.10=240/29, 4-10-0/965, 5-10 -1461/0, 6-1111 51 NOTES 1) Unbalanced net live leads have been considered for this design. 2) This truss has been designed for the wind loads generated by $0 mph winds at 25 it above ground level, using 6.0 psf top chord dead load and 9.0 psf Mttem chord dead bad, 100 mi from hurricane •ceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist they aro exposed to wind. If parches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the Plate grip increase is 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 designor as perANSI/TPI 1-2002. 4) Gable studs spaced at 1-4-0 ec. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live leads. 6) A Plate rating reduction of 20% has boon applied for the green lumber members. LOAD CASE(S) Standard �OQROFESS/pN�! S. T�Nc Fy 2r F� cm IX C 046433 i *\ Erie -07 /* / February 21,2007 A& wAAMM - 7-W d-#" P•ra•sessre MW Rao! MWZX OI► ri AMWCSlime res ee WX PAGZ = r4r,11 MRZ was: Design valid far use only with MITek connecters. This design Is ►•sed only up•nn wromaters shown, and It for an Individual building component. Applicability of design Panamanian and proper incorporation of component Is respamlbivy of building designer- net trust designer. Bracing shown Mire k, Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the responsibillity of the orecter. Additional permonent bracing of the word structure t the responsibility of the building designer. For general guidance regarding M,,,11>_ •ter k fabrication, quality control, storage, delivery, erection and bracing consult ANSI/TMl Quality Csllade, Ill and 9C311 building Component 7777 Greenback Lane, Cula 109 Safety In1ornw en available from Truss Plate Institute, 593 D'Onotrlo Drive, Madison, Wt 53719. CWs Hel Greenback CA, Lane, Su Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property _i 3/" *Centerplate on joint unless 4 Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each �B TOP CHORDS other. C2 C3 J5 3. Place plates on each face of truss at each t o joint and embed fully. Avoid knots and wane W ,o 0 V � 0aU. b at joint locations. U 4. Unless otherwise noted, locate chord splices O d at 1/4 panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ~I Ca ci C/ 0 BOTTOM CHORDS ~ 5 noted, moisturetont of oshall eist 1/E" from outside edge J1 J8 J7 Jb lumber exse ceed at time fabrication. of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. "This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. PLATE SIZE WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. Mi ek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTok® Holdings, Inc. Job Nis NssType CSI Y Funk Garet* rPt0NK Al PORCH 10 1 824405742 F„�..,,., u...,.. n...,.... �. s.�. TCDL 10.0 Lumber Increase 1.25 J•b Reference • ti•nal 6.200 a Jut 13 2005 MiTek IrNustriaa, Ina WW Feb 21 15:39:55 2007 Pate 1 -2-0.0 l 4-3-4 11-0-0 11-11-6 16-4-0 i 22-" 24-0-0 2-0-0 4-3-4 3-1-12 3-9-9 4-6-7 5-11-0 2-0-0 6.1..1:42.8 4x4 = Us = 22-0-0 ixo = LOADING (ii SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.21 7-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 V6rt(TL) -0.47 7-9 >549 150 DCLL 0.0 Rep Stress Incr YES WD 0.43 Horz(TL) 0.06 7 n/a n1a :CDL 10.0 Code USC97/ANS195 (Matrix) Weight: 93 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1iBtr TOP CHORD Sheathed or 3-9-0 oc Purlins. DOT CHORD 2 X 4 DF No.1 i:tr DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=997/03-i, 7997/0-3-i Max Horz 2=28(lead ase 4) Max Uplift 2= -Il lead ase 5), 7-14(lead ase 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=1489/0, 3-4-1255/0,5-6=-230810,6-7=2926/0.7-8-0/23,4-5-1255/0 BOT CHORD 2-10=0/1269, 9-10=0/2192, 7-9=0/2826 WEBS 5-9=0/372,3-10=241/30,4-10=0/841, 5-10=1279/0, 6-9=-620/67 NOTES 1) Unbalanced reef live bads have been considered for this design. 2) This truss has been designed for the wind leads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure: ASCE 7-93 per USC97/ANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate, trip Increase Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nenancurrent with any other live leads. 4) A plate rating reduction of 20% has been applied for the Breen lumber members. LOAD CASES) Standard February 21,2007 Q I,ARtrllrG - Ier1 fig Wotan far. .a am RLQ)'OrM 6181776 AM MICUU at1TR RErZRXWA PAGZ IW 7473 2ZFORi USM llid Design valid far use any with MRn ek connecters. This design Is loon" loonly upon parameters shown, and k ter en Individual braking component. In' Applicob[HtY of design poramenters and proper incerporatlon of component is responsibility of building designer- not truss designer. Bracing shown M i Te k• Is for lateral support of Inrivlolual web members only. Additional temporary bracing to Inure stability during construction Is the responsibility of the erecter. Additional permanent bracing of the *vend structure k the responsibility of the building designer. For general guidance regarding re.re�w..- febricatien, quality confref, storage, delivery, erection and Wocing, consult AH$VrPl1 Quality Crill DS84f and 6Csil Bullring Component 7777 Greenback Lane, Sotto 108 Safely InhrmalNn ovatdalodo from Truss Plate Institute, 593 D'On*Me Drive, Madison, WI 53719. 7777Citrureenba, CA, 05410 Symbols Numbering System ,& General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property _� 34 'Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. C2 C3 JS 3. Place plates on each face of truss at each �+ joint and embed fully. Avoid knots and wane 0 �� O j at joint locations. �+3 �5 U 4. Unless otherwise noted, locate chord splices O ILat VA panel length (± 6" from adjacent joint.) ' For 4 x 2 orientation, locate ~ C+ C7 Ci 0 BOTTOM CHORDS ~ 5. Unless otherwise noted, moisture content of plates 1 /a" from outside edge J 1 JB J7 J6 lumber shall not exceed 19% at time of fabrication. of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. PLATE SIZE WESS ARE NUMBERED FROM LEFT TO RIGHT S. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 x 4 perpendicular to slots. Second 9. Lumber shall be of the species and size, and dimension is the length parallel CONNECTOR PLATE CODE APPROVALS in all respects, equal to or better than the grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SICCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with TEARING stacks of construction materials. Indicates location of joints at Q� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. Mi ek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 ©1993 Mffekm Holdings, Inc. Job russ Truss Iype tY Fly Fronk Garage FRONK A2 PORCH 1 1 824/05143 I -0.01 19 n/r 120 Job Reference • ti•nal 2-0-0 11.0-0 3x4 04 i 8 4x4 3-9-9 woo m, I ort imu.ures, Ir W. ""rem Zl 10:4u:Jf iduut Faye 7 10-2-7 2-0.0 SMI..1:42.{ axe 22-0-0 LOADING (psf) SPACING 2-0-0 CSIDEFL 2 X 4 DF No.l&Btr In (I•c) Vdefl Ud PLATES GRIP TCLL 20.0 plates Increase 1.25 TC 0.19Vert(LL) -0.01 19 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 ■C 0.11 Vert(TL) -0.01 19 n/r 80 SCLL 0.0 Rep Stress Incr YES W11 0.03 Herz(TL) 0.00 18 n/a n/o BCDL 10.0 Cade UBC97/ANSI95 (Matrix) Weight: 109 Ib LUMBER TOP CHORD 2 X 4 DF No.l&Btr BOT CHORD 2 X 4 DF No.I&Btr WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOR CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid coiling directly applied or 6-0-0 •c bracing. REACTIONS (Ib/size) 2=270/22-0-0, 18=305/22-0-0, 28=77/22-0-0, 27=23/22-0-0, 32=118/22-0-0, 31=108/22-0-0, 30=109/22-0-0 29,77/22-0-0, 26=70/2240-0, 25=112/22-0-0, 24=110/22-0-0, 23=99/22-0-0, 22-137/22-0-0, 21-25/22-0-0,20=348/22-0-0, 34=62/22-0-0 Max Harz 2-28(load case 4) Max Uplift 2-71 (lead cos• 5), 18=-60(I•ed use 4), 31=-26(I•ad case 4), 25=-4(I•ed case 5), 24=-4(lead case 5), 23-2(load use 4), 21=-45(I•ed use 2) Max Grav 2=270(load use 1), 18=305(load use 1), 28=77(load use 1), 27=46(lead use 2), 32a130(lead use 2), 31=108(lead use 1), 30-109(load case 6), 29=77(lead use 6), 26=71 (lead use 7), 25-112(lood use 7), 24=110(load use 1), 23-99(Ieed use 7), 22=137(load use 1), 20=348(load use 7), 34=62(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3-52/31, 3-4-25134, 4-5-23/48, 5.6=-24/57, 6-7=-15/61, 7-8=-44/13,12-13-13/36,13-14=9/30, 14-15=-10124,15-16=-4118,16-17-25/12,17-18-31/29, 18-19=0/23, 8-9=-46/13, 9-10=13/82, 10-11=-24154, 11-12=-17/43 BOT CHORD 2-32=0/33, 31-32=0/33, 30-31=0133, 29-30-0/33, 28-29=0/33, 27-28=0/33, 26-27=0/33, 25-26=0133, 24-25=0/33, 23-24=-0/34, 22-23=-0/34, 21-22-0/34, 20-21=-0/34, 18-20=-0/34 WEBS 28-33=-55/0,7-33=55/0,27-34-010, 9-34-42/0, 3-32-103/6,4-31=-74/24, 5-30=-83/18, 6-29-6018,10-26-56/9, 11-25=-93/22,13-24=-83/20,14-23-77/15,15-22-"/15, 16-21=0/18, 17-20=-252/25,7-9=0/51. 33-34-0/0 NOTES 1) Unbalanced reef live Keds have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 lit above ground level, using 6.0 psf top chord dead lead and 6.0 psf bottom chard dead lead, 100 mi from hurricane eceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure 5 ASCE 7-93 par UBC97/ANSI95 If end verticals or cantilevers exist , they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plans of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) GnuNin' go continuous ntinuous bottom chord bearing. February 21,2007 Q WAR7rare - ►erW dealers )aralrrolera WAX" MW= Gg Tai, AIM a aX: 8GTZK RZrMM MZ LAGS MU 14131 WOO U81R in' valid for use, only with Mlrek connectors. Thk design k based only upon parameters shown, and k for an Individual building component. Applicability of design poramenters and proper Incorporation of component Is responsibility of building designer- not tru s designer. Meting shown Mire k• Is individual for lateral support of web members only. Additional temporary bracing to insure stability during construction k the msponsbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. Far general guidance, regarding •.wre+..r..eer.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T►11 /uawy Cdtedo, eSB4? and BCSIt Building Component 7777 Greenback Lane, Sub 108 Safety Inforrrralten available from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 537191. Citrus reenba CA, Lane, Su Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/" *Center plate on joint unless 4 dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each VC2 TOP CHORDS other. i C3 o 'f JS 3 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. s " O X U �5 U Z�— 4. Unless otherwise noted, locate chord splices O IL at % panel length (± 6" from adjacent joint.) •For 4 x 2 orientation, locate c, BOTTOM CHORDS c, O 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1/9" from outside edge J1 JB J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT E. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. TEARING Indicates location of joints at �jQ� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° © 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 0 1993 MiTek® Noldings, Inc. Job fuss ype Y Y Frank Garele FRONK A2 1f-1rU,,S-S H 1 1 824405143 c.,r...,., u..,... rw.au_ �.. fabricatlon. quality central, storage, delivery, erection anal bracing, consult ANSVTMI 9tudly Criteria, OSB -49 and 9CS11 Belding Component Safoly tehrmaaon avalable from Tans Flet• Institute, 593 D'One i• Drive. Marken, WI 5371f. J•b Reference • tional " '-"-' •.zuu s Jul is zoub Ml tek lnaustnes, Inc, Wed Fe►21 15:40:362007 page 2 NOTES 6) Gable studs spaced at 1-4-0 ec. 7) This truss has been designed for a 10.0'sf bottom chard live load nonconeurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. S) Searing at joint(s) 34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard J& WAr ITM - Wer{ftf doelen )aramewre and ML42 NOT= ON S`Zra AND L►M0 a1S==I •lrM= PAoa AW 7473 MYORZ US, Design valid far use only with Mtrok connecters. Thk design Is based only upon parameters shown, ant 4 for an Individual bullring component. Applicability of design paramenters and proper Incorporation of component is nsp•roibility of budding designer- net truss designer, tracing shown Is web members lateral support of individual wemembers only. Additional temporary bracing to insure stabllty, during k the M iTe k' construction respons�iility of the •rector. Additional permanent tracing of the overall structure Is the responsiblity of the building designer. For general guidance regarding fabricatlon. quality central, storage, delivery, erection anal bracing, consult ANSVTMI 9tudly Criteria, OSB -49 and 9CS11 Belding Component Safoly tehrmaaon avalable from Tans Flet• Institute, 593 D'One i• Drive. Marken, WI 5371f. hr�e �Kwiear.- reenba 7777 Greenback Lana, Suite 10s Lane,Su Clrvs CA, Symbols Numbering System ,& General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless 4 dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each /j TOP CHORDS other. C2 C3 JS 3. Place plates on each face of truss at each �+ joint and embed fully. Avoid knots and wane i � U �� 3 o at joint locations. �3 y Unless otherwise noted, locate chord splices O 0- o at 1A panel length (± 6" from adjacent joint.) •For 4 x 2 orientation, locate � O C8 BOTTOM CHORDS c� 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /B" from outside edge J 1 Ja J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMIERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31,16-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING slsccl-- -, 1667, 9432A---- "_` .` 11. Bottom chords require lateral bracing at 10 - "ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER T 561 12. Anchorage and / or load transferring - - - connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING - Indicates location of joints at @O 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek" © 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: 1011II-7473 ©1993 M[Tek® Holdings, Inc. 1 O SITE PLAN - 50' B.S.L. N A9' A5 E / 50' B.S.L. (E) FGRE FOLE Ike o <) 50' B.S.I. / All. / 0 / �O _60' I is WELL \ / Iz t •o,Aalp'A� ti / �i FIR 'F APOQK PPIuAkAl p.�GN.0N�DS�' Date V.� � O thF sgpin9: �'• i, " t J Y WQ t...� O 10 2 0, LO 4O O, U < .� U C: 4) Do J ch :o o r. c)uj U Lu QJO �o E Z Q¢ W W � Q>� ' •, O O 3 0 06 z LU Z �L Qw00, Mb m 4- t"� J 4-- 0 LO Q z T E-- w 0 o� .°� 0, a LU m � BUTTE COUNTY 24'-0° APPROVED Owner:�- BP# 7 7 APN: G { FILF�COP �ti�c.� -2/18/05 x� y�n.��AA��1 /4" " =1'-0 VI�YYIV SMB � 128 A *0 SITE PLAN Y z OW De J .. o r. c)uj U Lu QJO z LU Q C/) t W W � Q>� ' •, O O 3 06m�Z v .. LU Z CL �QQ m U Q -2/18/05 x� y�n.��AA��1 /4" " =1'-0 VI�YYIV SMB � 128 A *0 SITE PLAN 20 Y> xJ!� coMP. r_oc) �1G 2n �AvE • ?sL4'6 W1 GoL"v Y N^1!-•�"� G�.Guo.c. Ix3 K.s. T'1c.i r'f EN I� 1 cUp Dr>`Y ->'uJss Zxly K.S� .��,ScIA Zx� Srtl� DS IZ" FtoM cola-I�,� s�llcEs � • 4 6I9'" L. 5 L �J ya,zzy`o.c. 4. — 12° 20 YW_(�IoMP. F-oc"FIo4 I5 Lbs W,�- Pl�LfE4?- %211 9,, o p SI{jccrW (n I a STOCKDRAFT M /NIM NO. 10145 vATi ,u I •o 2 of N � 2x,4 5Ae iE, TIIEs e UP O. G. 0 0r drtaLx- IP,SN.1ff To ov,(vo.) 1 e -o `res �: - - - 2x,� weI4 6 v4LL- SIX1-1 1dZ 1r,�6I I4EZIOrq w.wwwwww�wwwww�w�w� wr .. �! � • ,ter■ wo, wra. i>�ii- 1 M zI ,12, BRACE WALL SCHEDULE NOTE: HOLDOWNS REQUIRE DOUBLE STUDS BP MINIMUM 3/8- APA RATED PLYWOOD (or O.S.S.) WITH iJ (0.113 x 2 3/87 NAILS AT t ON CENTER EDGE NAILED, 12 ON CENTER FIELD NAILED TO 2X DOUGLAS Flit FRAMING AT 16- ON CENTER, SPANNING A MINIMUM OF 3 STUD SPACES (487. AI.Tep MINIMUM 3/8' APA RATED PLYWOOD (er O.S./.) WITH IN (0.113 x 2 3/t7 NAILS AT C ON CENTER EDGE NAILED. 12 ON CENTER FIELD NAILED TO 2X DOUGLAS FIR FRAMING AT 16- ON CENTER. SPANNING A MINIMUM OF 2 STUD SPACES (327. TWO 1/2- DIAMETER ANCHOR DOLTS SMALL DE PLACED AT PANEL QUARTER POINTS PER UDC 1406.4, END STUDS SHALL HAVE HOLDOWNS CAPABLE OF 1800 Ibt (MIN). O SIMPSON STRONG-TiE PHD2-SDS3 OR. HOLDOWN W/ SSTB16 ANCHOR ' BOLT. rina,IF. `fRllss e 24" a. �, 4�►2 tbl�. - cAZIA1c c 41, cmc . 'CLA5 - IA. .4A ZA.A_I e v-Ii1r Emil- TUD SIOI its Sr1+"�- I.Y NOTE: SHEAR WALL SCHEDULE HOLDOWNS REQWRE DOUBLE STUDS ODENOTES � III ® V 0 MINIMUM 3/N"- AM BATED. ORIENTED STRAND BOARD SHEATHING, WITH N (0.113 x 2 3/57 NAILS AT 4. ON CENTER EDGE NALEO. 12. ON CENTER FIELD PWILED TO 2X DOUGLAS FIR FRAMING AT 1 C ON CENTER. 15/32- APA RATED ORIENTED STRAND !BOARD SHEATHING. WITH N. GALVANIZED 19OX Q3NAILS AT 3. ON CENTER EDGE NAILED, i- ON CENTER FIELD NAILED TO 2X DOUGLAS FIR FRAMING AT I$* ON CENTER. SILL PLATES AND FKWM RECEIVING EDGE NAILING 2x,4 5Ae iE, TIIEs e UP O. G. 0 0r drtaLx- IP,SN.1ff To ov,(vo.) 1 e -o `res �: - - - 2x,� weI4 6 v4LL- SIX1-1 1dZ 1r,�6I I4EZIOrq w.wwwwww�wwwww�w�w� wr .. �! � • ,ter■ wo, wra. i>�ii- 1 M zI ,12, BRACE WALL SCHEDULE NOTE: HOLDOWNS REQUIRE DOUBLE STUDS BP MINIMUM 3/8- APA RATED PLYWOOD (or O.S.S.) WITH iJ (0.113 x 2 3/87 NAILS AT t ON CENTER EDGE NAILED, 12 ON CENTER FIELD NAILED TO 2X DOUGLAS Flit FRAMING AT 16- ON CENTER, SPANNING A MINIMUM OF 3 STUD SPACES (487. AI.Tep MINIMUM 3/8' APA RATED PLYWOOD (er O.S./.) WITH IN (0.113 x 2 3/t7 NAILS AT C ON CENTER EDGE NAILED. 12 ON CENTER FIELD NAILED TO 2X DOUGLAS FIR FRAMING AT 16- ON CENTER. SPANNING A MINIMUM OF 2 STUD SPACES (327. TWO 1/2- DIAMETER ANCHOR DOLTS SMALL DE PLACED AT PANEL QUARTER POINTS PER UDC 1406.4, END STUDS SHALL HAVE HOLDOWNS CAPABLE OF 1800 Ibt (MIN). O SIMPSON STRONG-TiE PHD2-SDS3 OR. HOLDOWN W/ SSTB16 ANCHOR ' BOLT. rina,IF. `fRllss e 24" a. �, 4�►2 tbl�. - cAZIA1c c 41, cmc . 'CLA5 - IA. .4A ZA.A_I e v-Ii1r Emil- TUD SIOI its Sr1+"�- I.Y NOTE: SHEAR WALL SCHEDULE HOLDOWNS REQWRE DOUBLE STUDS ODENOTES WALL LINE IDENTIFICATION ® DENOTES SHEAR WALL IDENTIFICATION MINIMUM 3/N"- AM BATED. ORIENTED STRAND BOARD SHEATHING, WITH N (0.113 x 2 3/57 NAILS AT 4. ON CENTER EDGE NALEO. 12. ON CENTER FIELD PWILED TO 2X DOUGLAS FIR FRAMING AT 1 C ON CENTER. 15/32- APA RATED ORIENTED STRAND !BOARD SHEATHING. WITH N. GALVANIZED 19OX Q3NAILS AT 3. ON CENTER EDGE NAILED, i- ON CENTER FIELD NAILED TO 2X DOUGLAS FIR FRAMING AT I$* ON CENTER. SILL PLATES AND FKWM RECEIVING EDGE NAILING FROM NUTTING PANELS SWILL BE 3X MIN. 0 SIMPSON STRONG -TIE PHD2-SDS3.OR HOLDOWN W/ SST816 ANCHOR BOLT - I(& SIMPSON STRONG -TIE PHD4-SDS3 HOLDOWN W/ SS1111129 ANCHOR BOLT. tic i�T si�� :. S . Tf�iM \ \ • I I I o- 2 I 1c_ —+ � t►.iz, D� ILS 2'•01` 't:�-?P, Q/ I � d I — 4M 64H'Af-T f ILL, I_ UIJ o r- rc--/-l�`r 0c, sly 1 1 II I I 3-iZZ�A Ct.2 SU,�., t�t:• rovnwl,v 22�-DMI IO1• DII �2t-O I I D •''i�i o t�L,,�.h� 1141 .war N 1 II ��A.cI,a oil �Z 014 `,7100. REVISIONS By FTP f Q ION, M p� s 4 221 C106 OF A1.� .I .i., VAULT, lb 5-C q1-d1/�� v//U4. O `'` • L1 �- ,w DATE tCALEAS. 5 ouJ� DRAWN M o O� ©= (I� tcXi'>fi IIb X -I W;N U p1gd' PIES. 05, G . 23 V.qp OF 4 0 a� N 1 GAFk'a - 3x s114. • :9 a 3 4� 0 d1 *I 1 _ /f o?g5/ LL oil �Z 014 `,7100. REVISIONS By FTP f Q ION, M p� s 4 221 C106 OF A1.� Q ,T L1 �- DATE tCALEAS. 5 ouJ� DRAWN M JOE O� SHEET OF SHEETS 1 O SITE PLAN \ � I / I I 2�9 A,3 E N I I / I � a O � J f Q' LU / 50' B.S.L. 60' Q / i N333 171 .49' Ab E bX N Ip z ROVED Bu Counr ►Iron ental Health ate igneture i i i i (E) PG&E POLE 31ag5/E i 50 B.S.L. C) / 60' c� N PROPOSED PG&E SERVICE POLE ~ Z SEPTIC \ DRNE 1 \ 5(473/ — leA94g E SCA WELL IFV1510N5 V) J W 0 F— CY) o CO 01. LO ci O* } U Q0 Q '� N U � >° N O E 0 ' � N / Q Z Q 06 0 z Q U0 W - (5 0 F— L0 f— • J O cy) Lo H O� N c f — W .O 0 O� Q to m Y z OW ry J Q p LL 0 U o U W Q w C) W Z v) J o 2QQ)�Ln —i U O O .. W C,5 co � Z \/ 001L U Q PAZ 2/18/05 5CN,i; 114"= l' -O" PMVVN SMB im 128 5I ��f 24'-0" Al 00 SITE PLAN �. ,F , *`,,�' u