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072-090-030
A-- 072-090-030 3 GESNNELL 06-0874 WYANDOTTE• OROVILLE Cont: OWNER NSF(GAR, COV) 0 w .50 _ <S '.72-09-30.'.• tr . r 91-91 D' ANDREA..,_ Joe 'Mners ,Ranch Rd, •Oroville g xemption Permit (farm equipment storage),,..~. .I 11 1 I� 1 a r • 07/16/2007 07:20 FAX 5308930532 Gary Hawkins Architect 12 002 3045 Ceres Avenue, Suite 135 Chico, CA 95973 (S0) 892-2700 6e GARY HAWKI N S Fax (530) 893-0532 ARCHITECT garyarch@sbcglobal.net July 16, 2007 Butte County Building Division 7 County Center Drive Oroville, Ca. 95965-3397 RE: John Starr Grinnell Residence Mount Ida Road Oroville, Ca. Plan Check No. AP ## I have reviewed the revised.trus's layout for the Grinnell Residence. If you have any questions regarding this item, please do not hesitate to call this office. $ajgawkine erel --- - --- -- - - - -- �-Y Aritect �; Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile www.buttecountv.net/dds PLAN CHANGE RECHECK El Owner's Name: AP#: C) 2-' .o C BP#: 6 b Received By: Y �Date: Time: Y ' Contact Person & Phone Number: J PURPOSE OF PLAN CHANGE OR RECHECK ❑ Response to Inspector's Correction Notice — Inspector's Name: ❑ Response to Plan Check Letter — Plans Examiner's Name: *Submit two (2) drawings reflecting the plan change or recheck for plan review. If engineering is involved, the. engineer or architect must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Drawings must clearly show changes proposed and locations involved. .WHEN APPROVED: ❑ Call and hold for pick-up. 0 Deliver with Next Inspection ( for 8 V2 X 11 only) Minimum plan change fee to be collected at time of submission, plans examiner will determine if additional plan checking fees are needed: Minimum $115.98 paid. ount: Receipt #: Revised 6107 GARAGE 4CE 07/16/2007 07:20 FAX 53089,30532 GARY HAWKINS ARG H 1"1'1=CT Gary Hawkins Architect 4z7AX TRANSMITTAL. Sa-I_Q_T To: From: p Company; Date: ME e� Fax #: Total # of Pages Including Cover: P`J 2 Re: Urgent:_ For Revlew:� Please Reply:_ Notes/Comments: 16001 3045 Ceres Avenue, Suite 135 Chlco, CA 95973 (530).892-2700 Fax (530) 893-0532 garyarch@sbcglobal.net R GARAGE O r N N 46 f• R C, N o w PROVIDE 2X 0 F. ROOF TRUSSES AT 24" O.C., TYP. U.O.N (TRUSS MFGR. TO PROVIDE DESIGN & SPECIFICATIONS -TYP) PROVIDE NII CONTRACTOR TO SUBMIT CALCULATIONS PRIOR TO FABRICATION -TYP. I +tea• � •� wl r� 4L^ an ft d ;aC -- -- . -I ro Lill P � I N N ' r C�l41 � 10 / A rrs � , 1 1 I 1 1 1 'I II 1 1 419 ^114 4 45?' O "ro-ngrebw unvxf Co_ we.. cn eo,Ca. 95928.7434 SIM. Ad 13 M Z -Tek hnduatdxa. e. 20 1a 21:4 28x8 Paps 1 4.17$ 981 a 15 15-9-0 72-0-0 28.30 34.1-1 15 39410 44.6d a60-0 4.1:1.84-&111 0.4-11 6-10-11- BSO 8.30 5.10.1 0.4.74 4811 4'-11.8 2.0-0 scale =1:77.0 30 5x8 Ir 5x8 = 5.00 12 3x4 = 3x9 = 3x10 sR 7 e IS 18 17 15 15 14 13 12 3y8 s 3x4 = 3x5 = 3x5 = 1.5x4 11 3A = 339 = 3x4 = y t gB1 1590 22.6.0 2638 33.42 *S -IA 440-0 941 83-0 6-3-0 630 St -2 1-1.13 981 LOADiNG(psQ SPACING 2-0-0 CSI TCLL 16.3- Plates Increase 1.25 TC 0.37 TCDL 10.,3 Lumber Increase 1.25 BC 0.50 SCLL OA Rep Stress I= YES WS 0.55 BCDL 7.0 Code UBC971ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 OF No.188tr G BOT CHORD 2 X 4 DF No.16Btr G WEBS 2X4DFStdG REACTIONS ph/sae) 1=92410-5-8.13=208510-5-8,10--1910-5-8 DEFL in (loc) Well L/d PLATES GRIP Vert(LL) 0.16 1-19 >909 240 MT20 2201195 Vergn) -0.30 1-19 >999 . 180 Horz(TL) 0.05 13, NO Na Weight 205 lb BRACING TOP CHORD Sheathed or 47-3 cc puffins, MOM 2.0.0 cc purlins (S." max.): 3.8. BOT CHORD Rigid eeRing directly appiled or 10-40 ec bracing, Except 6-04 0c bracing: 12-13.1412. WEBS' 1 Row at midpt 7-13 Max Horz1=32(load rase 3) Max Uplifts=4(load Case S). 10-242(bad rase 6) Max Grav1=931(load case 8), 13-2065Qoad ease 1), 10=21poad ease 7) FORCES Qb) • Maximum CompressbrVMaAmum Tension TOP CHORD 1-2=1949/23, 2-3¢1717151, 3.4=1SS2146, 45=1717!47, 5-8=1242lS2, B-7`1242152.7-6=0!1352, 8.9=0A165, 9-10=-261956. 1411X139 BOT CHORD 1-19=011755.18-19=0/1717,17-18=0/1242. 16-17/1242. 15-161104, 1415=0!104, 13-14=0!104. 12-13=1052/40, 1412=-85W46 WEBS 2-119-210111. 3.19-26891.4-19=299110.418=-231!0. 5-18=01573. 5-16}625/0, 7-18=Dl1359.7-14= 14/192. 7-13=179110, B-12--191414.9-12=39311.8-13=99010 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) This truss has been designed for the wind bads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oeeanline, on an occupancy category 1, condition I enclosed budding, of dimensions 45 ft by 44 It with exposure B ASCE 7-93 per UBC971ANS195If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nanconcument with any other are toads. 5) A plate rating reduction of 2D% has been applied for the green lumber members. 6) Design assumas 4x2 (flat orientation) pudins at oe spacing indicated, fastened to truss TC wl 2-iOd naffs. LOAD CASE(S) Standard oeOESSi S.CO C W433 � *\ W.A,34-47 /* , Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Customer: BETTER BUILDERS Address: MT. IDA RD. OROVILLE Aft OE (Rev. 5/05) e BUTTE COUNTY BUILDING Div oON APPROVED, Job No: GRINNELL RESIDENCE ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 r MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 uffk ® USA FAX (916) 676 1909 TELEPHONE (916) 6761900 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 15:0 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the•load. Attached with 1 O nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. Sincere , �e-°ONc NO. 049919 4- RedongXof' Ir Director F 665 Western Operations RY/ek ------ - - -- - -- --- -- ._.. PAGE 1 OF _N.QL A T UTEAAL, C_,0CE hcT_Ml__.. I S _VAt►t 1::.WR RE PLACiWG COH T . 6(LA«S AT V2 OP AT If; R; TRUE-tbRb(g' 14 �G1�.®12llQG i --[OP Q 6'• / 0. G. TYP. 2120UX,; 0. G: TYP.' t bRA&e WITH Wt:1> 12X6. HAA. (017 NAILS C,9 6''0. G. TYP. _Folz �r�J-Acjtl rLACN;� OP, Y� I'L f l gT.5 POKE Oq _ FONT5 RRA . RAGE HUST �,E L)D % VII: LENGTH OF TNCS DETAIL (b TO t>E LJ EDW A5 AN ALT. FOR ONE &ONTINUoUS LATERAL t✓RAGE. TR U5ff-,E5 1"!R S4" 0. G.. TYP. NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR 2 7 -2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)' RESTRAINT RE6LUIREI7 AT E:A&. P -HP OF RAGE AHV AT 20'-O" INTEI��IALS. REFER TO flIV-611 SUHHARY 5k4EET FOR REGOHHE:H7ATIONE OF THE TFRU55 PLATE (NSTUTE tTRA• ar MAY DF_ PKDA�Eq 8,y-rE M1 qc- q:X PiAPHr�hl .6K 71 ?►1 2�'� Gy2 2)4 An �;U,tiET h�EMj�iz r rHAPEn ornry CROS' SECTION C -C RIDGE HIP .RAFTERS C COMMON TRUSSES 1.1076: SEE ENG1MrrpIA16!"or RAFrER, 7A�k ANpTRUSS AESlGNS, " LAf1:RAL 5TA/311-17y of goof :Y5TEA1 To PE PROVIVED 13y PROXE6T RES16AIER, , _ _ _ - � Gt��b (,P►zotl7r�J l'�(�� )p 4-0" O.c .�Cnt6ot. ) TOP CHORD BRACING PER TOP CHORD JACK -EXTENSIONS ENGINEERING SPECIFICATIONS. SHAPED BLOCK I CROSS BLOCK PLAN VIEW L—C ALTERNATE DETAIL: WHEN H -IP RAFTERS DO NOT MEET @ COMMON TRUSS. SuPPr-if 6( vtFls) O 5� �° o,E• (pv�ho!1^.�.(j �-- TOP CHORD JACK EXTENSION A END JACK \\ SETBACK COMMON TRUSSES HIP TRUSSES SECTION B -B WD -2359 CALIFORNIA HIP FRAN YITek hduotrl**, Inc. 6-20-91 REV, 7//0/9 Z HIP /2- v e SECTION A -A -akP� tnl,.) Fip- sAckS £s YgAFTr---xs -.POeT CK y. -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 Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSII. 2. Never exceed the design loading shown and never 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-2 c2-3 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS tea, 4 all other interested parties. ��' z0 �+�' p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U pb _ plates 0-'/ e' from outside a- " a 5. Place plates on each face of truss at each edge of truss. O joint and embed fully. Knots and wane at joint c» c6-7 cs c BOTTOM CHORDS ~ locations are regulated by ANSI/TPI1. 'This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. 7. Unless otherwise noted, moisture content of lumber Plate location ti 'on details available In MiTek 20/20 shall not exceed 19% at time of fabrication. software upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension Is the width 4 4 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural Consideration and is the responsibility of truss fabricator. General practice Is to X perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. - 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint MOVE number where bearings occur..�® 15. Do not cut or alter truss member or plate without prior of a professional engineer. Industry Standards: - ® MiTek 16. Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal - - - - - Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. e BCSI1., Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 Q 2004 MITek® 4-10-Q 11-ift-A 8.1118 4.10.9 0-414 6-7-1 6-11.15 6-7.1 0-4-14 5-6-12 511-5 2-0-0 Scale = 1:66.8 5.00 12 5x6 - 3x8 = 3x6 = 3x8 = 5x6 -- ... - 11 2x4 II 3x8 = 1.5x4 II 3x6 = 3x6 = 3x8 = 1.5x4 II 9-0-12 9-0-12 22.2-12 4-10.9 6-11-15 3-0.8 3.11-8 611-15 56-12 70 ..w.. - 1.5x4 II 60.12 5-11.5 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.51 DEFL in (loc) I/deo Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(LL) -0.05 11-13 >999 240 Vert(TL) -0.10 11-13 >999 180 MT20 220/195 BCLL 0.0 BCDL 7.0 Rep Stress Incr NO Code UBC97/ANSI95 WB 0.84 Horz(TL) 0.02 8 n/a n/a (Matrix) Weight: 190 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btf G TOP CHORD Sheathed or 5-10-6 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 OF No.18Blf G (6-0-0 max.): 2-6. WEBS 2 X 4 DF Sid G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 17=381/0-5-8,14=197210-5-8,8=776/0-5-8 Max Horz 17=116(load case 3) Max Upliffl7=-10(load case 4), 8=-32(load case 5) Max Grav17=422(load case 6), 14=1972(load case 1), 8=777(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-374/56, 2-18=-328/51, 18-19=-328/51, 3-19=328/51, 3-4=0/718, 4-5=0/718, 5-20=-726/53, 20-21=726/53, 6-21=-726/53, 6-7=821/53, 7-8=1239/25, 8-9=0/39, 1-17=-394/7 BOT CHORD 16-17=-1/97.15-16=1 16/59, 14-15=-116/59, 13-14=0/142, 12-13=01142,11-12=01142, 10-11=0/1079, 8-10=0/1079 WEBS 2-16=-330/0, 3-16=0/471, 3-15=-16/201, 5-14=1328/0, 5-13=-15/206, 5-11=0/747, 6-11=-162/39, 7-11=-394/13, 7-10=9/190, 1-16=-18/348, 3-14=-1081/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 44 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (Oat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 1 Ib up at 32-0-0, and 78 Ib down and 1 Ib up at 12-0-0 on lop chord. The design/selection N 9` of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are front �oQ?yOFESS/� S. T�Nc �ti� noted as (F) or back (B). LOAD CASE(S) Standard m 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform C-CD C 046 33 m Loads (plo � Vert: 1-2=52, 2-18=-52,19-20=-78(8=-26), 6-21=-52, 6-9=-52, 8-17=-14 E Concentrated Loads (lb) * i 07 Vert 18=-7821=-78 Continued on page 2 March 8,2007 WARNING - Varlfy dealgn pammetars and READ NOTES ON TMS AND JNCLUDED BDTER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon paromelen shown. and 6 for on individual buldng component. ■A11� Appricotaity, of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown i is for lateral support of indvidual web members only. Additional temporary bracing to insure stabTly during construction is the responsibility of the Mire k erector. Additional permanent bracing of the overall structure is the responsbifity, of the building designer. Fp general guidance regarding labricoliom quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSR -89 and BCSII Building Component 1. �afety Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison, wit 53719. 7777 Greenback Lane, Suite 109 Citrus Heiohls. CA. 95610 Job I TN55 TNSS Type afy Ply BTR BLDRS-GR GRIN0320 Al CAL HIP 1 :Iia 824560445 Job Ref renr, (on Longfellow Lumber Co., Inc., Chico, Ce. 95928.7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Thu Mar 08 06:25:39 2007 Pone 2 LOAD CASE(S) Standard Trapezoidal Loads (plo Vert: 18= -52 -to -19=78, 20= -78 -to -21=-52 i v . f i I j J r i H i 1 �e'!GIl3]e1ffi'�®r�r WARNTNO Verify design parametan and REAP NOTES ON TBIS AND INCLUDED WTER REFERENCE pAOE MU.7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for on individuol budding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown D for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsblliy of the ere ctor.'Addit'ional permanent bracing of the overall structure is the resporubiLy, of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consul) ANSI/7'I1 DuaIHy CrBerla, D58.89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. i Ii 0 MiTek• 7777 Greenback Lane, Suhe 109 Citrus Heights, CA, 95610 Tru lob Truss CAL H Type I ply BTR BLDRS - GRINNELL 3RIN0320 A2 CAL HIP 1 1 824580448 Longfellogy.,IglgiDer Co.,1nc.,Chico, Ca. 95928-7434, Greg Asher 9-0.12 8.200 s Jul 13 2005 MRek Industries, Inc. Thu Mar 08 06:25:1 2007 Page 1 1-5.10 'I 7.4-15 0-4-14 6-1.1 6-1.1 44.14 7-6.11 7-11-6 2.0-0 Scale = 1:66.8 5x6 5.00 12 3x8 = 5x6 •- r< 11 1g 9 US = 3x8 = 1.5x4 11 3x6 = 3x8 = 1.5x4 II 9-0-12 9-0.12 9-0.12 1.5-10 7-4-15 6-5.15 6-5-15 7-611 7-11.6 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.94 DEFL , in (loc) I/deft L/d PLATES GRIP TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(LL) -0.09 13-14 >999 240 Vert(TL) -0.17 13-14 >999 180 MT20 220/195 BCLL 0.0 BCDL 7.0 Rep Stress Ina NO WB 0.50 HOrz(rL) 0.02 7 n/a n/a Code UBC97/ANSI95 (Matrix) Weight: 190 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Bir G TOP CHORD Sheathed or 5-9-15 oc purlins, except end verticals, and 2-0-0 oc puffins BOT CHORD 2 X 4 DF No.1&Blr G (6-0-0 max.): 3.5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling direcfly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-12,6-10 REACTIONS (Ib/size) 12=1741/0-5-8.7=774/0-5-8,14=407/0-5-8 Max Horz 14=-119(1oad case 3) Max Uplift7=-32(load case 5), 14=-11(load case 4) Max Grav 1 2=1 741 (load case 1), 7=774(load case 1), 14=470(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=83/49, 2-3=-389!70, 3-15=-305/70, 15-16=-305/70, 4-16=305/70, 4-17=-398/70, 17-18=-398/70, 5-18=-398/70, 5-6=-496t70,6-7=-1 163/43. 7-8=0/39,1-14=-29/100 BOT CHORD 13-14=0/227.12-13=-286/69.11-12=286/69, 10-11=286/69, 9-10=0/999, 7-9=0/999 WEBS 2-13=-11/76, 3-13=394/0, 4-13=0/708, 4-12=-1649/0, 4-10=0/959, 5-10=314/0, 6-10=-666/26, 6-9=-17/285,2-14=-545/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 78 Ib down and 1 Ib up at 28-0.0, and�OQR�FESS/o�9� 78 Ib down and 1 Ib up at 16-0-0 top on chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). (V� _n�R S. LOAD CASE(S) Standard CO 1) Regular: Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) C 046 33 r" Vert: 1-3=-52, 3-15=-52, 16-17=-78(B=-26), 5-18=-52, 5-8=-52, 7-14=-14 � Concentrated Loads (lb) * E t -U7 Vert: 15=78 18=-78 \P Continued on page 2 March 8,2007 A WARNWO - Vert& design parameters and READ NOTES ON THIS AND XCLUDED LDTER REFERENCE PAGE AM 7473 BEFORE USE. am* IIIIIIIIIIIIIIIIMIll Desigr-olid for use only with M1ek connectors. This design is based only upon p cuneters shown. and is for an indnAdual building component. Inn Applicability of design paromenten and proper incorporation of component is responsbaity of builcFmg designer - not truss designer. Bracing shown M iTe k u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsbilfily, of the 'erector. Additional permanent brocing of the overall struclure is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage. delivery. erection and bracing, comull ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component—..es,o vesra.....- Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison.. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 I LOAD CASE(S) Standard Trapezoidal Loads (plo Veit: 15=52 -to -16=48, 17=78 -to -18=52 j d s l t A�4lT # WARND70 - Verify deetgn Parameters and READ NOTES ON THIS AND INCLUDED AUTER RE. bREFERENCE PAGE BM -7473 BEFORE US Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. AppficabTly of design poramenters 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 brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsbifily of the building designer. For general guidance regarding 'fabrication, quality control. storage. delivery. erection and brocing, consult ANSI/TPII Quality Cededo. DSB-89 and BCSII Building Component SafetyInformatfon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. Wit 53719. f MiTek' .o.re,e Y 7777 Greenback Lane, Suite 100 Citrus Heights, CA, 85610 t ob Truss Truss Type Qty PlyBTR BLDRS - GRINNELL RiN0320 A3 CAL HIP - R24560447 1 1 Longfellow LyReference (oplion�n M"12 Co., Inc., Chico, Ca. 95926-7434, Greg Asher 6.2Wffily113 2005 MITek Industries, Inc. Thu Mar 08 OB:�S yZ p007 Page 1 ' 8-0.12 17-4-11 ' 6.5-0 6-5-8 0-4-14 4-2-2 0.4-14 6-5-8 6-2-6 6.10-3 2-0.0 5x6 % Scale = 1:68.8 5x8 C 12 11 10 °xo 2x- II 3x4 3x8 = 316 = 3x4 = 9-0-12 3x4 = 9-0.12 9-0.12 • 4.1-4 8.9-5 4-11.15 8-9-5 0.2-12 r 10.6.0 I$ LOADING (ps SPACING 2-0-0 CSI DEFL , in (loc) I/deb Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.19 8-10 >664 240 MT20 220/195 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.33 8-10 >382 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.02 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 196 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Bir G BOT CHORD 2 X 4 DF NoA&Bir G TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals, and 2-0-0 oc puffins WEBS 2 X 4 DF Sid G BOT CHORD (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-10. WEBS 1 Row at midpt 2-13.3-13,4-12 REACTIONS (Ib/size)) 8=363/0-5-8, 10=1365/0-5-8,15=830/0-5-8 Max Horz 15=-123(load case 3) Max Uplifts=-32(load case 3), 15=-3(load case 5) Max Grav8=374(load case 7), 10=1365(load case 1), 15=830(load case 1) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=722/67, 2-3=-792/77, 3-4=-675/76, 4-5=670(77, 5-6=0/322, 6-7=0/207, 7-8=-171/44, 8-9=0/39, 1-15=-812/4 BOT CHORD 14-15=0/105, 13-14=0/746, 12-13=0/567, 11-12=0/179, 10-111=0/1179,8-110=111/102 WEBS 2-14=-337/0.2-13=109127,3-13=-58/110, 4-13=-5/268, 4-12=246/0,5-12=0/503.5-10=-1072/0,7-10=-387/4,1-14=-2/698 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category• I, condition I enclosed building, of dimensions 45 ft by 44 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. �oQ1�OFE$S/ON9` 6) Design assumes 4x2 (nal orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q ER S.CO c2t1 LU C 046433 r", lir E I 47 */ rFOF 1 March 8,2007 WAF.NWO - Ver1Jy deaf,. paha W M and READ NOTES ON THIS AND INCLUDED WTER REFERENCE FADE MB -7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown; and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for late -rat support of individual web members only. Additional temporary bracing to insure stobiLty during construction is the responsbBGy of the M iTe k erector. Additional permanent bracing of the overall stricture u the responsibility of the building designer. For general guidance regarding fabrico5on. quality control, storage. delivery. ereclion and bracing, consult ANSI/TPI) Quality Criteria. DSB-89 and BCS11 Building Component epW`a 1. a`a1O4'' Safety Information available from Truss Plate Institute. 583 D'Onof io Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 CiWs Heights, CA, 95610 ob Truss Truss Type Qty Ply BTR BLDRS . GRINNELL ;RIN0320 A4 DBL. FINK 1 1 R24560448 Longfego r Lumber Co., Inc., Chico, Ca. 9592&7434, Greg Asher 6.200 s Jul 13 §S(¢AlllTek Industries. Inc. Thu Mar OB 08:25:42 0 7 age 1 12 J041� 7-9.3 7-1 •7 7.1.7 7.1-7 7.1-7 7.9-3 2-0-0 5x8 = Scale = 1:76.7 5.00 12 5 .o .a 14 13 12 11 3x6 3x4 = 3x4 = 3x6 = 3x4 = 3x6 — 3x4 = 9.0-12 9-0-12 9- 0-12 10-8.12 6-9-4 9-D-0 S-94 0-2-12 Oil date uttsets (X.Y1: 11.0-2-15 0-1-S1 19.0-2-15 r 1 -Sl LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.38 Vert(LL) 0.28 1-16 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina YES BC 0.53 WB 0.66 Vert(TL) Horz(TL) -0.50 0.05 1-16 11 >787 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 203 lb —1—cm TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Bir G WEBS 2 X 4 DFStd G REACTIONS (Ib/size) 9=203/0-5-8,11=1783/0-5-8.1=1004/0-5-8 BRACING TOP CHORD Sheathed or 4-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-11. WEBS 1 Row at midpt 5-12,6-11 Max Horz 1=-42(load Case 3) Max Uplift9=34(load case 3), 1=-2(load case 5) Max Grav9=288(load case 7), 11=1783(load case 1), 1=1004(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2==2020/32, 23=-1745/34, 3-4=1615/84, 4-5=-1174/109, 5-6=599/108, 6-7=0!741, 7-8=0/611, 8-9=34/451, 9-10=0/39 BOT CHORD 1-16=0/1809, 15-16=0/1258, 14-15=0/1258, 13-14=0/692, 12-13=0/692, 11-12=0/271, 9-11=379/58 WEBS 2-16=388/10, 4-16=36/531, 4-14=629/25, 5-14=-45/757, 5-12=464/0, 6-12=0/561, 6-11=-1609/0, 8-11=-417/5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcument with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard March 8,2007 AL WARNING - Ve Vy design parsametere 0-M READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE MU -7473 BEFORE USE. - Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual budding component. Applicability of design paramenters 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 u the rmre of the M iTe k - erector. Additional permanent bracing of the overall structure is the respombiGty of the building designer. For general guidance regarding fabrication.. quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality CrNedo, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 8.31 7.1.7- . 7.1-7 7.1-7 7.9-3 ' 2-0.0 5x6 = 3 2x4 II 3x4 = 3x4 = 9.0-12 11 m 9 3x6 = 3.4 = 3x4 = 9-0.12 9-0.12 4.1-4 6-9-4 9-0.0 6-9-4 0.2-12 1D-6-0 Plate Offsets (X Y)- :0-3-0.0-1-81, 17:0-2-15,0-1-81 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 10.0 Lumber Increase 1.25 TC 0.43 BC 0.46 Vert(LL) -0.22 Vert( L) -0.40 7-9 >561 240 7-9 >317 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.44 HOrz(rL) 0.02 180 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Blr G TOP CHORD BOT CHORD 2X 4 DF No. I&Btr G Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD WEBS 2 X 4 DF Std G 'Except' Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-14 2 X 4 DF No.t G 6-0-0 oc bracing: 7-9. WEBS 1 Row at midpt 3-10,4-9 REACTIONS (Ib/size) 7=379/0-5-8,9=1343/0-5-8,14=83710-5-8 Max Horz 14=-125(load case 3) Max Uplift7=28(load case 3), 14=-1 (load case 5) Max Grav7=389(load case 7), 9=1343(load case 1), 14=837(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-711/78, 2-3=-844/108, 3-4=-607/108, 4-5=0/300, 5-6=0/169, 6-7=167/45, 7-8=0/39.1-14=795/0 BOT CHORD 13-14=0/107.12-13=01780,11-12=0/568, 10-11=0/568, 9-10=0/391, 7-9=-4/91 WEBS 1-13=0/592, 2-13=355/0, 2-12=-219/23, 3-12=-47/365, 3-10=-177/0, 4-10=0/313, 4-9=1089/0, 6-9=408/5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrenl with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard - Y WARNINO - 7ert(g design pamrnetere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual balding component. Applicability of deign poromenters and proper incorporation of component u responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stably during construction is the respombB6ty of the erector. Additional permanent bracing of the overall structure is the resporxbi6y of the building designer. For general guidance regarding • fabrication. quality control, storage. defivery, erection and tracing. consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safey hslormation available from Truss Plate Institute, S83 D'Onofrio Drive. Madison. W153719. Scale = 1:71.9 I$ OQROFESS/ONS S. C LU C 04 433 rn * E - -07 ' I OF March 8,2007 SAW an MiTek' 7777 Greenback Lane, Suite 109 �1 2-0-0 7.9-3 7 1 7 7-1-7 - 7'1'7 7-1.7 10 7-9.3 2.0-0 • 5.00 Scale = 1:78.1 � 5x6 = 14 13 12 3x10 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = s 3x6 = 9-D- 12 9-0-12 9-0-12 12-2-12 5.3-4 9-0-0 5-3-0 '0-2'-12 12-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.41 2-17 >930 240 BCLL 0.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.74 2-17 >512 180 BCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 12 n/a n/a Code UBC97/ANSI95 (Matrix) PLATES GRIP MT20 220/195 Weight: 207 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 4-7-7 oc puffins. BOT CHORD 2 X 4 DF No.1 &Bir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 6-13.7-12 REACTIONS (Ib/size) 2=1058/0-5-8,12=1795/0-5'-8, 10=252/0-5-8 Max Horz 2=19(load case 3) Max Uplift2=28(load case 5), 10=-35(load case 3) Max Grav2=1058(load case 1), 12=1795(load rase 1), 10=335(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1822/21, 3-4=-1444/23, 4-5=-1313/73, 5-6=-9961108, 6-7=-338/110, 7-8=0/735, 8-9=01605, 9-10=-39/395, 10-11=0/39 BOT CHORD 2-17=0/1611, 16-17=0/1098, 15-16=0/1098, 14-15=0/530, 13-14=0/530, 12-13=62/74, 10-12=-326/57 WEBS 3-17=-425/7, 5-17=-28/492, 5-15=-642/25, 6-15=-43/751, 6-13=-644/0, 7-13=0/713, 7-12=-1499/0, 9-12=466!7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate raving reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard t Oq?,0FESS/ONq `���`�R S. I jyc��2 C � C nA6433 *\ 1WP,$4T-07 March 8,2007 WARNINO - Vert7y design parameter and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE MD -7473 BEFORE USE. Design vorid for use only with MTek connectors. This design u based only upon parameters shown. and is for an individual building component. AppU=ability of design pOromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibBGy of the Mire k ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding responsibilityL fabrication, quality control, storage. delivery. erection and bracing. consult AN51/TPII Quality Criteria. D58-89 and BCSII Building Component •ow�a.e.�o�ou..- Safety Information available from Truss Plate Institute. 583 D'OnoMo Drive. Madism. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 IOU Truss Truss Type Qty Ply BTR BLDRS-GRINNELL 3RIN0320 A6 DBL. FINK i 1 R24566451 Job Longfellow L�V?,5Co., Inc., Chico, Ca. 95928.7434, Greg Asher 6.200 s Jul 13 2�&5 MiTek Inall dustries, Inc. IN Mar 08 06:25:44 20Qb-?2ge 1 2-0-0 79-3 7-1.7 7.1 7 7-1.7 7.1-7 7.9-3 2.0.0 5x6 Scale = 1:78.1 = 5.00 12 6 " io w 14 13 12 r 3x4 = 3x6 = 30 = 3x4 = 3x4 = 3x6 = 9-0-12 9-0-12 9-0-12 11-3.2 6.2-14 9-0.0 6-2-13 0-3.3 11.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.31 2-17 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.57 2-17 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 206 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Blr G TOP CHORD Sheathed or 4-5-14 oc purlins. BOT CHORD 2 X 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 10-12. WEBS 1 Row at midpt 6-14,7-12 REACTIONS (Ib/size) 2=1100/0-5-8,12=1785/0-6-5.10=221/0-5-8 Max Horz 2=19(load case 3) Max Uplift2=27(load case 5), 10=-35(load case 3) Max Grav2=1100(load case 1), 12=1785(load case 1), 10=304(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=1937/22, 3-4=-1617/25, 4-5=-1487175, 5-6=1106/108, 6-7=-504/109, 7-8=0/743, 8-9=0/613, 9-10=-32/431, 10-11=0/39 BOT CHORD 2-17=0/1715,16-17=011 193, 15-16=0/1193, 14-15=0/631, 13-14=0/162,12-13=01162, 10-12=-360/55 WEBS 3-17=-390/6, 5-17=28/507, 5-15=-626/23, 6-15=43/751, 6-14=-527/0, 7-14=0/614, 7-12=1564/0, 9-12=-434/6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction. of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Y 14'ARNWO - Verlry design parameters and READ NOTES ON THIS AND FNClr7DED hffTER REPERENCE PAOE AID -7473 EEPORE USE. Design valid fol use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Apprrcabilily, of design pwomeniers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for'oteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regwcrng • fabricotion quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria. OSB -89 and BCSII Building Component Safety Inlormallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. OQ?,oFESS/pN9 S. AZ -1 IX C 046A33 T t *� EX�'�fi 07 /* March 8,2007 ffin MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 IOD Truss TNSS Type Qty Ply BTR EILDRS • GRINNELL 3RIN0320 A7 KINGPOST. 3 1 R24560452 Longfellow 9• -12 Co., Inc., Chico, Ca. 95928-7434, Greg Asher 6.200 5 Jul 13 2VO YTek Industries, Inc. Thu Mar 08 05:25:44,2( 2 page 1 2-40 4-10.3 4.2-7 4-5.15 1.0-038.7-2 44-110 1 4&n:Q-4 5.5-8 8-6.8 8-0-10 5-4-14 2.0.0 Sale = 1:79.1 5x6 = 5.00 I12 �., sy 15 14 3x6 = 3x4 = 5x8 = 5x8 = 1.5x4 II 9.0.12 5.00 12 9.0-12 9-0.12 6-11-6 6-7-2 3-0-0 14-0.0 10.0 0.2-12 10.2-12 31; IT d LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code UBC97/ANSI95 CSI TC 0.58 BC 0.68 WB 0.54 (Matrix) DEFL In (loc) I/deft Ud Vert(LL) 0.22 17-18 >999 240 Vert(TL) ' -0.42 17-18 >956 180 Horz(TL) 0.08 15 n/a n/a PLATES GRIP MT20 220/195 Weight: 221Its LUMBER BRACING TOP CHORD 2 X 4 OF No.i&Bir G TOP CHORD Sheathed or 2-9-2 oc purlins. BOT CHORD 2 X 4 OF No.l&Btr G BOT CHORD Rigid ceiling directly applied WEBS 2 X 4 OF Std G or 5.9-2 oc bracing. WEBS 1 Row at midpl 7-17 REACTIONS jlb/size) 2=2258/0-5-8,15=2231/0-5-8.12=46/0-5-8 Max Horz 2=19(load case 3) Max Uplift2=32(load case 5), 12=216(load case 6) Max Grav2=2258(load case 1), 15=2231 (load case 1), 12=62(load case 7) 3 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-4078/15, 3-21=-3239/26, 4-21=2988/48, 4-5=-1884/57, 5-6=-1806/61, 6-7=-1766/98, 7-8=-567/100, 8-9=0/366, 9-10=0/343, 10-11=0/1308, 11-12=-9/862, 12-13=0/39 BOT CHORD 2-20=0/3519, 19-20=0/2414, 15-16=-1334/60, 18-19=0/1866, 17-18=01847, 16-17=-289/99, 14-15=767/31, 12-14=-767/31 WEBS 10-15=-145210,8-16=-1438/0,10-16=0/1326. 6-19=-76/44,6-18=-312/52,7-18=-39/1262; 7-17=-781/0,8-17=0/1049. 11-14=-8/186,11-15=-475/10, 4-19=-922/16, 4-20=-17/859.3-20=-939/1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph'winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure B ASCE 7-93 UBC97/ANSI95 per If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the increase plate grip is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). OFES$/ ??, Q� LOAD CASE(S) Standard 1) Regular: �4X+S. y - Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plf) V C 1-2=-52, 7-21=-52, 7-13=52, 15-16=-14. 1B-19=-14, 16 18=14, 12-15=-14 C� TrapezoidalVertLoads (calf) cc C 046 33 Vert:2=-282(F=230}to-21=-152(F=100) * EX fo-10 March 8,2007 WARA'D70 - Vanfy design yarnmetars arsd READ NOTESON THIS AND fNCLEIZED MrTER REFERENCE PAGE MU -7473 BEFORE USE. ®,Qgp� Design valid for use, only with M7ek connectors. This design is based only upon parameters shown. and Is for an individual building component. ■�W Appficcblity of design paromenlen and proper incorporation of component is responsbBity of building designer - not truss designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsbB6ty, of the erector, Additional permanent bracing of the overall structure is the responsibfiity, of the building designer. For general guidance regarding • fabricoticm quality control. storage. delivery, erection and bracing. consul[ ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Salety Informallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Db Truss Trus Type Qty Ply BTR BLDRS • GRINNELL RIN0320 AB DBL. FINK 1 1 R2456045: - Job Reference (ooti g]) _ongfellow. LoVi Co., Inc.. Gnico, Ca. 95928.7434, Greg Asher 0.200 5 Jul 13 200 Ik Industries, Inc. Thu Mar 08 06:25:45 209b•�gge 1 2-0-0 7.9-3 7.1-7 7.1-7 7-1-7 7.1-7 7.9-3 2-0-0 5x6 = Scale= 1:78.1 5.00 r 6 14 13 12 3x6 - 3x4 = f 3x6 = 3x4 = 3x4 = 3x4 = 9-0.12 3x6 = 9-0-12 9-0.12 112-12 10-2.12 7-3-4 9.0-0 7-3-4 10-2-12 11d r n r LOADING (psf) TCLL 16-0 TCDL 10.0 BCLL 0.0 BCDL 7.0 2.0-2-15 0-1-81, [1070-2-15.U-1-81- SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.37 BC 0.50 WB 0.72 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.22 2-17 >999 240 Vert(TL) -0.41 2-17 >971 180 Horz(TL) 0.05 12 n/a n/a PLATES GRIP MT20 220/195 Weight: 206 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 4-4-4 oc purlins. BOT CHORD 2 X 4 F tr G WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied OStd G or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-12. WEBS 1 Row at midpt 6-13.7-12 REACTIONS (lb/size) 2=1148/0-5-8,12=176310-5-8,10=195/0-5-8 Max Horz2=-19(load rase 3) Max Uplift2=27(load case 5), 10=-34(load case 3) Max Grav2=1148(load case 1), 12=1763(load case 1), 10=277(load case 7) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-3=-2068/23, 3-4=-1818/49, 4-5=-1689/77, 5-6=1228/107, 6-7=-689/108,7-8=01715,8-9=01585. 9-10=-32/464, 10.11=0/39 BOT CHORD 2-17=0/1833, 16-17=0/1301, 15-16=0/1301, 14-15=0/745, 13-14=0!745, 12-13=0/378, 10-12=-379/56 WEBS 3-17=-358/5, 5-17=29/538, 5-15=-613/21, 6-115=43)`751. 6-13=-403/0, 7-13=0/512, 7-12=1630/0, 9-12=40315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss :has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 441t with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ?,pFESS// S. C'M C 046rn * EXP. s' C March 8,2007 A WARNING - 17-Ify deergn p -e- and REAP NOTES ON TWS AND D9C[.UDED ADTEK REFERENCE PAGE AM -7473 BEFORE USE. Design vo6d for use only with MTek connectors. This design is based only upon parameters shown. and is for anindividual building component. ■�rW Applicability of design paramenters and proper Incorporation of component is responsb0ity 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 responsibB9ly of the M iTe k - erector. Additional permanent bracing of the overa8 structure is the responsibility of the building designer. For general guidance regarding - labicotion, quality control. storage, delivery- erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 ar-d BCSI1 Building Component •o.-r.,,o .rA�onr.- - Safety Information available from Truss Plate Institute. 583 D'Onohio Dive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Ciws Heights, CA- 95610 2-0.0 '5-11.6 56.11 0.4-14 6.7-132opill " 64-M 4r.0-0 7.0-0 6.7-1 0-4-14 5-6.11 5-11$ 2.0.0 Scale = 1:80.4 5x6 3x4 = 3x6 = 3xE _ 5x10 9-0.12 1f 16 15 14 13 12 sxb = 1.5x4 II 3x8 = 3x6 = 3x4 = 1.5x4 11 3x6 = 1.50 11 2x6 = 4x4 = 9412 5-11.6 5-6-11 7-0-0 7-0-0 7.0.0 1-3.5 10-2-12 9-0-12 LOADING (psf) TCLL SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP 16.0 TCDL 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.58 Vert(LL) 0.14 17-19 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO BC 0.36 WB 0.95 Vert(TL) -0.25 17-19 >999 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) Horz(TL) 0.07 13 n/a n/a Weight: 2121b LUMBER BRACING TOP CHORD 2 X 4 DF No.18Blr G TOP CHORD BOT CHORD 2X`4 DF No.18Blr G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 2=1265/0-5-8.13=2499/0-5-8,10=-86/0-5-8 Max Holz 2=1 2(load case 4) Max Uplift2=36(load case 5), 13=8(load case 5), 10=299(load case 6) Max Grav2=1272(load case 6), 13=2499(load case 1) Sheathed or 4-1-8 oc pur ins, except 2-0-0 oc purlins (4-5-2 max.): 4-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-19 2 Rows at 1/3 pis 7-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-2456/36, 3-4=-2102/64, 4-21=-1907/63, 21-22=1907/63, 5-22=-1907/63, 5-6=-2016/71, 6-7=2016/71, 7 -23=0/654,23 -24=0/659,8-24=0/661,8-9=0/1395,9-10=24/1106,10-11=0/39 BOT CHORD 2-20=0/2192, 19-20=0/2192, 18-19=0/2016, 17-18=0/2016,16-17=0/1 187, 155-16=0/1187,14-15=0/1 187, 13-14=657/55, 12-13=992/49, 10-12=992/49 WEBS 3-20=9/188.3-19=305/12.4-19=-27/363,5-19=-267/20, 5-17=-474/0.7-17=-4/1017.7-16=-17/247,7-14=-2177/20, 8-14=-24/1213,9-13=-413/12,9-12=-8/179,8-13=-2247/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.D psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. t 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 3 Ib up at 32-0-0, and 78 Ib down and 3 Ib up at 12-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Continued on page 2 • WARNING • Verify deefyn paw tam and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB - 7473 BEFORE USE. Design valid for use only with MTek connectors. This design u based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown__ is for la`eral support of individual web members only. Additional temporary bracing to insure stability during conslsuclion is the responsibility of the erecta. 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 pualRy Criteria. DSB-69 and BCSII Bullding Component 'Safety Informatlon available from Truss Plate Institute. 583 D'Onolrio Drive. Madison. WI 53719. March 8,2007 MiTek- 7777 Greenback Lane, suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type pts - Ply =derence GRIN0320 1' Ag CAL HIP 1 R24560454 Longfellow Lumber Co., Inc., Chico, Co. 85928-7434, Greg Asher 6.200 s Jul 13 2005 Mrrek Industries. Inc. Thu Mer 08 06:25:45 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (plo ., Vert: 1-4=52, 4-21=-52, 22-23=78(8=26), 8-24=-52, 8-11=-52, 2-10=-14 Concentrated Loads (lb) Vert: 21=78 24=78 Trapezoidal Loads (plf) Vert: 21= -52 -to -22=-78, 23=48 -to -24=52 t � t II WARNING - Verify design parameters and READ NOTES ON TIUS AND INCLUDED BUTER REFERENCE FAOE IM -74'73 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability or design paromenten 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 u the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsb,Tity, of the building designer. For general guidance regarding fabricatan. quality control. storage. delivery. erection and bracing, consult ANSI/TPII pual8y Criteria. DSB-89 and BCSII Building Component Safety Irdormalion available trom Thus Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. i h ILMW no MiTe_k- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Tb Truss Truss Type Qty Ply BTR BLDRS- GRINNELL RIN0320 A10 CAL HIP 1 1 R2456045! -ongfellow Lum e�CQ., Inc.,IChico, Ca. 95926.7434, Greg Asher 6.200 s Jul 13 20§'Iek Industries, Inc. Thu Mar 08 06:25:39 zpp7 Page 1 1122 50.12 2.0-0 4.11-6 4-6.11 0.4-14 5.10.1 6.3-0 6.3-0 5 -ID -1 0-4.14 4-6.11 4.11-6 2-D-0 Scale = 1:80.4 5x6 5.00 F1_2 4 3x4 = 3x6 = 3x8 = 3x4 = 5x8 = <" ro 10 17 16 15 1413 3x6 r 3x8 = 3x6 = 3x4 = 1.5x4 11 3x6 = 3x4 = 3x6 = 3x4 = 50-12 50-12 50.12 9-6-1 6-3.0 6.3-0 6.3-0 5.6-4 10.2-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.35 TCDL 10.0 Lumber Increase 1.25 BC 0.50 BCLL 0.0 Rep Stress Inv YES WB 0.58 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD -2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS .(Ib/size) 2=1063/0-5-8.14=2130/0-5-8. 11=87/0-5-8 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 2-20 >999 240 MT20 220/195 Vert(TL) -0.30 2-20 >999 180 Horz(TL) 0.06 14 n/a n/a Weight: 208 Ib BRACING TOP CHORD Sheathed or 4-8-12 oc puffins, except 2-0-0 oc purfins (4-11-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-11-15 oc bracing: 13-14 6-0-0 oc bracing: 11-13. WEBS 1 Row at midpt 7-15.8-14 Max Harz2=9(load case 4) Max Uplift2=29(load case 5), 11=-303(load case 6) Max Grav2=1070(load case 6), 14=2130(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-3=1950/8, 3-4=-1735/42, 4-5=-1570/39, 5-6=1774/43, 6-7=1774/43,7-8=-229/55,8-9=0/1303. 9-10=0/1317, 110-11=22/11103.11-112=0/39 BOT CHORD 2-20=0/1739, 19-20=0/1774, 18-19=0/1774, 17-18=0/1334, 16.17=0/1334, 15-16=0/1334, 14-15=0/229, 13-14=1182/40, 11-13=984/44 WEBS r 3-20=-173/2, 4-20=-21/400, 5-20=-336/13, 5-18=-204/0, 7-18=0/530.7-17=-16/224.7-15=-1320/0., 8-15=-13/766, 8-14=-1810/0, 9-13=-23/430,10-13=-367/3, 9-14=-1038/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (Oat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard WARRINO - Verify deniers parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAOE MD -7473 BEFORE USE. Design valid for use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members only. Additional temporary brocing to imure stability during construction is the responsibiility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricaliom quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Safety Information available from Truss Plate Institute. S83 D'Onofrio Drive. Madison. WI 53719. March 8,2007 MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 ft Ob Truss Truss Type 7QtyP-'Y- BTR BLDRS - GRINNELL .RIN0320 All CAL HIP 1 R24560456 Longfellow Lum$e�C�O., Inc., Chico, Co. 95928.7474, Greg Asher Joh Deference (ODfion-11 6.200 s Jul 13 20§5d�Uek Industries, Inc. Thu Mar 08 08:25:40 2p0 Page 1 2 9-0.12 a BA 1 64-10 2-0.07-6.1 0-4.14 6-1D-1 7-3-0 7.3-0 6-10.1 0-4-14 7-6-1 2-0.0 Scale = 1:80.4 5x6 -- 5.00112 3x4 = 3x6 = 3x8 = 3x6 = 3 4 s a 5x10 = 9.0-12 rr sa 15 14 13 12 11 3x6 = 3x4 = 3x6 = 1.5x4 II 3x6 = 3x4 = 3x6 = 1.5x4 II 3x4 = 9-0.12 7-6-1 7.3-0 7.3.0 7-3-0 4-6.4 9-0.12 01;1 d date Upsets (X. Y)• - I8:0-5 0 0-1-81 TOP CHORD Sheathed or 4-6-1 oc purlins, except LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.52 Vert(LL) 0.17 15-16 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina YES BC 0.41 WB 0.82 Vert(TL) -0.31 15-16 >999 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) Horz(rL) 0.07 12 n/a n/a Weight: 190 lb TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G REACTIONS Qb/size) 2=1060/0-5-8,12=2146/0-5-8,9=-100/0-5-8 Max Horz 2=-7(load case 3) Max Uplift2=-29(load case 5), 9=-319(load case 6) Max Grav2=1063(load case 6), 12=2146(load case 1) BRACING TOP CHORD Sheathed or 4-6-1 oc purlins, except 2-0-0 oc purlins (4-3-2 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpl 6-13,7-12 FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1978/29, 3-4=-1748/26, 4-5=2254/34, 5-6=-2254/34, 6-7=0/82, 7-8=0/1830, 8-9=15/1249, 9.10=0/39 BOT CHORD 2-18=0/1764,17-1 8=0/2254, 16-17=0/2254, 15-16=0/1669, 14-15=0/1669, 13-14=0/1669, 12-13=-82/34, 11-12=-1124/41 9-11=1120/41 WEBS 3-18=-21/437, 4-18=662/18, 4-16=-154/33, 6-16=0/640, 6-15=18/252, 6-13=1880/0, 7-13=-14/820, 7-12=2132/0, 8-11=11/227, 8-12=-1216/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 44 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 42 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • d WARNMO .Verify dealgn parameters and READ NOTE6 ON THIS AND INCLUDED MTErr REPErrEryCE PAGE MU -7473 BEFORE USE. Design void for use only with M1ek connectors. This design is based only upon parameters shown, and is for an indwiduoi building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of indviclual web members only. Addilional temporary brocing to insure stability during construction is the responsbafity of the erector. Additional permanent bracing of the overall sftmtwe is the responsbiLly, of the building designer. For general guidance regarding fabrication, quality control, sloroge. delivery. erection and bracing. consul) ANSI/TPII Quality Criteria. DSB-89 and 8CSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. OQ?,oFESS/p�9 S COT7NcF�� Q m UJ C 04 33 ;rn * EX - 1-07 s OF 1F March 8,2007 nY� MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type - Qty PlyBTR BLDRS - GRINNELL 3RIND320 Al2 CALHIP 1 1 R24560457 Longfellow Lum$e&_ ja., Inc., Chico, Ca. 95926-7434, Greg Asher 6.200 s Jul 13 20§%Yffek Industries, Inc: Thu Mar 08 06:25:41 Zoll Page 1 9 0.12 0; 2-0.0 5.18 0.7.7 4.1-13 4-9-5 4-9-5 4-9.5 4.9-5 4-9-5 4.1-13 0-7.7 5-3-8 2.0.0 Scale = 1:80.4 5.00 r 5x8 4x4 = 4x4 = 4x4 = 4x8 = 4x12 = 4x12 = 4x8 = 5x6 z3 leo 22 21 20 19 26 18 17 16 15 2714 3x8 = 3x6 = 3x4 = 4x12 MT20H = 3x8 = 1.5x4 II 3x8 = 4x12 = 3x10 = 3x4 = 4x6 = &0-12 9-a12 9-412 5.18 4.9.5 4.9-5 4-9.5 4.9-5 4-9-5 4-7-5 142.12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.38 19-20 >999 240 MT20 220/195 TCDL 10.0 BCLL 0.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.79 19-20 >510 180 MT20H 165/146 8-16=3907/0, 9-16=0/1699, 9-15=-5084/0, 10-15=-2161/0, 10.14=0/3599, 11-14=-1365/0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.16 15 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) QR are exposed to wind. IfCO��Q���R porches eKist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to Weight: 221 lb LUMBER BRACING plates plates unless otherwise indicated. TOP CHORD 2 X 4 DF No. i&Bir G *Except* TOP CHORDSheathed or 3-1-14 oc purlins, except 3-7 2 X 6 DF SS G. 7-112 X 6 DF SSG 2-0-0 oc purlins (3-4-3 max.): 3-11. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 2-6-15 oc bracing. WEBS 2 X 4 DF Sid G 'Except* WEBS 1 Row at midpt 8-18,9-15 4-23 2 X 4 DF No.1 G, 5-22 2 X 4 DF No.1 G, 6-20 2 X 4 DF No.1 G 8-19 2 X 4 DF No.1 G,.8-16 2 X 4 DF No.1 G, 9-15 2 X 4 DF No.1 G 10-14 2 X 4 DF No.1 G REACTIONS (Ib/size) 2=1869/0-5-8,15=4423/0-5-8,12=556/0-5-8 Max Horz2=6(load case 4) Max Uplift12=755(load case 6) Max Grav2=1869(load Case 6), 15=4423(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-4123/0, 3-4=-3704/0, 4-5=-5483/0, 5-6=-5967/0, 6-7=5107/0, 7-24=5107/0, 8-24=5107/0, 8-9=01674, 9-10=0/5313, 10-11=0/2128, 11-12=0/2419,12-13=0/39 BOT CHORD 2-23=0/3767, 23-25=0/5483, 22-25=0/5483, 21-22=0/5967, 20-21=0/5967, 19-20=0/5107, 19-26=0/2900, 18-26=0/2900, 17-18=0.r2900, 16-17=0/2900, 15-16=674/0, 15-27=-5313/0, 14-27=-531310, 12-14=2217/0 WEBS 3-23=0/984, 4-23=-201810, 4-22=0/493, 5-22=-55410, 5-20=-260/17, 6-20=0/945, 6-19=-86210, 8-19=0/2421, 8-18=0/314, 8-16=3907/0, 9-16=0/1699, 9-15=-5084/0, 10-15=-2161/0, 10.14=0/3599, 11-14=-1365/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy OFESS/ category I, condition I enclosed building, of dimensions 45 it by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist, they QR are exposed to wind. IfCO��Q���R porches eKist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to S. Ti�,c�Fy prevent water ponding. 4) All are MT20 plates plates unless otherwise indicated. Q .L m 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) A rating reduction 20% m LU C 433 plate of has been applied for the green lumber members. 7) Girder carries hip end with 6-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * 1-07 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 lb down and 10 Ib up at 38-6-12, and 234 Ib down and 10 Ib up at 5-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 Fn A Q� March 8,2007 WARNING - Verjfy design pamn+etars and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AW 7473 AWORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual bu0ding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - rot truss designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the fesponsbility of the building designer. For general guidance regarding _ fabrication.. quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSII -89 and 8CSII Building Component - safely Information available Imm Truss Plote Institute. Sa3 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback lane, Suite 109 - _ Citrus Heinhis. CA. 95610 TNSS Truss Type :���QIPly�BT-RBL�DRSGRINN�ELL,10320 Al2 CAL HIP R245604 ,gfeilow, Lumber Co., Inc., Chico, Ca. 95928.7434, Greg Asher Job Reference (optigoal) .6-200 5 Jul 13 2005 MTek Industries, Inc. Thu Mar 08 06:25:412007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (plf) I Vert: 1-3=-52, 3-11=-100, 11-13=52, 2-12=-27(F=13) Concentrated Loads (lb) Vert: 3=-234 11=-234 i . t r I I 4 f I 1 1 WARNING verify design Parameters and READ NOTES ON THIS AND INCLUDED 6D7'EE REFERENCE PADS ffiL7473 BEPORE USS. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applic obiliy of design paromenters and proper incorporation of component B responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall stricture is the responsibly of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSII Building Component ' satey Information available from Tens Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. ' 1 6 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job TTrus-s Truss Type Qty Ply eTR BLDRS • GRINNELL GRIN0320 CAL HIP 1 1 824560458 Longfellow Lumber -^aac.2Chico. Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 MI Tek Industdes, Inc. Thu Mar 08 06�&.j6 2007 Page 1 2-0-0 3.10-15 0.6-1 3-9-0 3-9-0 3-9-0 3-9-0 0-6.1 3-10.15 2-0-0 5.00 12 Scale = 1:46.6 3x6 = 3x4 = 4x12 MT20H = 1.5x4 II 3x4 = 3x6 = ..v 9.0.12 9-D-12 4-5-0 3-9-0 3.9-0 3-9.0 3-9.0 4-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.28 14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.53 14 >528 180 MT20H 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.56 Horz( L) 0.14 10 n/a n/a �Q�O _n�R BCDL 7.0 Code UBC97/ANSI95 (Matrix) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with an other live loads. y 8) A W C 433 rn, plate rating reduction of 20% has been applied for the green lumber members. Weight: 1591b LUMBER BRACING Max Horz2=4(load case 4) TOP CHORD 2 X 4 DF No.18Btr G 'Except• TOP CHORD Sheathed or 3-3-8 oc purlins, except 3-8 2 X 6 DF SS G 2-0-0 oc purlins (3-6-14 max.): 3-8. BOT CHORD 2 X 4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 5, 6, 7 OTHERS 2 X 4 DF Std G WEBS 3-17=251940,5-117=11942/119, 5-16=-13/404.6-16=-f69/0.6-14=-8/161, 6-13=689/0,7-13=13/404,7-12=-1942119, REACTIONS (Ib/size) 2=1768/0-5-8, 10=1768/0-5-8 Max Horz2=4(load case 4) Max Uplift2=49(load case 5), 10=49(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-37=-3885/27. 3-37=3763/57, 3-4=41/0, 3-38=3476/63, 5-38=3476163,5-6=-5186/78, 6-7=-5.186/78, 7-39=3476/63, 8-39=3476/63, 8-9=42/0, 840=3763/57, 1040=-3885/27, 10-11=0/39 BOT CHORD 2-17=013550,17-41 =915186.16 -01= -9/5186,15 -16=7/5782,14-15=7/5782,13-14=-7/5782.1342=8/5186.12-42=8/5186 , 10-12=0/3550 WEBS 3-17=251940,5-117=11942/119, 5-16=-13/404.6-16=-f69/0.6-14=-8/161, 6-13=689/0,7-13=13/404,7-12=-1942119, 8-12=-25/940 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7-0 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 B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 to the face), pF ESS/ (normal see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. QQ` S. 4) Provide adequate drainage to prevent water ponding. �Q�O _n�R 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs 14-0 CO G/ spaced at oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with an other live loads. y 8) A W C 433 rn, plate rating reduction of 20% has been applied for the green lumber members. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) 1-07 or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 0 Ib up at 4-0-0, * and 125 Ib down and 0 Ib up at 19-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (LRYA43'691SIEMSPendard FO March 8,2007 - j& WARNWO -Verify design parumeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FAOE MU -7473 BEFORE USE. SAN Design valid for use only with Mitek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility, of building designer- nal truss designer. Bracing shown is for lateral svpport of individual web members only. Additional temporary bracing to insure stability during construction is the responsb181y, of the M iTe k erector. Additional permanent bracing of the overa0 structure is the responsibility of the building designer. For general guidance regarding _ fabdcolion, quality control. storage. delivery- erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate institute. 583 UOnofdo Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply BTRBLDRS-BTR GRIN0320 B17 CAL HIP 1 1 R24560458 Job Longfellow Lumber Co., Inc., Chico, Ca. 95926-7434, Greg Asher 6.200 s Jul 13 20(15 MTek Industries, Inc. Thu Mar 08 06:25:46 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-37=-52, 11-40=-52, 2-10=-28(F=-14) Concentrated Loads (lb) Vert: 37=-125(F) 40=-125(F) Trapezoidal Loads (plf) Vert: 37=-104(F=-52)-to3=-106(F=-54), 3=106(F= -54) -to -4=-109(F=57), 3= -74(F= -54) -to -38=-77(F=-57), 38= -109(F= -57) -to -6=-136(F=-84), 6=136(F=84}to-39=109(F=57), 39=77(F=-57)-10-8=-74(1`=54), 9=-109(F=57}to-8=-106(F=-54), 8=106(F= 54}to-40=-104(F=52) Y WARNINO - Verify deefgn pa.amesere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE MU 7473 BEFORE USE. MIR' Design vo6d for use only with MTek connectors. This design is based only upon parameters shown, and is for an indriidual building Component. Applicability of design paramenlers and proper Incorporation of component is responsbilily of building designer - rot truss designer. Bracing shown Is for lateral support of indwidual web members only. Additional temporary bracing to insure stability during construction is the respomfbllty, of the MiT'e iC erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding - _ fabrication. quality control. storage, delivery. erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component—....—„nr°"... - Safety Information available from Truss Plate Institute. 563 D'Onotdo Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 2-0-0 6-3-6 5-7-10 5-7-10 6-3-6 z•ao Scale = 1:45.1 4x4 = ' 4 9-0-12- 8-1-15 lg 3x4 = 3x4 = 3x4 = 9-D-12 7-6-3 8-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.09 6-8 >999 240 TCDL 10.0 Lumber Increase 1.25 8C 0.33 Vert(TL) -0.17 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.t&Btr G BOT CHORD 2 X 4 DF No.t&Bir G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=88810-3-8, 6=888/0-3-8 Max Horz 2=8(load case 4) Max Uplift2=24(load case 5), 6=24(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1515/7, 3-4=-1322/56, 4-5=-1322/56, 5-6=-1515/7, 6-7=0/39 BOT CHORD 2-10=0/1337, 9-10=0/912, 8-9=0/912, 6-8=0/1337 WEBS 3-10=-296/3, 4-10=25/463, 4-8=25/463, 5-8=-296/3 PLATES GRIP MT20 220/195 Weight: 98 Ib BRACING TOP CHORD Sheathed or 5-3-7 oc purlins. BOT 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 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 fl with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Oq?,0FESS/. C � C 0464-23 T *\ EXPO -07 /*, March 8,2007 WARNING - Ver(fly deedgn parsamemm and READ NOTES ON TRIS AND INCLUDED BUTER REFERENCE pAGE MB -7473 BEFORE USE. Design vorid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. gym" Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsbilliy of the Mire k erector. Additional permanent bracing of the overall structure is the respombsy of the building designer. For general guidance regarding lubrication. quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component I.---1... Soley Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply BTR BLDRS - GRINNELL 3RIN0320 D7 MONO CAL HIP 1 1 824560460 Longfellow Lumb�r Co21nc., Chico, Ce. 95928-7434, Greg Asher 6.200 s Jul 13 2005 MRek Intluslrfes, Inc. Thu Mar 08 06:25:47 2DQ7. Pone 1 4 t 9-0.12 2.0-0 5-6.10.4.14 4-10.9 53.7 5-3.7 53-7 53-7 5-53 Scale = 1:68.2 5.6 5.00 12 3x4 = 3x6 = 4x12 = 3x6 = 3x4 = 3x8 - 2x8 II 3 ---- 19 21 18 17 16 15 132 13 12 11 4x4 = 4x4 = 4x6 = 48 = 2.4 II 4x4 = 2x4 II 44 = 4K4 = 9-0.12 9-0-12 9-0.12 56-1 53-7 5-3-7 5-3.7 1-1-2 4.2E 53-7 5-5-3 Plate Offsets fX Y): 18.0-1-120-1-81 114:0.2-0.0.2-41, 117:0-1-12 0-2-01 LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.94 BC 0.28 Vert(LL) -0.10 18 >999 240 Vert(rQ 18 MT20 220/195 BCLL 0.0 Rep Stress Ina NO WB 0.90 -0.20 >999 180 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 198 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-1-13 oc purlins, BOT CHORD 2 X 6 DF SSG except end verticals, and 2-0-0 oc purlins (3 11-2 max.): 3-10. WEBS 2 X 4 DF Sid G'Except• BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-19 2 X 4 DF No.1 G, 5-18 2 X 4 DF No.1 G, 6-17 2 X 4 DF No.1 G JOINTS 1 Brace at Jl(s): 10 9-13 2 X 4 DF No.1 G, 9-11 2 X 4 DF No.1 G REACTIONS (Ib/size) 11=611/0-5-8,2=1228/0-5-8,14=2865/0-5-8 Max Horz2=93(load case 4) Max Grav11=617(load case 7), 2=1228(load case 1), 14=2865(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=2495/0, 3-4=2258/0, 4-5=2626/0, 5-6=-1349/0, 6-20=0/2055, 7-20=0/2055, 7-8=0/2055, 8-9=-4/149, 9-10=-125/12,10-11=-248/1 BOT CHORD 2-19=0/2276,19-21=0/2626. i8-21=0/2626.17-18=0/1349,16-17=-1432/0,15-16=-1432/0, 15-22=1432/0,14-22=1432/0, 13-14=-149/10,12-13=0/824,11-12=0/824 WEBS 3-19=0/477, 4-19=-477/0, 4-18=-377/16, 5-18=0/1378, 5-17=1016/0, 6-17=0/3001, 6.15=-129/50, 8-14=2117/0, 8-13=0/553 9-13=1034/0, 9-12=0/361, 9-11=-754/0, 6-14=-1666/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 37 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A rating reduction 20% �OQROFESS/o�9� S plate of has been applied for the green lumber members. 6) Girder � _n�R %/ Fy carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6.0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q 2 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 14 Ib u at 5-7-13 on top chord. The design/selection p w C 046 33 of such connection device(s) is the responsibility of others. � 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). * E t-07 LOAD CASE(S) Standard Continued on page 2 March 8,2007 j& WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MT 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is loran individual building component. om Appkcab0ity of design pwomenters and proper incorporation of component is respomibility of bolding designer - not truss designer. Bracing shown M iTe k - a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombilGly of the erector. Additional permanent bracing of the overall structure is the responsbBiy of the building designer. For general guidance regarding fobricoliicn, quality control. storage. delivery. erection and bracing, consul) ANSI/TPII Qua18y Crtallo, DSB•89 and BCSII Bullding Component 1-rs ao.ou.+.- safetyInfonnatlon available from Truss Plate Imlitule. 5113 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 1b - ITruss Truss �HIP pty Ply BTR BLORS - GRINNELL i RIN0320 � �� D1 �:�]MONO 1 1 R2456046 .ongfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Greg Asher ob Reference (optio all 6.200 s Jul 13 2005 MiTek Industries. Inc. Thu Mar 08 06:25:47 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-10=-98, 2-11=26(F=-12) Concentrated Loads (lb) Vert: 3=234 ' I I� i i j I' j Y WARNING - Var(fy design paramatars and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU 7473 BEFORE USE. - Design valid lar use only with M7ek connectors. This design is based only upon parameters shown. and u for an individual building component. Applicability of design poramenters and proper incorporation of component u responsibility of building designer - not truss designer. Bracing shown A'T� u for lateral support of individual web members ontV. Additional temporary bracing to insure stability during construction u the responsibillity of the Welk erector. Additional permanent bracing of the overa0 structure is the respombdity of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consul) ANSI/T1`111 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onabio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 t Job ' Truss Tru55 Typo Qty Ply BTR BLDRS - GRINNELL GRIN0320 D2 MOND CAL HIP 1 Vert(LL) 0.09 13-14 >999 240 R24560461 I Longfellow Lumber CO.. Inc.. Chico. Ca. 95928.7434 r-Aeher BC 0.33 Vert(TL) -0.14 13-14 >999 180 _ ___ ..._ ___ _ _ __ tl-u-1z 9-10-12 o -u s Jul sol zuua MNex Industries, Inc. Thu Mer 08 08:25:47 20071Page 1 2.0-0 7.6.1 0.4-14 7-0-5 7.53 7-5.3 - 7-6.15 Scale = 1:68.2 5x6 3x6 = 5.00 f12 3x4 - 3x6 = 3x8 = 3.6 II 14 3x4 = 13 12 3x6 = 3x6 = 11 10 9 3x6 = 1.5x4 II 3x6 = 9.0.12 9-0.12 9-0-12 5-7-2-12 1211-6 7.6-1 7-5.3 7-3-8 0-1-10 7-5.3 7-6-15 Nlate Offsets (X.Y): [5:0-2-0.0-1-81,11370-2-0.0-1-81 BRACING LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.09 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.14 13-14 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(TL) 0.03 9 n/a n/a BCDL 7.0 Code UBC971ANSI95 (Matrix) Weight: 166111 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G *Except* BOT CHORD 8-9 2 X 4 OF No.1 G WEBS JOINTS REACTIONS (Ib/size) 9=54310-5-8,11=1979/0-5-8,2=871/0-5-8 Max Horz 2=1 19(load case 4) Max Uplift9=14(load case 3), 11=42(load case 4), 2=-34(load case 5) Max Grav9=552(load case 7), 11=1979(load case 1), 2=871 (load case 1) Sheathed or 5-2-8 oc purlins, except end verticals, and 2-0-0 oc puffins (5-5-10 max.): 3-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-13. 1 Row at midpt 7-11 1 Brace at Jl(s): 8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1490/43, 3-15=-1315/40,15-16=-1315/40,4-16=I 315140, 4-5=-1089/46, 5-6=-38/724, 6-7=-38/724, 7-17=134/30, 8-17=-134/30, 8-9=312/1 BOT CHORD 2-14=-61/1316,13-14=-46/1089,12-13=724/33.11-12=724/33, 110-11=-28/566,9-110=28/566 WEBS 3-14=-20/190, 4-14=-16/244, 4-13=-657/0, 5-13=48/1961, 5-11=-1334/13, 7-11=-1371/29, 7-10=-20/249, 7-9=468/14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead` load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 37 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-M from front girder and 4-0-0 from back girder. 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 5 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQ?,oFESS/pN� S. TINc��ti CO 1 m X C 046A33 r,,n , *� E"1-07 /*, March 8,2007 WARNING - Vert fy design parameter and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE AM -7473 BEFORE USE. - Design valid lar use only with Mffek connectors. This design is hosed only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Mire k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsblGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardusg _ ,s fabrication- quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, cal 53719. 7777 Greenback Lane. sole 109 Citrus Heights, CA, 95610 f s , k Job Truss TfLSS Type - ply Ply BTR BLDRS - GRINNELL GRIN0320 D2 .. MONO CAL HIP 1 1 - R24560461 Longfellow lumber Co., Inc., Chico, Ca. 95928-7434, Greg Asher 8.200 s Jul 13 2005 MTek Industries, Inc. Thu Mar 08 00:25:47 2007 Page 2 rl LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ii Vert: 1-3=52, 3-15=-52, 16-17=-78(B=26), 2-9=-14 Concentrated Loads (lb) Vert: 15=-78 Trapezoidal Loads (plf) Vert: 15=52 -to -16=78, 17= -104(B= -26)-10-8=-78(B=26) li i r ' h I n W t I i s n ' f R• t r ii Y WARNING - Ver iry rt afgn yarnmetan and READ N078S ON TAUS AND ArCLUDED MMER REFERENCE PAOB MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an indNiduol building component. Appri=ability of design poramenlers and proper incorporation of component is responsb8ity 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 responsbBUty of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricalion. quafity control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. SB3 D'Onofrio Drive. Madison- WI 53719. f s Mi_Tek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 2-0-0 3.6-1 0-4-14 2-7.1 2.7.1 0.4-14 3-6-1 2.0-0 44 3x8 = 4x4 Scale = 1:28.5 12-0-12 12-0.12 0-6.0 3-0-1 2-11.15 2-11-15 3.0-1 0-6.0 ' Plate Offsets (X.YI: 12:0-30.0-1-81 12.0-0-4 Edclel 16.0-3-0 0-1-81 f6.0-0-0 Edoel TOP CHORD 1 -2=0/39.2-3=1216/0.3-4=-1071/0,4-5=-1071/0.5-6=1216/0,6-7=0/39 LOADING (psD SPACING 2-0-0 WEBS 3-10=0/258, 410=359/0, 4-9=0/142, 4-8=359/0, 5-8=0/258 CSI } DEFL/ in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.03 9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 3) Provide adequate drainage to prevent water ponding. BC 0.36 Vert(TL) -0.06 9 >999 180 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder caries hip end with 4-0-0 end setback. BCLL 0.0 Rep Stress Incr NO OAN,q WB 0.10 Horz(TL) 0.02 6 n/a n/a BCDL 7.0. Code UBC97/ANSI95 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, (Matrix) Plate Increase=1.25 Uniform Loads (plf) Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.16Btr G TOP CHORD Sheathed or 6-0-0 oc purfins, except BOT CHORD 2 X 4 DF No.18Btr G 2-0-0 oc puffins (6-0-0 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 DF Std, Right: 2 X 4 DF Std REACTIONS (Ib/size) 2=717/0-5-8,6=717/0-5-8 Max Harz2=3(load case 4) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/39.2-3=1216/0.3-4=-1071/0,4-5=-1071/0.5-6=1216/0,6-7=0/39 BOT CHORD 2-10=0/1090, 10-11=0/1376, 9-11=0/1376, 9-12=0/1376, 8-12=0/1376, 6-8=0/1090 WEBS 3-10=0/258, 410=359/0, 4-9=0/142, 4-8=359/0, 5-8=0/258 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind toads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 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 B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder caries hip end with 4-0-0 end setback. 7) 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OAN,q 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 ib down and 4 Ib up at 9-4-3, and 87 Ib down and 4 Ib up at 3-7-13 on top chord. The design/selection of such connection device(s) is OQR �(, R S the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted front back as (F) or (8). Q m LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Ci3 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-5=-74, 5-7=-52, 2-6=-20(F=6) * 7 *w Continued on page 2 March 8,2007 4 WARNMO - Ver(fy design parameters and READ NOTES oN THIS AND INCLUDED MITER REFERENCE Pga3 AM 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon paromelers shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown M iTe k - is for lateral suppoA of individual web members only. Additional temporary bracing to insure stoblty during construction is the respombllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .s fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria. OSB -89 and BCSII funding Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 583 D-Onolrio Drive. Madison. WI 53719. _. Citrus Heinhls. CA. 95610 Job, TN95 Type Qty Ply BTR aLDRS-GRINNELL GRIN0320 �lruss Et CAL HIP 1 1 R24560462 Longfellow Lumber Co., Inc., Chico, Ca. 95828-7434. Gran Asher _ „...,_ _Referen I LOAD CASE(S) Standard Concentrated Loads'(Ib) Vert: 3=-87 5=-87 4 r 'I i r } I i I f WARNING '= Ver(ry deefgn paramatere and READ NOTES ON THIS AND D9CLUDED WTER REFERENCE FADE MD•7473 BEFORE USE. 7 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an individual bu0ding component. Appncobility, of design paromenters and proper incorporation of component is responsblity of building designer -not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombllty, of the Zere ctor. Additional permanent bracing of the overall structure u the respombdity, of the building designer. For general guidance regarding rcotion, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BC511 Building Component SafelyInformation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. �uur rage z W MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Ob- TNSS TNSS Type ]Qty Ply BTR BLDRS - GRINNELL tRIN0320 E2 ]CAL HIP 1 1 824560463 Longfellow Lumber Co., Inc., Chico, Cj2. 19 8-7434, Greg Asher 8.200 S Jul 13 2005 MRek Industdes, InV-ATUar 08 06:25:48 2007 pan. i i -a-ah 2-0-0 5-6-1 0.4-14 1-2-2 0.4-14 5$1 2-0-0 Scale = 1:28.5 4x8 = 3 4x4 12-6-12 12-012 06-0 5.01. 1-11.14 5.0.1 06-0 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.02 2-8 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 54111 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.i&Btr G 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 DF Std G WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2 X 4DF Std, Right: 2 X 4 DF Std REACTIONS (Ib/size) 2=530/0-5-8, 5=530/0-5-8 Max Horz 2=4(load case 4) Max Uplift2=-25(load case 5), 5=-25(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-666/4, 34=-561/2, 4-5=666/3, 5-6=0/39 BOT CHORD 2-8=0/564, 7-8=0/560, 5-7=0/564 WEBS 3-8=-5/126, 3.7=87/89, 4-7=16/126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 O above ground level, using 10.0 psf top chord dead load and 7.0 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 O with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Y WARNING - Ver1/y design parameter* and READ NOTES ON THIS AND INCLUDED IIGTEK REFERENCE pAO2 ffib7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of buldusg designer - not truss designer. Bracing shown is fcr lateral support of indvidual web members only. Additional temporary bracing to insure stobTity during construction is the responsbillily, of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiion, quolity control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. OSB -89 and 8CSI1 BuOding Component - lately Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. March 8,2007 MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 2-0-0 6-6-0 4x4 = 3 6.6-0 2.0-0 Seale = 1:27.6 12-0.12 12-0.12 10-6.0, 6.6-0 I 17-6-0 9�n a1 0-6-0 6-0-0 6-0-0 T0-6-0 ld LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl Ud PLATES GRIP .TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Sid G WEDGE Left: 2 X 4 DF Std, Right: 2 X 4 DF Std REACTIONS (Ib/size) 2=530/0.5-8, 4=530/0.5-8 Max 1-1=2=5(load case 3) Max Uplift2=25(load case 5), 4=-25(load case 5) FORCES iib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=623/8, 3-4=-623/8, 45=0/39 BOT CHORD 2-6=0/515,4-6=0/515 WEBS 3-6=-9/242 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live bads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARMNO - Ver1 fy design parvmetere and RFAD NOTES ON THIS AND INCLUDED MTER REFERENCE pAOE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for or. individual building component. Appricability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombBGly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabricalion. quality control, storage. delivery, erection and bracing. consutl ANSI/TPII Quality Criteria, DS8-69 and BCS11 Building Component SofetyInformallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. OQRpF ESS/pNq S COr�Nc��ti m IX C 00433 T IMtE��Vz March 8,2007 MiTeV 7777 Greenback Lane. Suite 109 Citrus Heiahts. CA. 95610 Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 (800) 678-0112 Fax (530) 893-0140 E-Mail: trusses@longfellowlumber.com BUTTE COUNTY BUTTE COUN �P� x- 0� s r'-1j'% r1f1 D nIVISI Customer: BETTER BUILDERS Address: MT. IDA RD. OROVILLE AP#: C -20E (Rev. 5/05) O. INC. t3ulLw APPROVED Job No: GRINNELL RESIDENCE ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 2540204 it x at m x at m MiTek Industries, Inc. 7777 GREENBACK LANE - SUITE 109 CITRUS HEIGHTS CA 95610 iUSA FAX (916) 676 1909 TELEPHONE (916) 6761900 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 15:0 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. Sincere , RpfESS(O ".+l ONG yG F2� NO. 049919 EXP -30-04 Redong�. ll- Director of F edklm , Western Operations -NQZC' A T U►TERAL —ACE tGT/hL I S V!!l►t PAGE 1 OF f�fL RE PLnciuG COH T . IS(LACES AT Y2 0P AT If: PC TRU!:5F5 0. 2 R0005 ,RAGE WITS q (ILS 0 b" NOTE;. _.y2 palrtTS pRAtE Ot��Y lop Q b", 0. G: TYP.' RAGE Inc—plAuqy 4 OP, y;t2 85F -A&E HUST l3E Do % TIE LEN(,T1I OF TSE TPPS DETAIL 15 TO t3E USED A5 AN PLT. FOR ONE GONTIN0005 LATERAL TRUS�?-✓ ; NOTE: 2X3, 2X4, OR 1X4 GRADED �~ LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR 2 7 2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)'' RESTRAINT REQUIRED AT EA&, ENt2 OF RAGE AND AT 20'-0" INTER�lALS. REFER TO flIV-611 SUHHARY SLEET FOR REGOHH- NpATIONE OF TILE TFRU55 PLATE Hf?TUTE -t' 1;0e TRmaf t,,fAy DI= Y mo �,Y-rE MI L l L iJNe AT t�I,�pHrr� .oK N to P� fi Pc I L.-��,U0 -9,Ev a319C - OOT = MITE;` TSESTAv►'LI iEe- " ,,f AY FEFLacC Cts 24 A6 , -:U, t•iET N(EM p;r---K , I � It 'SHADEn ainry CROS' 'OMMON TRUSSES SECTION C -C RIDGE HIP .RAFTERS C SHAPED BLOCK CROSS BLOCK 1.1076= SEE ENGINEERIAIGfot pgFrEIP, TAc-x ANDTRUSS DESIGNS, LATERAL 5TAI3I1-ITy Of goof SY5TEA1 To pE PROVIDED 13y PROTECT RE516AIER, �,c Gf��ziz-,o �P►zan�a i'�(�� )� 4—fll' o.c . Cnuo�. ) TOP CHORD BRACING PER TOP CHORD JACK -EXTENSIONS ENGINEERING SPECIFICATIONS. PLAN VIIEW ' C / ALTERNATE DETAIL: WHEN HIP RAFTERS DO [ NOT MEET @ COMMON TRUSS. .. _ SuPf��(►�nr,Eb 6( vrf{�rs) O 5'-7�° o,E• (pv�rrnil�I.rj) t TOP CHORD JACK EXTENSION A END JACK C E T\ \ C SETBACK COMMON TRUSSES HIP TRUSSES SECTION B -B c: COMMON TRUSSES= _ WD -2359 CALIFORNIA HIP FRAMING DETAIL YITsk Industries, Inc. 6-20-91 Ru/. J//0/42COUNTY - "HIP /2• H ---�j e SECTION A-AUvi c� t[Sr, Fr2�AckS h�Ptr S INPICA7ES SUPPOET B / LOCgTlONS. HIP RAFTE " B PLAN VIEW - MAR 2 7 2902 m ® A :TRACK Symbols Numbering System A General Safety Notes. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property `Center plate on joint unless x, y Damage or Personal Injury . offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths 1. bracing for truss system, e.g. Apply plates to both sides of truss Additional stability J� and securely seat. diagonal or X -bracing, is always. required. See BCSI1. 2. Never exceed the design loading shown and never 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-z c2•3 3. Provide copies of this truss design to the building 4 designer, erection supervisor, property owner and o WEBS �aq all other interested parties. m U �' ��' p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U ,b = plates 0-'h d' from outside a " U 5. Place plates on each face of truss at each edge of truss. O joint and embed fully. Knots and wane at joint c� a Cbl CS 6 ~ locations are regulated by ANSI/TPII. BOTTOM CHORDS `This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in connector plates. the environment in accord with ANSI/TPI]. ti Plate location `on details available In Mitek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT• use with fire retardant or preservative treated lumber. The first dimension is the width 4 4 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to x perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243; 5363, 3907 12. Top chords must be sheathed or purlins provided at '01 9667, 9730, 96048, 951 1, 9432A spacing shown on design. BEARING 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearin (supports) occur. Icons vary but ' . ®� �A , � or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur.. 0.00. ?a'�� , ��® 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: o' ® NriTek 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 0 BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 p 2004 MiTek® Job Truss Truss Type DIY I Ply I BTR BLDRS- GRIN NELL GRIN0320 IAt ICAL HIP824560445 Longfellouyliliq�er Co Inc.,Chico Ce 95928-7434 G 11 I 1 Lb Reference pgon 9-0-12 6.200 s Jul 13 2005 Mirex Industries, Inc. Thu Mar 08 06:25: jOQ27 Page 1 4.10-9 0.4.14 6-7-1 6-11-156.7-1 0.4-14 5.6-12 5.11-5 2-0-0 Scale = 1:66.8 :.00 F2 5x6 i 3x8 = 3x6 = 3x8 = 5x6 C 14 -11 2x4 11 3x8 = 1.5x4 II 3x6 = 3x6 = 3x8 = 1.5x4 II 9.0.12 9-0.12 22-2-12 4-10.9 6-11. 5 3-0.8 3.11-8 8.11-15 5-6-125-11.5 10 oxo - 1.5x4 II 9.0.12 511.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 16.0 Plates Increase 1.25 TC 0.51 PLATES GRIP Vert(LL) -0.05 11-13 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) 0.10 11-13 >999 180 BCLL MT20 220/195 0.0 Rep Stress Incr NO WB 0.84 Horz(rL) 0.02 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight:1901b LUMBER BRACING TOP CHORD 2 X 4 DF No.18Blr G TOP CHORD Sheathed or 5-10-6 oc purlins, BOT CHORD 2 X 4 DF No.18Btr G except end verticals, and 2-0-0 oc purlins (6 0-0 max.): 2-6. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 17=381/0-5-8,14=197210-5-8,8=776/0-5-8 �0 Max Horz 17=1 16(load' case 3) 'k Max Upliftl7=10(load rase 4), 8=32(load case 5) Max Gravl7=422(load case 6), 14=1972(load case 1), 8=777(load case 7) PO �J FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-374/56, 2-18=-328/51, 18-19=-328/51, 3-19=-328/51, 34=0/718, 4-5=0/718, 5-20=726/53, 20-21=-726/53, 6-21=-726/53, 6-7=821/53, 7$=1239/25, 8-9=0/39.1-17=-3647 �p e 0 0 BOT CHORD 16-17=-1/97, 15-16=116/59, 14-15=-116/59, 13-14=0/142, 12-13=0/142, 11-12=0/142, 10-11=0/1079, 8-10=0/1079 WEBS 2-16=330/0,3-16=0/471,3-15=-161201. 5-14=1328/0, 5-13=-15/206, 5-11=0!747, 6-11=162/39, 7-11=-394/13, ®® 7-10=9/190,1-16=-18/348.3-14=1081/0 NOTES 04.1 �® il 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane �i oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 fl by 44 ft with exposure B ASCE 7-93 UBC97/ANSI95 If per end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) N 78 Ib down and 1 Ib up at 32-0-0, and 78 Ib down and 1 Ib up at 12-0-0 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to �OQ�kOFESS/� q` R S. Fti� T�NQCO the face of the truss are noted as front (F) or back (8). ,�Q7� ��� LOAD CASE(S) Standard/f211 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads LU C 046 33 r" (plt) � Vert: 1-2=52, 2-18=-52.19-20=-78(B=-26). 6-21=-52, 6-9=-52, 8-17=-14 E Concentrated Loads (lb) * t O� k Vert: 18=-78 21=-78 Continued on page 2 March 8,2007 4 WARNING -Verify design Parameter,* and READ NOTES ON THIS AND dNCLUDED EUTEE REFERENCE PAGE IM 7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based any upon parameters shown. and is for an individual building component. App6:ablity, of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for laterad support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the Mire k erector. Additional permanent bracing of the overall structure is the respomb3ly of the building designer. For general guidance regarding fobrication, cluofity, control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component PO1L 1O •esrow.,- Safety Information available from Truss Plate Institute. 583 D'Onohfo Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 " Ciws Heights. CA. 95610 Job �Al:��CAL russ Type Qty Ply 8TR BLDRS - GRINNELL GRIN0320 � HIP 1 1 824560445 J. Longfellow Lumbe;Co., Inc., Chico, Ce. 95928.7434, Greg Asher Re 8.200 s Jul 13 2005 MiTek Industries, Inc. Thu Mar 08 08:25:39 2007 para LOAD CASE(S) Standard Trapezoidal Loads (plo Vert: 18= -52 -to -19=-78, 20= -78 -to -21=-52 I i r / �y WARNINO - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 2M.7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not husdesigner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure sfabsl,i during constructions the responroci.y, 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 Quardy CrBeda. DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Maclean. WI 53719. - 1 I a MiTek- 7777 Greenback Lane, suite 109 Citrus Heights, CA. 95610 Job 7�,Q uss I fuss Typo Dry Ply BTR BLDRS- GRINNELL GRIN0320 CAL HIP 1 1 R24560448 Longlellosrylfflgper Co., Inc., Chico, Co. 95928-7434, Greg Asher Job Reference (ootmongll 9.0.12 6.200 s Jul 13 2005 Mrrek Industries, Inc. Thu Mar 08 06:25:49119$7 Page 1 1.5-10 7-4-15 D-4-14 6-1.1 6-1.1 0-4-14 7-6.11 7.11-6 2-D-0 Scale = 1:66.8 5x6 5.00 12 3x8 = 5x6 ••• re 11 10 9 acro — US — 3xa = 1.5x4 11 3x6 = 3x8 = 1.5x4 II 9-0-12 ,; 9-0.12 9-0-12 11.5-101 B-30:9 1-5-10 7-4-15 LOADING (psj TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP REACTIONS (Ib/size) 12=1741/0-5-8,7=774/0-5-8.14=407/0-5-8 Plates Increase 1.25 TC 0.94 Vert(LL) -0.09 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.17 13-14 >999 180 BCLL 0.0 Rep Stress Ina NO WE 0.50 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 1901b LUMBER BRACING TOP CHORD 2 X 4 OF No.t&Btr G TOP CHORD Sheathed or 5-9-15 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2 X 4 OF No.t&Btr G WEBS 2 X 4 OF Sid G purlinso (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.. WEBS 1 Row at midpl 4-12,6-10 REACTIONS (Ib/size) 12=1741/0-5-8,7=774/0-5-8.14=407/0-5-8 Max Horz 14=-119(load case 3) � Max Upli(t7=-32(load case 5), 14=-11(load case 4) Max Grav12=1741(load case 1), 7=774(load case 1), 14=470(load Case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-83/49, 2-3=-389!70, 3-15=305/70, 15-16=-305/70, 4-16=-305/70, 4-17=-398/70, 17-18=-398/70, 5-18=-398/70, 5-6=-496/70, 6-7=-1163/43, 7-8=0/39,1-14=29/1 00 BOT CHORD 13-14=0/227, 12-13=-286/69, 11-12=-286/69, 10-11=-286/69, 9-10=0/999, 7-9=0/999 WEBS 2-13=-,l lR6, 3-13=-394/0, 4-13=0/708, 412=-1649/0, 4-10=0/959,5-10=314/0,6-10=-666/26.6-9=-17/285,2-14-545/0 C NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure 8 ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 1 Ib up at 28-0-0, and 78 Ib down and i Ib up at 16-0-0 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-52, 3 -15= -52,l6 -17=-78(B=-26), 5-18=-52, 5-8=-52, 7-14=14 Concentrated Loads (lb) Vert: 15=-78 18=-78 Continued on page 2 14( oQRpFESS/pN9 S. CCo W- C 046,433 T r *\ E -W-481-07 /-k.. March 8,2007 WAAMNO - Verify design Parcmetars ad READ NOTES ON THIS AND rNCLUDED WTER REPERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an incl iduol building component. Applicaotity, of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Mire k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsb86ty, of the erector. Addilionol permanent bracing of the overa0 structure u the responsibility of the building designer. For general guidance regarding fabricalbn qua5ly control, storage. delivery, erection and bracing, consult AN51/TPI1 Quality Craedo. DSB•89 and BC511 Building Component .owcw,e.cerow..: Salety Irdormation: available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 LOAD CASE(S) Standard Trapezoidal Loads (plf) ` Vert: 15=152 -to -16=-78, 17= -78 -to -18=-52 I J I I i i r r '1 i 'I ..i WARNING - Verify deeryn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE EM -7473 BEFORE USE. KMFM Design volid for use only with MTek connectors. This design is based only upon porameten shown. and is for an individual building component. Applicability of design paramenters and proper incorporation Of component is respombilily of building designer- not truss designer. Bracing shown MM u lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsbillity of the M iTe k erector. Addilional permonenl bracing of the overall struclure is the responsibility of the building designer. Fa general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Crtfeda, DSB-89 and BCSII Building Component tea» -r., •� oreron..: Safety I.iformation available from Truss Plate Institute. 583 D'Onofdo Drive. Madison. WI 53719. 7777 Greenback Lene, Suite 109 Citrus Neighls, CA, 95610 Ob i Tru Truss Type Qty Ply BTR BLDRS • GRINNELL RIN0320 R24560447 - A3 CAL HIP 1 1 Longfellow Lgrpppp Co., Inc., Chico, Ca. 95928-7434, Greg Asher 64diIIp113 2005 MfTek Indushles, Inc. Thu Mar 08 06:2�t: 3007 Page 1 1311t7 IZ-5-9 17�q-7 24-4-0 6-5-0 6.5.8 0.4-14 4-2.2 0.4-14 6-5.8 6.2.6 6-10.3 2-0.0 5x6 Scale = 1:68.8 5.8 14 1Z 11 10 azo 2x4 II 3x4 = 3x8 = 3x6 = 3x4 = 9-0.12 3x4 = - 9-0.12 9-0-12 4-1-4 I 8-0.5 4-11-15 8.9-5 0-2.12 - 10.6.0 Plate Utfsets (X,Y)• 14 0-3-8 0-1-121 18.0-3-0.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.19 8-10 >664 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.33 8-10 >382 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.02 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 196 lb L V IYIOCR TOP CHORD 2 X 4 DF, No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS Ob/size) 8=363/0-5-8, 10=136510-5-8,15=830/0-5-8 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-10. WEBS 1 Row at midpt 2-13,3-13.4-12 Max Horz 15=-123(load case 3) Max Uplift8=32(load case 3), 15=3(load case 5) Max Grav8=374(load case 7), 10=1365(load case 1), 15=830(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=722/67, 2-3=-792/77, 34=675/76, 4-5=-670/77, 5-6=0/322, 6-7=0/207, 7-8=-171/44, 8-9=0/39, 1-15=-812/4 BOT CHORD 14-.15=0/105,13-14=0/746,12-13=0/567,11-12=0/179, 110-111=0/179,8-110=111/1102 WEBS 2-14=-33710.2-13=-109127,3-13=58/110, 4-13=5/268, 4-12=246/0, 5-12=0/503, 5-10=1072/0, 7-10=-387/4, 1-14=-2/698 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 LOAD CASE(S) Standard OQROFESS/ON9 S. LU C 046433. T IMS'` Ai 12 OF March 8,2007 AL WARNDJO • Fer1Jy aeaign parnrneten and NEAR NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE 15ff7-7473 BEFORE USE. Design valid for use onty with M7ek connectors. This design u based only upon parameters shown, and u for an individual budding component. Applicability of design paramenters and proper incorporation of component u respombdity of building designer • not truss designer. Bracing shown M iTe k• u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsbd8ly 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. consuls ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component .owzo,e.ze.ae...- Safety Information available from Truss Plate Institute. 583 90nofrto Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Ciuvs Heights. CA, 95610 '- •' Job TNSS Truss Type Qty Ply BTR BLDRS-GRINNELL 3RIN0320 A4 DBL. FINK 1 1 R24560448 rn Longlegosv Lumber Co., Inc., Chico, Ca. 95925.7434, Greg Asher 6.200 s JUI 13 JWA♦ Irrek Industries, Inc. Thu Mar 09 06:25:42 �O&, Page 1 d 7.9-3 7-1-7 7-1.7 7.1-7 7.1.7 7.9-3 2-0-0 5x6 = Scale = 1:76.7 5.00 12 ro w 14 13 12 11 3x6 - 3x4 = 3x4 = 3x6 = 3x4 = s 3x6 = 3x4 = 9-0-12 9-0.12 s -a12 1D-8-12 6-9-4 9-D-0 6-9-4 D-2.12 ,run oil date Uffsets (x. Y): [170-2-150-1-81 f9.0-2-15.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.28 1=16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.50 1-16 >787 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.05 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 203 lb s_urvroan TOP CHORD 2 X 4 DF No.18Btf G BOT CHORD 2 X 4 DF No.18Blr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 9=20310-5-8,11=1783/0-5-8,1=1004/0-5-8 BRACING TOP CHORD Sheathed or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-11. Sc, WEBS 1 Row at midpt 5-12,6-11 .Max Hor21=-42(load case 3) Max Uplift9=-34(load case 3), 1=-2(load case 5) Max Grav9=288(load case 7), 11=1783(load case 1), 1=1004(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-2020/32, 2-3=1745/34, 3-4=1615/84, 4-5=-1174/109, 5-6=-599/108, 6-7=0/741, 7.8=0/611, 8-9=-34/451, 9-10=0/39 BOT CHORD 1-16=0/1809, 15-16=0/1258, 14-15=0/1258, 13-14=0/692, 12-13=0!692, 11-12=0/271, 9-11=-379/58 WEBS 2-16=388/10, 4-16=36/531, 4-14=-629/25, 5-14=-45/757, 5-12=-464/0, 6-12=0/561, 6-11=-1609/0, 8-11=-417/5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 fl above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by,44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARNFNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED BDTER REPERENCE PAGE 8IIF7473 BEPORE USE. Deign valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design paromenters 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 responsbaGty of the erector. Additional permonenl bracing of the overall structure is the responsbifity of the building designer. For general guidance regarding fabric3rion, quality control, storage. defivery. erection and bracing. consult AN51/TPII Quality Criteria, D59-89 and BCSII Building Component Safety Information ovoilable from Truss Plate Institute. 583 D'Onofdo Drlve. Madison. WI 53719. March 8,2007 MR MiTek- 7777 Greenback Lane, Suile 109 Citrus Heights. CA, 95610 ob Truss Truss Type Qty Ply BTR BLDRS - GRINNELL RIN0320 A4A DBL. FINK 1 Job Reference 1 R24560449 Longfellow Lumbwj.-(% Inc., Chico, Ca. 959287434, Greg Asher 6.3Wf2)ul 13 2005 MiTek Industries, Inc. Thu Mar 086• � 3 2007 Pa e 1 9-o-12 9 7-1-7 7.1-7 7.9-3 2-0.0 5x6 = Scale = 1:71.9 3 •� 11 to 9 ax0 v 2x4 II 3x4 = 3x4 = 3x6 = 3x4 = - 9-0.12 3x4 = 9-0-12 9-0.12 ` 4.1-4 6.9-4 9-0.0 6-9-4 0.2-12 10-6.0 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.43 TCDL 10.0 Lumber Increase 1.25 BC 0.46 BCLL 0.0 Rep Stress Incr YES WB 0.44 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD 2 X 4 OF ND.1&Bir G WEBS 2 X 4 OF Std G *Except* 1-14 2 X 4 OF No.t G REACTIONS (Ib/size) 7=379/0-&8,9=134310-5-8,14=837/0-5-8 DEFL in ' (loc) I/deb Ud PLATES ` GRIP Vert(LL) -0.22 7-9 >561 240 MT20 220/195 Vert(TL) -0.40 7-9 >317 180 Horz(TL) 0.02 7 n/a n/a BRACING TOP CHORD BOTCHORD WEBS Weight: 188 Ib Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oc bracing: 7-9. 1 Row at midpt 3-10, 4-9 D -1-k a • 4fil r� ��J C %lax Horz 14=-125(load case 3) %lax Uplift7=28(load case 3), 14=-I (load case 5) Max Grav7=389(load case 7), 9=1343(load case 1), 14=837(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-711/78, 2-3=-844/108, 3-4=-607/108, 4-5=0/300, 5-6=0/169, 6-7=-167/45, 7-8=0/39, 1-14=795/0 BOT CHORD 13-14=0/107, 12-13=0/780, 11-12=0/568, 10-11=0/568, 9-10=0/391, 7-9=4/91 WEBS 1-13=0/592,2-13=355/0,2-12=219/23,3-12=-471365,3-10=-177/0. 4-10=0/313,4-9=1089/0,6-9=-408/5 NOTES i 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 4 porches exist. they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oQFtOFESS/ONq S.CO 0 LU C0f4 433 t* E 7 OF March 8,2007 WARIVOW . Verffy design pammetem and READ NOTES ON THIS AND INCLUD, NMFM 6DTER REFERENCE PAGE 6IIL7473 BEFORE USE. s�mpp Design valid for use only with MTek connectors. This design u based only upon parameters shown. and is for an individual budding component. Im ApplicabBily of design pararrenters and proper incorporation of component is respombilily 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 respomibdlity, of the M iTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatxtcation. quality control, storage. delivery• erection and bracing, consult ANSI/TPII Quality Criteria, DSB-39 and BCSII Building Component - rovewr .. Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Modiaw, col 53719. 7777 Greenback Lane, Suite 109 Citrus Heiohts. CA. 95610 bb TNSS TDBL.FINK po Qty Ply BTR BLDRS-GRINNELL iRIN0320 A5 1 1 824560450 Jo Re Tice plignal) Longfellow L�%% Co„ Inc., Chico, Ce. 95928.7434, Greg Asher 1911,0 8.200 s Jui 1 71(305 Mrrek Industries. Inc. Thu Mar 06 06:25:43 2gq.6 gge 1 2-0.0 ' 7-9-3 7-1.7 7-1.7 7.1-7 7.1-7 7-9-3 2-0.0 5x6 Scale = 1:78.1 = 5.00 12 6 9-0-12 1. 14 13 12 3xio 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = 9-0-12 12-2-12 5-3.4 9-0-0 5.3-4 0.2-12 12.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/den Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.42 Vert(LL) -0.41 2-17 >930 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES SC 0.62 WB 0.52 Vert(TL) -0.74 2-17 >512 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) HOrz(TL) 0.04 12 n/a n/a Weight: 2071b LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Blr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1058/0-5-8,12=1795/0-5-8. 10=252/0-5-8 Max Horz2=-19(load case 3) Max Uplift2=28(load case 5), 10=-35(load case 3) Max Grav2=1058(load case 1), 12=1795(load case 1), 10=335(load case 7) BRACING TOP CHORD Sheathed or 4-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13.7-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1822/21, 3-4=-1444/23, 4-5=-1313/73, 5-6=-996/108, 6-7=338/110, 7-8=0/735, 8-9=0/605, 9-10=39/395, 10-11=0/39 BOT CHORD 2-17=0/1611, 16-17=0/1098, 15-16=0/1098, 14-15=0/530, 13-14=0/530, 12-13=62/74, 10-12=-326/57 WEBS 3-17=-425/7,5-17=-281492. 5-15=-642/25, 6-15=43!751, 6-13=-644/0, 7-13=0/713, 7-12=-1499/0, 9-12=466/7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 n by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WA QNINO -Verify dealgn parameters and READ NOTES ON THIS AND tNCLUDZD MTEK REFERENCE PAOE AW -7473 BEFORE USE. Design vorid for use only with MTek connectors. This design is based only upon parameters shown. and is la an individual building component. Applicability of design poromenters 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's the responsibility of the erector. Additional permanent bracing of the overc0 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. DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 9-0.12 tld OQ?,0FESS/0 S r�tic��2 C � C 06433 � * 4P.Pr-07 March 8,2007 MiTeV 7777 Greenback Lane, Suke 109 Citrus Heights, CA. 95810 Ob Truss Truss Typo Qty Ply BTR BLDRS - GRINNELL IRIN0320 AS DBL. FINK 1 1 R24560451 Longfellow LMiCo., Lic., Chico, Ca. 95928.7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Thu Mar 08 06:25:44 2097j-?2ge 1 2-0.0 7-9.3 7-1.7 7-1J 7-1-7 7-1-7 7-9.3 2-0.0 5x6 Scale = 1:78.1 = 5.00 r 6 'a Iv 14 13 12 3x6 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = 9.0.12 9-0.12 9.0-12 11-3-2 6-2.14 9-0.0 6-2-13 0.3-3 11-0.0 lit LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCDL 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.38 BC 0.55 Vert(LL) -0.31 2-17 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.59 Vert(TL) -0.57 Horz(TL) 0.04 2-17 >687 180 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 206 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Blf G BOT CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 4-5-14 oc purlins. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 6-0-0 oc bracing: 10-12. 1 Row at midpt 6-14,7-12 REACTIONS (Ib/size) 2=110010-5-8.12=1785/G-6-5, 10=221/0-5-8 � � 41 ° Max Horz 2=-19(load case 3) Max Uplift2=-27(load case 5), 10=-35(load case 3) Max Grav2=1100(load case 1), 12=1785(load case 1), 10=304(load case 7) !P° s'�,' ^r47 FORCES (lb) - Maximum Compression/Maximum Tension ) �� TOP CHORD 1-2=0/39, 2-3=1937/22, 3-4=-1617/25, 4-5=-1487/75, 5-6=1106/108, 6-7=504/109, 7-8=Of743, 8-9=0/613, 9-10=-32/431, ��° 10.11=0/39 �,N- BOT CHORD 2-17=0/1715,16-17=0/1193,15-16=0/1 193. 14-15=0/631, 13-14=0/162, 12-13=0/162, 10-12=-360/55 �®��/ WEBS 3-17=-390/6, 5-17=28/507, 5-t5=-626123, 6-15=-43/751, 6-14=527/0, 7-14=0/614, 7-12=1564/0, 9-12=-034/6 � NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 Chord live load nonconcurrent with any other live loads. 4) A plate rating reduction. of 20% has been applied for the green lumber members. LOAD CASE(S) Standard g& WARNDVO - Ver j fy dealgn parameter, and READ NOTES ON TNfs AND A'CLuDED wTER REFERENCE PAOE mu.7473BEFORE UBE. Design valid fa use only with Mnek connectors. This design u based onty upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component b 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 responsibility of the erector. Additional permanent broc'usg 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 BCSII Building Component Safety Information available from Tens Plate institute. 583 D'Onofrio Drive. Madison. WI 53719. I OQFtOFESSI S. cD IX C 046A33 T , *\ EXB. t=07 /* March 8,2007 MR MiTek- 7777 Greenback Lane, suite 109 Citrus Heights, CA, 95610 2-0-0 4.10-3 4.2-7 4-5-15 3-0-0 5-5.8 8-8-8 8-0-10 5-4-14 2-0.0 Scale = 1:79.1 5x6 = 5.00 F12T -- _... 15 14 3x6 = 3x4 = 5x8 = 5x8 = 1.5x4 II s -o-12 5.00 12 9.0.12 9-0.12 6-11-6 6.7-2 3-0-0 14-0.0 3.0-0 0.2-12 LOADING (psi) SPACING 2A-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.58 TCDL 10.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 Rep Stress Incr NO WB 0.54 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Bir G BOT CHORD 2 X 4 DF No.t&Bir G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=2258/0-5-8,15=223110-5-8,12=46/0-5-8 Max Horz 2=-19(load case 3) Max Uplift2=-32(load case 5), 12=-216(load case 6) Max Grav2=2258(load case 1), 15=2231 (load case 1), 12=62(load case 7) DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.2217-18 >999 240 MT20 220/195 Vert(TL) ' -0.42 17-18 >956 180 Horz(TL) 0.08 15 n/a n/a Weight: 221 Ib BRACING TOP CHORD Sheathed or 2-9-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing. WEBS 1 Row at midpt 7-17 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-3=-4078/15.3-21=3239/26.4-21=2988/48. 4-5=1884/57.5-6=1806/61, 6-7=1766/98.7-8=567/100, 8-9=0/366, 9-10=0/343, 10-11=0/1308, 11-12=-9/862, 12-13=0/39 BOT CHORD 2-20=0/3519, 19-20=0/2414, 15-16=-1334/60, 18-19=0/1866, 17-18=0/847, 16-17=-289/99, 14-15=767/31, 12-14=-767/31 WEBS 10-15=-1452/0.8-16=-1438/0,10-16=0/1326, 6 -19=-76/44,6-18=-312/52.7-18=-39/1262.7-17=-781/0,8-17=011049, 11-14=-8/186.11-15=-475110, 4-19=-922/16, 4-20=-17/859, 3-20=-939/1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-19=14, 1.2=-52, 7-21=-52, 7-13=52, 1&16=-14,l8-19=-14, 16-18=-14,12-15=-14 Trapezoidal Loads (plf) Verl: 2= -282(F= -230}10-21=-152(F=-100) A WARVINO - Venfy design p. --t.- and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual buldng component. Applicability of design poamenten 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 responsbilliiy 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/7PI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. March 8,2007 MR' MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss TNSS Type Qty Ply BTR BLDRS- GRINNELL 3RIN0320 AB DBL. FINK 1 1 R24580453 Longfellow L�VfjCo., Inc., Chico, Ca. 95928-7434, Greg Asher Job ftemoce (ootio all 8.200 s Jul 13 200 Tek Industries, Inc. Thu Mar 08 08:25:45 20q'(y(jpge 1 2-0-0 7-9.3 7-1-7 7.1 7 7-1-7 7-1-7 7-9-3 2-0A Scale = 1:78.1 5.00 r2 5x6 = 6 ., .0 w 14 13 72 3x6 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = 9-0-12 9-0-12 9-0-12 10.2-12 7-3-4 9-0.0 7.3-4 10-2.12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deo L/d PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.37 Vert(LL) -0.22 2-17 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina YES BC 0.50 WB 0.72 Vert(TL) Horz(TL) -0.41 0.05 2-17 12 >971 180 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 206 lb LUMBER TOP CHORD 2 X 4 DF No.18Blr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X4 DF Std G REACTIONS (Ib/size) 2=114810-5-8,12=1763/0-5-8. 10=195/0-5-8 Max Horz2=19(load case 3) Max Uplift2=27(load case 5), 10=-34(load case 3) Max Grav2=1148(load case 1), 12=1763(load case 1), 10=277(load case 7) BRACING TOP CHORD Sheathed or 4-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except''` 6-0-0 oc bracing: 10-12. �, , •. - WEBS 1 Row at midpt 6-13.7-12 _ ..; FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=2068/23, 3-4=-1818/49, 4-5=-1689/77, 5-6=1228/107, 6-7=-689/108, 7-8=0/715, 8-9=0/585, 9-10=-32/464, L;- 10-11=0/39 BOT CHORD 2-17=0/1833, 16-17=0/1301, 15-16=0/1301, 14-15=0/745, 13-14=0/745, 12-13=0/378, 10.12=-379/56�� WEBS 3-17=-358/5, 5-17=29/538, 5-15=613/21, 6-15=-43/751, 6-13=-403/0, 7-13=0/512, 7-12=1630/0, 9-12=-403/5 ` NOTES Ji 7i 11 Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard March 8,2007 WARNINO - Ver(ry daafgn parameters and READ NOTES ON THIS AND INCLUDED Lf77ER REFERENCE PAGE MII-7473 BEFORE USS. Design valid far use only with MTek connectors. This design rs based only upon parameters shown, and is for an individual 73 DE component. ■1r� Applicability of design paramenters and proper incorporation of component Is responsibllity of building designer -not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction a the r nee. Bracing of the M iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quafily control. storage. delivery. erection and bracing, consult AN51/TPII Quality Criteria. DSB-89 and BCSII Building Component •o,v�s.o.rsron...- Safety Inbrmatton available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 CiWs Heights. CA, 95610 2.0.0 5-11b 5-6-11 0-4-10. 6-7-17.0-0 6-7-1 . 0-4-14 5-6-11 5-11-6 2-0.0 Scale = 1:80.4 5x6 3x4 = 3x6 = 3x8 = 5x10 9-0-12 10 1r 16 15 14 13 12 3x6 = 1.5x4 II 3x8 = 3x6 = 3x4 = 1.5x4 11 3x6 = 1.5x4 II 3x6 = 4x4 = 9.0-12 9.0-12 5-11.6 5-6-11 7-0-0 7-0-0 7-0-0 135 10-2-12 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.58 BC 0.36 WB 0.95 (Matrix) DEFL In (loc) I/den Ud Vert(LL) 0.14 17-19 >999 240 Vert(TL) -0.25 17-19 >999 180 Horz(fL) 0.07 13 n/a n/a PLATES GRIP MT20 220/195 Weight: 212 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-1-8 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins (4-5-2 max.): 4-8. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. a WEBS 1 Row at midpl 5-19 2 Rows at 1/3 pts 7-14 REACTIONS (Ib/size) 2=1265/0-5-8.13=2499/0-5-8, 10=-86/0-5-8 Max Horz 2=1 2(load case 4)q Max Uplif12=-36(load case 5), 13=8(load case 5), 10=-299(load ' case 6) Max Grav2=1272(load ! case 6), 13=2499(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-2456/36, 34=2102/64, 4-21=-1907/63, 21-22=1907/63, 5-22=-1907/63, 5-6=2016171, 6-7=2016/71, 7 -23=0/654,23 -24=0/659,8-24=0/661,8-9=0/1395,9-10=24/1106,10-11=0139 BOT CHORD . 2-20=0/2192, 19-20=0/2192, 18-19=0/2016, 17-18=0/2016, 16-17=0/1187, 15.16=0/1187, 14-15=0/1187, 13-14=657/55, ' 12-13=992/49,10-12=-992/49 WEBS 3-20=9/188, 3-19=305/12, 4-19=-27/363, 5-19=-267/20, 5-17=-474/0, 7-17=-4/1017, 7-16=-17/247, 7-14=-2177120, 8-14=24/1213, 9-13=-413/12, 9-12=-8/179,8-13=2247/0 NOTES 1) Unbalanced roof live loads have been considered for this design. c 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 44 It with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, the and plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. �OQR0FESS/0�9` lVQ` ��R S. T/N F2 6) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. CO Q 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 3 Ib up at 32-0 0, and 78 Ib down and 3 Ib up at 12-0-0 U m w 1 rn C 04 on top chord. The design/selection of such connection device(s) is the responsibility of others. W 3 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard * E Continued on page 2 March 8,2007 Y WARNINO - VertN design pamnustem and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE MII-7473 BEFORE USE. ®,Q�p Design valid for use only with Mirek connectors. This design u based only upon parameters shown. and u far an individual building component. •�+� Applicability of design poromenlers and proper incorporalion of component u responsibility of building designer -not trans designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during constn anon s the r neer. Br cin of the Mi Te k- erector. Additional permanent Ixocing of the overa0 stnx:ture u the responsbWty of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/rPil Quality Criferla. DSB-89 and BCSII Building Component •0.r4+o.rwraA.r- Safety Information avoiloble from Truss Plate tnstilute. 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95810 ---] Truss Truss Type _ Qty Ply BTR BLDRS - GRINNELL 1320 A9 CALHIP 1 1 R245 fellow LumDerCo., Inc., Chico, Ca.95928-7434, Greg Asher 6.200 s Jul 13 2005 MITek Industries, Inc. Thu Mar 08 06:25:45 2007 Page 2 7 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=52, 4-21=-52, 22-23=-78(B=-26), 8-24=-52, 8-11=-52, 2-10=-14 Concentrated Loads (lb) Vert- 21=-7824=-78 Trapezoidal Loads (plf) Vert: 21=524D-22=-78, 23= -78 -to -24=-52 I II n I ` i � r I , WARNING - Ver jfyy drfgn pammeters anQ REAP NOTES ON THIS AND INCLUDED WTEE REPERENCE PAOE AW 7473 EEPORE USE. Design void for use 0* with Wait connectors. This design is based only upon parameters shown. and is for an individual building component. •�W Applicability of design poromenlers and proper incarporation of component D 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 comiruction is the responsibilrity of the MiTe k. erector. Additional permanent bracing of the overall structure is the respombl i city of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TPII quality Cdferla, DSB-89 and BCSII Building ComponentSafety Information Informa ion available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. - 7777 Greenback Lane, Suite 109 CiWs Heights, CA, 95610 Job ]AI Truss Type Qty ply BTR 6LDRS-GRINNELL uRIN0320 CAL HIP i 1 R24560455 Longfellow Lum$e&CLQ., Inc., Chico, Ca. 95928-7434, Greg Asher Job ce joptig[jal) 8.200 s Jul 13 ern ff ek Industries, Inc. Thu Mar 08 06:25:39&0?, Pepe 1 2 2.0-0 4-11-6 4-611 D-4-14 5-10.1 6.3-0 6.3.0 , 5.10-1 0.4-14 4-6.11 4.11-6 2.0.0 Scale = 1:80.4 5.00 12 5x6 3x4 = 3x6 = 3x8 = 3x4 = 4 5 6 7 a 5x8 = 9-0.12 zu 19 18 17 16 15 1413 r 3x6 3x8 = 3x6 = 3x4 = 1.5x4 II 3x6 = 3x4 = 3x6 = 3x4 = 9-0.12 9-0.12 9.6.1 63-0 63-0 6-3.0 664 10-2-12 4 N LOADING (psf. TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.35 BC 0.50 WB 0.58 (Matrix) DEFL in Vert(LL) -0.16 Vert(TL) -0.30 Horz(TL) 0.06 (loc) I/deft L/d 2-20 >999 240 2-20 >999 180 14 n/a n/a PLATES GRIP MT20 220/195 Weight: 208 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-8-12 ori purlins, except BOT CHORD 2 X 4 DF tr G WEBS 2 X 4 DF Std G Sid G 2-0-0 oc puffins (4-11-0 max.): 4-9. �g BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing, Except 7 7 5-11-15 oc bracing: 13-14 6-0-0 oc bracing: 11-13. WEBS 1 Row at midpt 7-15,8-14 REACTIONS .Ib/size) 2=1063/0-5-8,14=2130/0-5-8.11=87/0-5-8 Max sit Horz2=9(load case 4) Max Uplif12=29(load case 5), 11=-303(load case 6) Max Grav2=1070(load case 6), 14=2130(load case 1) ti 4 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1950/8, 3-4=-1735/42, 4-5=-1570/39, 5-6=1774/43, 6-7=-1774/43, 7-8=-229/55, 8-9=0/1303, 9-10=0/1317, 10-11=22/1103, @� �7 'G,4 11-12=0/39 BOT CHORD 2-20=0/1739, 19-20=0/1774, 18-19=0/1774, 17-18=0/1334, 16-17=0/1334, 15-16=0/1334, 14-15=0/229, 13-14=-1182/40, meq? 11-13=-984/44 WEBS 3-20=-173/2, 4-20=-21/400, 5-20=-336/13, 5-18=-204/0,7-18=0/530, 7-17=-16/224, 7-15=-1320/0, 8-15=-13/766, 8-14=-1810/0, 9-13=-23/430,10-13=-367/3. 9-14=-1038/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure 8 ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If QFE$$ porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Q� /t7jV 3) Provide adequate drainage to prevent water ponding. Q�� ce��R S 4) This truss has been designed fora 10.0 psf bottom chord live load nonncurtent with any other live loads. C+` 5) A plate rating reduction of 20% has been applied for the green lumber members. CO 6) Design assumes 42 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q T LU LOAD CASE(S) Standard C 33 rn * EXP � * , March 8,2007 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE MU -7473 BEFORE USE. "Iff Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an Individual balding component. Ann ApplicatBily of design paromenters and proper hcorpaation of component is responsibility of building designer- not huss designer. Bracing shown M iTek- is for lateral support of individual web members only. Additional lemporcry bracing to insure stability during construction b the responsibilrity of the erector. Additional permanent bracing of the overall stnsture is the responsibility of the bUlding designer. For general guidance regarding labricolion. quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Creech, DSB-89 and SCSI I BuOding Component 1-- eenrow.,.- Sately Information available from Truss Plate institute. 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 JOb Truss Truss Type Qty PlyBTR BLDRS-GRINNELL 3RIN0320 All CAL HIP 1 1 R24560456 Longfellow Lumte&CO., .Inc., Chico, Co.. 95928-7434, 6 200 s Jul 13 20g%"-Jk I 08 Greg Asher � .endustries, Inc. Thu Mer 06:2540 a012 Peg. 1 12 11r 2-0.0 7-6.1 0.4-14 6-10-136-1-1 44-0-n 7-3-0 7-3-0 6-10.1 0.4-14 7-6-1 z -o -o Scale = 1:80.4 5x6 5.00 F12 3x4 = 3x6 = 3x8 = 3x6 = 3 4 s a 5x10 = 9-0-12 lr lb 15 14 13 12 11 3x6 = 3x4 = 3x6 = 1.5x4 II 3x6 = 3x4 = 3x6 = 1.5x4 II 3x4 = 9-0.12 7-6-1 7.3-0 7-3-0 7-3-0 4-S.e .,. , ... 9.0.12 date Uttsets (X.Y): f&0-5-0,0-11-81 2-0-0 oc pudins (4-3-2 max..): 3-8. +. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LOADING (psf) TCLL 16.0 SPACING 2-M I DEFL in (loc) I/deft Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 0.52 :BC Vert(LL) 0.17 15-16 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES 0.41 B 0.82 Vert(TL) -0.31 15-16 >999 180 Horz(TL) 0.07 12 BCDL 7.0 Code UBC97/ANS195 atrix) n/a n/a 8-11=11/227, 8-12=-1216/0 NOTES 1) Unbalanced root live loads have been considered for this design. Weight: 190 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G11 >_ TOP CHORD Sheathed or 4-6-1 oc pudins, except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc pudins (4-3-2 max..): 3-8. +. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13,7-12 `est r� REACTIONS (Ib/size) 2=1060/0-5-8.12=2146/0-5-8,9=100/0-5-8 Max Horz2=-7(load case 3) Max Uplift2=-29(load case 5), 9=-319(load case 6) Max Grav2=1063(load case 6), 12=2146(load case 1) FORCES (lb) -Maximum Compression/MaximumTension TOP CHORD 1-2=0/39, 2-3=-1978/29, 3-4=-1748/26, 4-5=-2254/34, 5-6=2254/34, 6-7=0/82, 7-8=0/1830, 8-9=15/1249, 9-10=0/39 BOT CHORD G 2-18=0/1764,17-18=0/2254,16-17=0/2254, 15-16=0/1669,14-15=0/1669,13-14=0/1669.12-13=-82/34,11-12=-1 124/41, 9-11=1120/41�i WEBS 3-18=-21/437, 4-18=-662/18, 4-16=-154/33, 6-16=0/640, 6-15=18/252, 6-113=1880/0,7-13=14/820, 7-12=2132/0, 8-11=11/227, 8-12=-1216/0 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead toad and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 fl by 44 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design QR�F E$$/� assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) StandardCO h C m 0 LU * xo 07 OF March 8,2007 y WARNING -Verify deargn parametere and READ NOTES ON TEIS AND D9CLUDED BDTER RP3BRENCE PAGE MU -7473 BEFORE USE - Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabi ity of design paramenters and proper incorporolion of component is responsibility of buildusg designer - not truss designer. Bracing shown B for lateral support of indwidual web members only. Additional temporary bracing to irtsure stability during comhuction is the resportsib s the M iTe k - erector. Additional permanent bracing of the overall structure is the respombLty of the building designer. For general guidance regarding foe quality, control. storage. delivery. erection and bracing, consult ANSI/TPII quality Criteria. DSO -89 and BCSI I Building Component POwLe 1e Sa1e1y Infcrmation available from Truss Plate Institute. 583 O'Onofdo Drive. Madison. W153719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply BTR 8LDRS - GRINNELL SRIN0320 Al2 CAL HIP1 R24560457 1 Longfellow Lum$ec CO., Inc., Chico, Ca. 95 34. Greg Asher 6.200 s Jul 13 20 ooti Industries, Inc. Thu Mer OB 06:25:41 2007 Page 1 u-12 ¢0.12 0i 2-0-0 5-3-8 0-7.7 4.1-13 4-9-5 4-9.5 4.9-5 4-9-5 4-9-5 4.1-13 D-7.7 5-3-8 2-0-0 Scale = 1:80.4 5.00 5x8 4x4 = 4x4 = 4x4 = 4x8 = 402 = 4x12 = 4x8 = 5x6 4 5 a v o. o - __ 31;1 d w ca zz 21 20 19 26 18 17 16 15 2714 3x8 = 3x6 = 3x4 = 012 MT20H = 3xB = 1.5x4 11 3x8 = 012 = 300 = 3x4 = 4x6 = 9-0-12 9-o-12 9-o-12 5.3-8 4-9.5 4-9-5 4-9-5 4.9.5 4-9-5 4-7-5 1D-2-12 Plate Offsets (X1)• 12.0-0 O 0-0-41, f9:0 -3-8.0-2-O (10:0.3-0 0-2-01 (12'0.4-2 0-1-81 [14'0-2 4 0 1 81 [15.0 3-8 0.2 Ol f19 03-8 0 1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 TC 0.81 Vert(LL) -0.38 19-20 >999 240 BC 0.87 MT20 220/195 BCLL 0.0 Rep Stress Incr NO Vert(TL) -0.79 19-20 >510 180 WB 0.86 Horz(TL) 0.16 15 n/a n/a MT20H 165/146 BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 221 lb LUMBER BRACING y �. TOP CHORD 2 X 4 OF No.1 &Btr G *Except* TOP CHORD Sheathed or 3-1-14 oc purlins, except 3-7 2 X 6 OF SS G. 7-11 2 X 6 OF SSG 2-0-0 oc purlins (3-4-3 max.): 3-11. fiyq , f^Oe BOT CHORD 2 X 4 OF No.1 &Bir G BOT CHORD Rigid ceiling directly applied or 2-6-15 oc bracing WEBS 2 X 4 OF Std G 'Except* WEBS 1 Row at midpt 8-16.9-15 4-23 2 X 4 OF No.1 G, 5-22 2 X 4 OF No.1 G, 6-20 2 X 4 OF No.1 G 8-19 2 X 4 OF No.1 a G, 8-16 2 X 4 OF No.1 G, 9-15 2 X 4 OF No.1 G 10-14 2 X 4 OF No.1 G 4L REACTIONS (Ib/size) 2=1869/0-5-8.15=4423/0-5-8,12=556/0-5-8 E Max Horz2=6(load case 4) .m Max UplGrav221869(l odd case 6) 1 Max Grav2=1869(load case 6), 15=4423(load case 1) �� FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=4123/0, 3-4=-3704/0, 4-5=-5483/0, 5-6=-5967/0, 6-7=-5107/0, 7-24=-5107/0, 8-24=5107/0, 8-9=0/674, 9-10=0/5313.10-11=0/2128.11-12=0/2419,12-13=0/39 BOT CHORD 2-23=0/3767, 23-25=0/5483, 22-25=0/5483, 21-22=0/5967, 20.21=0/5967, 19-20=0/5107, 19-26=0/2900, 18-26=0/2900, 17-18=0!2900, 16-17=0/2900, 15-16=-674/0, 15-27=-5313/0, 14-27=-5313/0, 12-14=-2217/0 WEBS 3-23=0/984, 4-23=-2018/0, 4-22=0/493, 5-22=554/0, 520=-260/17, 6-20=0/945, 6-19=-862/0, 8-19=0/2421, 8-18=0/314, 8-16=-3907/0, 9-16=0/1699, 9-15=-5084/0, 10-15=2161/0, 10-14=0/3599, 11-14=1365/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of Q?, 0FESS/ dimensions 45 It by 44 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to S. wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All CO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WOf T 6) A plate rating reduction of 20% has been applied for the green lumber members. C 433 7) Girder Caries hip end with 6-0-0 end setback. 8) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * 1-07 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 38-6-12, and 234 Ib down and 10 Ib up at 5-54 ori top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 Fn A Q�L March 8,2007 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is far an individual building component. MM Applicability of design poromenters and proper incorporation or component is responsibility of building designer- not tens designer. Bracing shown Mire k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibility of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 O'Onohio Olive. Madison. WI 53719. Citrus Helohts. CA. 95610 Job i Truss Truss Type Qty Ply BTR BLDRS- GRINNELL GRIN0320 Al2 CAL HIP 1 1 R24560457 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Greg Asher Job E� 8.200 s Jul 73 2005 - I ex Inoustries, Inc. Thu Mer 08 06:25:412007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumberincrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-11=-100, 11-13=-52, 2-12=-27(F=13) Concentrated Loads (lb) Vert: 3=-234 11=234 .j j i 6 s as ('<)'f WARNIIJG - Ver (N design Par Lem and READ NOTES ON TAUS AND INCLUDED WTER REPERENCE PAGE NU 7-473 BEFORE USE. Design vo id for use only with MiTek conneclon. This design 6 based only upon parameters shown, and is for an Indwidual building component. is Applicability plic ar lateral of design paromenters and proper Incorporation of component is responsibility of building designer - not tons designer. Bracing shown support of individual web members only. Additional temporary bracing to insure stability duringconstruction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control. storage. delivery, erection and bracing, consult ANSI/TPII O uallly Crilerla, DSB-89 and BCSII BuOding Component Safety Information available from Truss Plate Institute. 5B3 D'Onofrto.Drive. Madison. WI 53719. an MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Trus Tfus$ Type Qty Ply BTR BLDRS - GRINNELL GRIN0320 B1 CAL HIp 1 1 R24560458 J. Job Reference (OD1i0 Longfellow lumber Cog- '2CAlw, Ca. 95928-7434, Greg Asher narl 6.200 s Jul 13 2005 Mrrek Industries, Inc. Thu Mar 08 06�&.JS 2007 Page 1 2-0-0 3-10-15 0-6.1 3.9.0 3.9-0 3-9-0 3-9-0 D-6-1 3.1045 2.0-0 5.00 12 Scale = 1:46.6 3x6 = 3x4 = 4x12 MT20H = 1.5x4 II 3x4 = 3x6 = 9-0.12 9.0-12 4.5-0 3.9.0 3.9-0 3-9.0 3.9-0 4.5.0 LOADING (psn SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.28 14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(rL) -0.53 14 >528 180 MT20H 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.56 Horz(TL) 0.14 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 159 lb LUMBER BRACING TOP CHORD 2 X4 DF No.1&Btr G *Except* TOP CHORD 3-82X6DFSSG BOT CHORD 2 X 4 DF No.1&Bir G BOT CHORD WEBS 2 X 4 DF Std G JOINTS OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1768/0-5-8, 10=1768/0-5-8 Max Horz 2=4(load case 4) Max Uplift2=-49(load case 5), 10=49(load case 5) Sheathed or 3-3-8 oc puffins, except 2-0-0 oc puffins (3.6-14 max.): 3-8. Rigid ceiling directly applied or 10-0-0 oc bracing. �' 1 1 Brace at Jt(s): 5, 6, 7 FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-37=-3885/27, 3-37=-3763/57, 3-4=-41/0, 3-38=3476/63, 5-38=-3476/63, 5-6=-5186/78, 6-7=-5186/78, 7-39=-3476/63, 8-39=3476/63, 8-9=-42/0, 840=3763/57, 10-40=-3885/27, 10-11=0/39 BOT CHORD 2-17=0/3550, 17-41=9/5186, 16-41=9/5186, 15-16=7/5782, 14-15=7/5762, 13-14=-7/5782, 1342=8/5186, 12-42=6/5186 10-12=0/3550 WEBS 3-17=-25/940.5-17=-1942/19.5-16=-13/404, 6-16=-689/0,6-14=-8/161,6-13=-689/0,7-13=13/404,7-12=-1942/19, 8-12=-25/940 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 designer as per ANSVTPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 0 Ib up at 4-0-0, and 125 Ib down and'0 Ib up at 19-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). C0dAVJJ0A8Z ,W (8?endard OQ�pFESS/�N9 SCO . rjN�1`�2 m W C 076433 *\ V,6'a1-q/ /* March 8,2007 Y WARNING -Verify deelgn parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE Mu 7473 BEFORE USE. MANN' Design valid for use only with MTek connectors. This design is based only upon porameten shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is resporublity of building designer - not truss designer. Bracing shown Mire k u for Lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responvbilfity of the erector. Additional permanent bracing of the overa8 structure is the responsbTty of the building designer. For general guidance regarding fabdcolion.,quafity control, sloroge. delivery, erection and bracing, consult ANSI/71`111 Quality Criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-37=-52, 1140=-52, 2-10=-28(F=-14) Concentrated Loads (lb) Vert: 37=-125(F) 40=-125(F) Trapezoidal Loads (plf) Vert: 37=-104(F=-52}to-3=-106(F=-54), 3=106(F=54)40 -4=-109(F=57), 3= -74(F=54) -to -38=-77(F=57), 38=-109(F=57}to-6=136(F=-84), 6= -136(F= -84) -to -39=109(F=-57), 39=77(F= -57) -to -8=-74(F=-54), 9= -109(F= -57) -to -8=-106(F=-54), 8= -106(F= -54) -to -40=-104(F=-52) i r y. I i I r ,jZY MR �'` t i @ WARNING -.Verify D design parameters and READ NOTES ON TADS AND rNCLu ..."D MITER REFERENCE PAGE AW 7473 BEFORE USE. %ANN Design vaGtl for use any with MiTek connectors. This design based only upon parameters shown. and is for an individual building ding component. H Applicabaily, of design poramenters and proper incorporation of component is responsiblity, of buildusg designer - not truss designer. Bracing shown is for'oterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mi Te k. ereclor. Additional permanent bracing of the overall structure is the responbiL sy of the building designer. For general guidance regarding fabrteotion. quality control. storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component PawKR—PI.— Safety Information available from Truss Plate Institute. 583 D'OnoMo Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Cita- Heights, CA, 95610 El 2-0-0 6-3.65-7.10 5.7.10 6.3.6 2-0-0 Scale = 1:45.1 4x4 = 4 LUMBER TOP CHORD 2 X 4 DF No.1&Bir G BOT CHORD 2 X 4 DF No.t&Bir G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=888/0-3-8, 6=888/0-3-8 Max Horz2=8(load case 4) Max Uplift2=24(load case 5), 6=. 24(load case 5) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=115115n, 3-4=-1322/56, 4-5=1322/56, 5-6=-1515/7, 6-7=0/39 BOT CHORD 2-10=0/1337, 9-10=0/912, 8-9=0/912, 6-8=0/1337 WEBS 3-10=296/3, 4-10=25/463, 4-8=25/463, 5-8=296/3 ]v 0 9.0-12 t3-to.o &t•15 PLATES GRIP MT20 220/195 Weight: 98 Ib BRACING TOP CHORD Sheathed or 5-3-7 oc pudins. BOT 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 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 fl with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exis?, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNJNG - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED WT'ER REFERENCE PAGE am. 7473 BEFORE USE. Design valid for use only with Mirek connectors. This design a based only upon porometen shown. and is for on tndivldual bufld;ng component. Applicability of design poramenlers and proper Incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbBrity of the erector. Additional pefmonenl 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 BC511 Building Component Safety Informotlon available from Truss Plate Institute. 563 D'Onofdo Drive. Madison. WI 53719. March 8,2007 MiTek- 7777 Greenback Lane, suite 109 Citrus Heights. CA, 95610 3x4 = 3x4 = 3x4 = 9-0.12 • 8-1-15 Plate Offsets (X Y): 1270-0-0.0-0.01 [3:0-0-0.0-0-01- 14.0-0-0 0 0-011-15:0-0-0 0-0-011 [6:0-0-0.0-0-01, f8 0-0 0 0 0-Ol 110 0-0 0 0-0 OI LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.09 6-8 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.17 2-10 >999 180 BCLL 0.0 7:0 Rep Stress Ina YES WB 0.19 Horz(rL) 0.04 6 n/a n/a BCDL Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Bir G BOT CHORD 2 X 4 DF No.t&Bir G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=888/0-3-8, 6=888/0-3-8 Max Horz2=8(load case 4) Max Uplift2=24(load case 5), 6=. 24(load case 5) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=115115n, 3-4=-1322/56, 4-5=1322/56, 5-6=-1515/7, 6-7=0/39 BOT CHORD 2-10=0/1337, 9-10=0/912, 8-9=0/912, 6-8=0/1337 WEBS 3-10=296/3, 4-10=25/463, 4-8=25/463, 5-8=296/3 ]v 0 9.0-12 t3-to.o &t•15 PLATES GRIP MT20 220/195 Weight: 98 Ib BRACING TOP CHORD Sheathed or 5-3-7 oc pudins. BOT 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 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 fl with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exis?, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNJNG - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED WT'ER REFERENCE PAGE am. 7473 BEFORE USE. Design valid for use only with Mirek connectors. This design a based only upon porometen shown. and is for on tndivldual bufld;ng component. Applicability of design poramenlers and proper Incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbBrity of the erector. Additional pefmonenl 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 BC511 Building Component Safety Informotlon available from Truss Plate Institute. 563 D'Onofdo Drive. Madison. WI 53719. March 8,2007 MiTek- 7777 Greenback Lane, suite 109 Citrus Heights. CA, 95610 Job ' 0.1-81 1140-2-0 0-2-41 Truss Truss Type Qty Ply BTR BLDRS - GRINNELL GRIN0320 LOADING (psf) DI MONO CAL HIP 1 1 I 1 R24560460 Longfellow Lumbg&j21nc., Chico. Ca. 95926-7434, Greg Asher PLATES GRIP Inn Reference (optional) 9-0-12 . 6.200 s Jul 13 2005 MITek Industries, Inc. Thu Mar 08 06:25:471007 a e 1 &D-12 g 2-0-0 5-6.1 0-4.14 4-10-9 5.3-7 5-3-7 5.3-7 53.7 55-3 Scale = 1:68.2 5x6 5.o0 12 3x4 = 3x6 = 4x12 = 3x6 = 3x4 = 3x8 = 2x8 II 9.0-12 I9 21 18 17 16 15 132 13 12 11 44 = 4x4 = 4x6 = 4x8 = 2x4 II 4x4 = 2x4 II 4x4 = 4x4 = 9-0-12 9-0-12 5-6-1 5-3-7 53-7 53.7 1-1-2 4-2-6 5.3.7 55-3 4 N date uttsets fX,Y): f8:0-1-12 0.1-81 1140-2-0 0-2-41 117:0-1-120-2-01 LOADING (psf) SPACING 2-M EFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 =(Matrix) ert(LL) -0.10 18 -999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina NO ert(TL) orz(TL) -0.20 0.02 18 11 >999 180 BCDL 7.0 Code UBC97/ANS195 n/a n/a Weight: 198111 LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 OF Std G *Except* 4-19 2 X 4 OF No.1 G.5 -182X4 OF No.1 G, 6-17 2 X 4 OF No.1 G 9-13 2 X 4 DF No.1 G. 9-11 2 X 4 DF No.1 G REACTIONS (Ib/size) 11=611/0-5-8,2=1228/0-5-8,14=2865/0-5-8 Max Horz2=93(load case 4) Max Grav11=617(load case 7), 2=1228(load case 1), 14=2865(load case 1) BRACING TOP CHORD Sheathed or 4-1-13 oc purlins, except end verticals, anZN-0 oCpuriins (3-11-2 max.): 3-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracin )01 JOINTS 1 Brace at JI(s): 10 g6" _ V �i FORCES (lb) - Maximum Compression/Maximum Tension a� TOP CHORD 1-2=0/43, 2-3=-2495/0, 3-4=-2256/0, 4-5=2626/0, 5-6=1349/0, 6-20=0/2055, 7-20=0/2055, 7-8=0/2055, 8-9=-4/149,m., 9-10=-125/12, 10-11=248/1 BOT CHORD 2-19=0/2276.19-21 =0/2626, 18-21=0/2626, 17-18=0/1349, 16-17=-1432/0, 15-16=-1432/0, 15-22=-1432/0, 14-22=-1432/0, 13-14=149/10,12-13=0/824,11-12=0/824 03 WEBS 3-19=01477.4-19=-477/0,4-i8=-377/16. 5-18=0/1378, 5-17=-1016/0, 6-17=0/3001, 6-15=-129/50, 8-14=-2117/0, 8-13=0/553 �/ Z) ,9-13=-1034/0,9-12=0/361,9-11=754/0,6-14=-1666/0 ca NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 37 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 14 Ib up at 5-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Continued on page 2 OQRoFESS/pN9 S. CO IX C 046433 T t *\ E"1-07 /*, March 8,2007 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED EDTER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters show Applicability of design poramenlers and proper incorporation of component is responsibility and is for on individual budding component. ity of building designer - not truss designer. Bracing shown M iTek- a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity 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-87 and BCSII Building Component •OWe4'a vesras,,.- Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply BTR BLDRS - GRINNELL GRIN0320 Dl MONO CAL HIP 1 1 R245604Job Reference (optionall 80 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Greg Asher 8.200 5 Jud 112005 Mi ek Industries, Inc. Thu Mar 08 06:25:47 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-52, 3-10=-98, 2-11=-26(F=-12) Concentrated Loads (lb) Vert: 3=-234 .t Y [VARN7N0 - Verffy design paranum em and READ NOTES ON THIS AND D9CLUDE0 MT7ER REFERENCE PAGE MU -7473 BEPORB USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is fa on Individual budding component. ApplicoUily, of design paamenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Mire k- 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombllity of the erecta. Additional permanent bracing of the overall structure u the responsibility or the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPII Qual8y Criteria, DSB-89 and BCSI1 BuOding Component Safety Information available from Truss Plate Institute. 583 D'Onotdo Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job ' ss Truss Type aty Ply BTR BLDRS - GRINNELL GRIN0320 ]T D2 MONO CAL HIP 1 1 824580481 Longfellow Lumbpr& Inc.. Chico. Ca. 95928-7434. Gren Asher Vert(LL) 0.09 13-14 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina NO 92 9-0.12 8.200 s Jul 13 2005 Mrrek Industries, Inc. Thu Mar 08 08:25:47 200713ege 1 2-0-0 7-6-1 0-4-14 7-D-5 7.5-3 7-53 7-6.15 Scale = 1:68.2 5x8 3x6 = 5.00 F12 3x4 = 3x6 = 3x8 = 3x6 11 14 3x4 13 12 3x6 = 3x6 = 11 10 9 3x6 = 1.5x4 II 3x6 = 9.0-12 9-0-12 9-0-12 7-6-1 7-5.3 7.3-8 0.1-10 7-5-3 7.6.15 Plate Offsets (X.Y): 15:0-2-0.0-1-81.[13:0-2-0.0-1-81 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.65 BC 0.33 Vert(LL) 0.09 13-14 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Ina NO WB 0.80 Vert(TL) -0.14 13-14 >999 180 Horz(TL) 0.03 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 166 lb LUMBER BRACING TOP CHORD 2 X 4 OF'N0.18Btr G TOP CHORD Sheathed or 5-2-8 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.18Btr G (5-5-10 max.): 3-8.' WEBS 2 X 4 OF Std G *Except* P BOT CHORD Rigid ceiling direc8y applied `_ or 10-0-0 oc bracing, Except:gl -�r 8-9 2 X 4 OF No.1 G 6-0-0 oc bracing: 11-13. ^� a WEBS 1 Row at midpt 7-11 ' Iy r JOINTS i Brace at Jt(s): 8 ' 4- �.�� REACTIONS (Ib/size) 9=543/0-5-8,11=1979/0-5-8,2=871/0-5-8 'TUA �; ,-� 'Ir, Max Horz 2=1 19(load case 4) c. ti Max Uplift9=14(load case 3), 11=42(load case 4), 2=-34(load case 5),' Max Grav9=552(load case 7), 11=1979(load case 1), 2=871(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension rywLi TOP CHORD 1-2=0/39,2-3=-1490/43.3-15=-1315/40,15-16=-1315/40. 4-16=-1315/40,4-5=-1089/46.5-6=-38/724, 6-7=38!724, Lia, 7-17=134/30.8-17=-134/30,8-9=312/1 BOT CHORD 2-14=-61/1316,13-14=-46/1089,12-13=-724/33.11-12=724/33, 10-11=-28/566,9-10=-28/566 wo b WEBS 3-14=20/190, 4-14=-16/244, 4-13=657/0, 5-13=-48/1961, 5-11=-1334/13,7-11=-i371/29,7-10=-20/249, 7-9=468/14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 37 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QFESS/ 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-0-0 from front and 4.0-0 from back OQ� S T7N `�2 girder girder. 7) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened ��!` ��� purlins to truss TC w/ 2-10d nails.CO 8) Hanger(s) or other connection device(s) be shall provided sufficient to support concentrated load(s) 78 Ib down and 5 Ib up at B-0-0 on lop CD Q chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) LU C 046 33 r" section, loads applied to the face of the truss are noted as front (F) or back (B). :D LOAD CASE(S) Standard * E . 1-07 Continued on page 2 March 8,2007 A WARNING - Verify deign parvmeten and READ NOTES ON THIS AND INCLUDED WTEE REPERENCE PAOE MD -7473 BEFORE USE. M Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M iTe k h for lateral support of individual web members only. Additional temporary bracing to insure stably during construction u the responsb8rity, of the erector. Additional permanent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding - fabrication. quality control, storage. delivery, erection and bracing, consult AN51/TPII Quality Criteria. DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D•Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Puss TfLISS Type Qty Ply BTR BLDRS • GRINNELL GRIN0320 f MONO CAL HIP 1 1 R24560461 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 Mlrek Industdes, Inc. Thu Mer OB 0625:47 2007 Pana 2 d LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-15=-52, 16-17=48(B=26), 2-9=-14 Concentrated Loads (lb) Vert: 15=78 ` Trapezoidal Loads (plt) Vert: 15=52 -to -16=-78, 17= -104(8= -26) -to -8=78(B=-26) F WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REpZRWL- PAGE 8U -7473BEFORE USE. Design valid lor use only with MTek connectors. This design b based only upon parameters shown, and is lar an individual building component. vi Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not Inns designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to Insure stability during construction b the responsbdGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regordutg toncation, quality control. storage. delivery. erection and bracing. consult ANSI/111`11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Inslitule. 583 O'Onofrio Drive. Madison. WI 53719. MiTek- 7777 Greenback Lane, Suite 100 Citrus Heiahts. CA. 95610 JobTruss Truss Type Qty Ply BTR BLDRS-GRINNELL GRIND320 El CAL HIP R24560462 Job 1 1 Longfellow Lumber Co., Inc., Chico, Cq29�59ff-7414, Greg Asher 8.Job 200 s Jul 13 2005 M7ek Intlustries, In . - or 08 08:25:47 2007 Pege 1 2-0-0 3-6.1 0-4.14 2.7-1 ..2-7-1 0-4-14 3-6.1 2-0-0 Scale = 1:26.5 4x4 FlRrrw 3x8 = 4x4 12-0-12 12-0-12 0.6-0 3-0.1 2.11-15 2-11.15 3.0.1 0.6-0 1$ LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.03 9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.06 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 58111 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Blr G TOP CHORD BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G r BOT CHORD WEDGE Left: 2 X 4 DF Std, Right: 2 X 4 DF Std REACTIONS Ob/size) 2=717/0-5-8, 6=717/0.5-8 Max Horz 2=3(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=1216/0, 3-4=-1071/0, 4-5=1071/0, 5-6=-121610, 6-7=0/39 BOT CHORD 2-10=0/1090, 10-11=0/1376, 9-1 1=011376, 9-12=0/1376, 8-12=0/1376, 6-8=0/1090 WEBS 3-10=0/258, 4-10=359/0, 4-9=0/142, 4-8=359/0, 5-8=0/258 Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. 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 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 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 B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 4-0-0 end setback. 7) Design assumes 4x2 (Bat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 Ib down and 4111 up at 94-3, and 87 Ib down and 4 Ib up at 3-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-52, 3-5=-74, 5-7=-52, 2-6=-20(F=-6) Continued on page 2 OQ?,oFESS/p�9 S GOT/Nc�� z Q c W C 0,0433 T' W_'ZOW, March 8,2007 4 WARNING - Verify design pe -meters and READ NOTES ON TIDS AND DrCLUDED WTZK REFERENCE PAGE AM 7473 BEFORE USE �SIMI Design valid for use only with M7b ek connectors. This design is ased only upon parameters shown, and Is for an individual building component. •�M Applicability of design poramenters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown M iTe k - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrity, 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. DSII -89 and BCS11 Building Component 7777 Greenback Lane. Suite 109 Salety Information available from Truss Plate Institute. 58 D' 3 Onofrio Drive. Madison. WI 53719. Citrus Heights, CA, 95510 Job` ,i Truss Truss Type - Qty Ply BTR BLDRS- GRINNELL GRIN0320 �� a E7 CAL HIP 1 1 R24560462 Longfellow Lumber Co., Inc.;• Chico, Ce. 85928.7434, Greg Asher 8.200 s Jul 13 2005 MiTek Industdes, Inc. Thu Mar 08 06:25:47 2007 Page 2 a i WARNING Verl y design parameters o d READ NOTES ON TNIS AND INCLUDED M TER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use a* with MTek connectors. This design is based only upon parameters shown, and D for an individual building component. Applicability of design paromenters and proper incorporation of component D responsibility of building designer - not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsib6fity of the erector. Additional permanent bracing of the overall structure is the responsbTty of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, comull ANSI/TPI1 Quality Criteria, DSB•89 and BC511 Building Component Safety Information available from Truss Plate Institute. S83 D'Onohio Drive. Madison. WI 53719. t 0 M MiTeV 7777 Greenback Lane. Suite 109 Citrus Heinnts. CA. 95610 I -?-(In 2-0-0 5.6-1 44-14 1-2.2 0-0.14 5-6-1 2-0-0 4x8 = 4x4 Scale = 1:26.5 12-412 12-412 46.0 5-41 1-11.14 5.41 46-0 Id LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.02 2-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Bir G TOP CHORD BOT CHORD 2 X 4 DF No.1&Bir G WEBS 2 X 4 DF Std G BOT CHORD WEDGE Left: 2 X 4 DF Std, Right: 2 X 4 DF Std REACTIONS (Ib/size) 2=530/0-5-8, 5=530/0-5-8 Max Horz 2=4(load case 4) Max Uplift2=25(load case 5), 5=-25(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=66614,3-4=-561/2. 4-5=-666/3, 5-6=0/39 BOT CHORD 2-8=0/564, 7-8=0/560, 5-7=0/564 WEBS 3-8=5/126, 3-7=-87/89, 4-7=16/126 Sheathed or 6-" oc puffins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. 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 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 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 B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard "J 01 /QRpFESS/�N� S. �T�Nc��ti 0 m IX C 046433 T March 8,2007 A& WARNUNO - Ver1/y dealgn paramete and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mire k - a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobdcolion, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heiahts. CA. 95610 Truss Truss T E3 KINGPO ier Co., Inc., Chlco,1S% 15928-7434, Greg Asher •2.60 I 2 2.0-0 ` 66-0 4x4 = 3 GRINNELL 1 I R24560464 s Jul 13 2005 Mtrek Industries, Inc. Yh"gr 08 08:25:48 2007 Page 6-6-0 2-a0 Scale = 1:27.6 12-0-12 12.0-12 166-01 6-6-0 s2 6-0 ri1 0-6.0 6•a0 &0-0 0.6-0 lb LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.05 2-6 >999 180 dimensions 45 ft by 24 fl with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If BCLL O.C. Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF NoA&Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Sid G WEDGE Left: 2 X 4 DF Std, Right: 2 X 4 DF Std' }� v� REACTIONS (Ib/size) 2=530/0-5-8,4=530/0-5-8 —JV5 Max Horz2=5(load case 3) �J Max Uplif12=25(load case 5), 4=-25(load case 5) „ - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=-623/8,3-4=623/8,4-5=0/39 u r BOT CHORD 2-6=0/515,4-6=0/515 WEBS 3-0=-9/242 � NOTES L� � ® j 1) Unbalanced roof live loads have been considered for this design. 2) This truss im has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of im dimensions 45 ft by 24 fl with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ�pFESS1 CO����ER s. tiNc�Fti LU *4 03 March 8,2007 WARNING - VerVf design parameter and READ NOTES ON THIS AND INCLUDED M7TEE REPERENCE PAGE ffiL7473 BEPORE USE. No Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an individual building component. {�l� Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Welk erector. Additional permanent bracing of the overall structure is the responsbil'N of the building designer. For general guidonce regarding - fo'xicatiion. quality control, storage, delivery. erection and bracing. consult ANSI/TPII Oualtly Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lene, Suite 109 Safety Information available from Truss Plate institute. 583 D'Onofrio Drive. Madaon. WI 53719. 7777CitruHeights, CA, Lane. Su • Structural Calculations for Grinnell Residence Mount Ida Road Oroville, Ca. , S iLUG T?/l2/rC. �16.L S ! AN S Gary Hawkins Architect. 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 # (530) 892-2700 (530) 893-0532 Fax 0 �0 ARC HAW,���T�� . o. C18693 (P REN. Q- _ _ yT � DATE 4/ 1/06 lam , *4 7,. � CALCDATA 11/13/97 Rev,4-20-94, Calculation data - ------------------ Description >> ----------------- -------------------------------=---------------------------------------- Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed 75 NPH .Exposure B Seismic loading Seismic zone 3' Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1200 PSF LOADS DL 9:52 AM REV.8-13-92 ------------------------------------------------------------------------ LOAD SUMMARY MODULE 4/ 1/06 DESCRIPTION >> 16.00 PSF -------------------------------------------------- TL 30.0.0 PSV -------------------7---------------------------------------------------- ASSEMBLY >roof SLOPE > 5.00IN 12 0 > 22.62 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 1/2" PLYWOOD 1.50 1.50 39 2 X 6 - 24" 1.10 1.10 39 2 X 6 - 24" 1.10 1.10 60 INSULATION R38 2.20 2.20 64 MISC. 2.00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ----------------------------------------------=------------------------- DL 16.40 USE-: 17.00 PSF LL PSF 7 ----------------------------------------------------------- TL 17.00 PSF DL 13.70 USE: 14.00 PSF --------------------- LL 16.00 PSF -------------------------------------------------- TL 30.0.0 PSV ASSEMBLY >wall SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 85 7/8" PLASTER 8.00 8.00 21 3/8" PLYWOOD 1.10 1.10:' 38 2 X 6 - 16" 1.70 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00- 83 .1/2" GYPSUM BD 2.50 2.50 ----------------------------------------------=------------------------- DL 16.40 USE-: 17.00 PSF LL PSF 7 ----------------------------------------------------------- TL 17.00 PSF 3-0235 — 50 SHEETS — 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES ,�- 3-0137-200 SHEETS —FILLER Rl- O Nif c 1-9 3-0235 - 50 SHEETS = 5 -SQUARES COMET 3-0236 - 100 SHEETS -5 SQUARES 3-0237 = 200 SHEETS 5 SQUARES 3-0137 - 200 SHEETS FILLER lu. of c- 1-9 File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance factor Basic wind speed Roof pitch * * * PRIMARY Assembly description > B > 1.00 > 75.00 mph > 5.00 in 12. FR A M E S A N D Ht. Ce W A.L L S Windward walls Leeward walls Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof. Windward roof Slope 2:12 to less than 9:12 Slope 2:12 to less than'9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D W A L L All structures Enclosed structures Open structures Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 qs > 14.50 psf 8 > 22.62 degrees S Y S T E M S Direction <0'-151> <201> <25'> .62 .67 .72 Cq .80 .0072 .0078 .0084 .50 .0045 .0049 .0052 .0117 .0126 .0136 .70 .0063 .0068 .0073. .90 .0081 .0087 .0094 .30 .0.027 .0027 .0031 2.00 .00.90 .0095 .0104 .70 .0063 :0068 .0073 C O M P O N E N T S .0291 .0313 1.20 .0108 .0117 :0125 1.20 .0108 .0117 .0125 1.60 .0144 .0155 .0167 1.30 .0117 .0126 . .0136 * * * L O C A L A R E A S A T Wall corners Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away from ends of building 1.10 .0099 .0107 .0115 1.60 .0144 .0155 .0167 D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 .0291 .0313 2.00 .0180 .0194 .0209 13� File >SHEARW 9:46 AM 4/ 1/06 ------------------------- REV. 6-17-99 Shearwall schedule ------------------- Description >> common nails >> (Box nails) ------------------------------------------------------------------------ Mark Description 1 3/.8" cdx plywood with 8d nails at 6 1211 o.c. 2 3/8" cdx plywood with 8d nails at .4", 12" o.c. .3 3/8" cdx plywood with. 8d nails at 3",.12" o.c. 4 1/211 cdx plywood with 10d nails at 611, 12" o.c. 5 1/2" cdx plywood with 10d nails at 411, 12" o.c. 6 1/2" cdx plywood with 10d nails at 311, 12" o.c. 7 1/2" gyp bd with 5d nails wind at 71' o.c. edge & field ,Unblocked seismic 8 5/811 -gyp bd with 6d nails wind at 7" o.c. edge & field Unblocked 'seismic 9 .7/8" cement plaster over expanded metal or woven wire lath with no. 16`gage staples, (7/811 leg.) at 611 o.c. 10 3/8" plywood siding with 8d nails at 611, 1211 o.c. 11 Simplex 1'Thermo.-Ply structural (red) sheathing (0.115 inch thickness) with no. 16 gage.staples (7/16" crown: 1-1/4" Legs) HF 213 (.173) .312 (.253) .402 (.326) .254 (.206) .377 (.305) .492 (.399) .082 .041 .094 .047 ..148 DF .260 (.211) .380 (.308) .490 (.397) .310 (.251) .460 (.373) .600 (.486) .100 .050 .115 .058 .180 .131 .160 .144 .175 U)..')0 WLUIii uiuWl cn .J, U'i 000 r N — y, d L Cs�)�i�..��,��� )10 L,N 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER V r 9 � ITS- 3 i p VN VJVa F L ;9, . v 'A Job number >> 06-036 Structural Calculations for Grinnell Residence Mount Ida Road Oroville, Ca. Gary Hawkins Architect 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 5E� ARCti/ HA4p, o. C18693 � . N REN. I11V1 1 Q- . d� DATE 4/ 1/06 CALCDATA --------------------------------------------- 11/13/97 Rev 4-20-94 Calculation data -.----------------------- Description >> - ------------------------------------------------------------=----------- Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone 3' Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live.load: n/a PSF Soil data Allowable bearing: 1200 PSF LOAD -S 7/8" 9:52 AM REV.8-13-92 ------------------------------------------------------------------------ LOAD SUMMARY MODULE 4/ 1/06 DESCRIPTION >> 2 X 6 - 16" 58 INSULATION R19 64 ASSEMBLY >roof ------------ SLOPE > 5.00IN 12 > 22.62 DEGREES NO.. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 1/2" PLYWOOD 1.50 1.50 39 2 X 6 - 24" 1.10 1.10 39 2 X 6 - 24" 1.10 1.10 60 INSULATION R38 2.20 2.20 64 MISC. 2.00. 2.00 84 .5/8" GYPSUM BD 2.80 2.80 DL 13.70 USE: 14.00 PSF LL- 16.00 PSF -----------------------------------------------=------------------------ TL 30.0.0 PSV ASSEMBLY >wall SLOPE > IN 12 NO. DESCRIPTION 85 7/8" PLASTER 21 3/8" PLYWOOD "38 2 X 6 - 16" 58 INSULATION R19 64 MISC. 83 1/2" GYPSUM BD ¢ > DEGREES UNIT WT. PITCH? ADJ. WT. 8.00 8.00 1.10 1.10 1.70 1.70 1.10 1.10 2.00 2.00 2.50 2.50 ------------------------------------------------------------------------ DL 16.40 USE: 17.00 PSF LL PSF TL 17.00 PSF 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236- 100 SHEETS -. 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES >' 3-0137- 200 SHEETS - FILLER 0 ,J G m I� v Al 0 =. V I 0 ,J G m COMET 3-0235 - 50 SHEETS 3-0236 - 100 SHEETS 3-0237 - 200 SHEETS 3-0137 - 200 SHEETS - 5 SQUARES - 5 SQUARES - 5 SQUARES - FILLER u d F� E N File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance factor Basic wind speed Roof pitch * * * P R I M A R Y Assembly description > B > 1.00 > 75.00 mph, > 5.00 in 12 F R A M E S A N D Ht. Ce Cq .W A L L S Windward walls ..80 .Leeward walls .50 Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof Windward roof Slope 2:12 to less than 9:12 Slope 2:12 to less.than 9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D- W A L L All structures Enclosed structures Open structures Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9,:12 ( Y C� qs > 14.50 psf 0 >* 22.62 degrees S Y S T E M S Direction <0'-151> <201> <251> .62 :67 .72 .0072 .0078 .0045 .0049 .0117 ..0126 .70 .0063 .0068 .90 .0081 .0.087 .30 .0027 .0027 S C O N T . 00.90 .0095 .70 ..0063 .0068 C O M P ON E N T S .0252 1.20 .0108 .0117 1.20 .0108 .0117 1.60 .0144 .0155 1.30 .0117 .0126 * * * L 0 C A L A R E A S A T Wall corners Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away frotri ends of building .0084 .0052 .0136 .0073 .0094 .0031 .0104 .0073 :0125 .0125 .0167 .0136 1.10 .0099 .0107 .0115 1.60 .0144 .0155 .0167 D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 .0291 .0313 2.00 .0180 .0194 .0209 File ------------------------------------------------------------------------ >SHEARW 9:46 AM .4/ 1/06 REV. 6-17-99 Shearwall schedule ------.---------------- Description » Common nails ------------------------------------------------------------------------ » (Box nails) Mark Description HF DF 1 3/811 cdx plywood with 8d nails .213 .260 at 611, 1211 o.c. (.173) (.211) 2 3/811 cdx plywood with 8d nails,.312 .380 at.411, 1211 o.c. (.253) (.308) 3 3/811 cdx plywood with 8d nails .402 .490 at 311, 12" o.c. (.326) (.397) 4 1/_2" cdx plywood with 10d nails .254 .310 at 611, 1211 o.c. (.206) (.251) 5 1/211 cdx plywood with 10d nails .377 .460 at 411, 1211 o.c. (.305) (:373) 6 1/211 cdx plywood with 10d nails .492 .600 at 311, 1211 o.c. (.399) (.486) 7 1/211 gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked seismic .041 .050 8 5/811 gyp bd with 6d nails wind .094 .115 at 711.o.c. edge & field Unblocked seismic .047 .058 .9 .7/811 cement plaster over expanded metal ..148 or woven wire lath with no. 16. gage staples, ..180 (7/811 leg.) at 6" o.c. 10 3/8" plywood siding with 8d nails .131 .160 at 611, 1211 o.c. 11 Simplex "Thermo -Ply structural (red) .144 .175 sheathing (0.115 inch thickness) with no. 16.gage staples (7/1611 crown: 1-1/411 ' legs) vv MIN -1 r 0 19 S1:39HSOOZ Vi7L-ZZ �a�� 51--;Dws ON - IIV I51 S,L3D�.JS GS E J7 1- -Zj7 p Jl� Jr .r 4r 0 vel 69 r-7-1 W_ Va va a� 3-0235 — 50 SHEETS — 5 SQUARES 4 COMET 3-0236— 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS — FILLER �1jlx a Q> I Jr m n n m ate\ . `s+ ill's ' d 1 y d W_ Va va a� 4 ^`` �1jlx a Q> I Jr m n m W_ Va va a� In BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060874 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 05/01/2006 APN: 072-090-030-000 the Business and Professions Code, and my license is in full force and effect. Site Address: 5848 MINERS RANCH RD ORO License Class: License Number: Map Index: Date: Contractor: Description: nsf (2767), gar (927),cov (668) OWNER -BUILDER DECLARATION 1 hereby affirm under penally of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and. Professions Code: Any city or county which requires a Owner: GRINNELL, HERBERT AND KATHY permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of PO BOX 2704 the Contractor's State License Law (Chapter 9 commencing with Section OROVILLE, CA. 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95965 violation of Section 7031.5 by any applicant for a permit subjects the 530-534-9782 applicant to a civil penalty of not more than five hundred dollars ($500).): I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: GRINNELL, HERBERT AND KATHY owner of property who builds or improves thereon, and who does pP such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for PO BOX 2704 sale. If however, the building or improvements are sold within one have burden OROVILLE, CA. year of completion, the owner -builder will the of proving that he or she did not build or improve for the purpose of 95965 sale.). 530-534-9782 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: ❑ I am Exempt under Article 3 t e Busing rofessions Code Date: s/'yG Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for License #: workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as Architect: HAWKINS, GARY required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policy number are: Carrier: 2 Policy#: Total Square Ft: 4362 S.F. I certify that in the performance of the work for which this permit is Valuation: $212,791.00 issued, I shall not employ any person in any manner so as to Census Code: become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: — /— D J Applicant: (/ WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. 4 CONSTRUCTION LENDING AGENCY This perm ' hereby is under th pplic le provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the of the work for which this permit is issued (Sec 3097 Civ.) Resolu ' ns to do �rk %d dieated abo a for ich fees have been paid. performance BY Date: Name: PERMIT EXPIRES ON: Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge,it is unlawful to alter the substance of any official form or docume f Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name:dt/pi�lt� s�, u tiE L Signature: Date: :C DK A/0w ner L3Contractor ElAgent for Owner ElAgent for Contractor \ B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" APPLICANT INFORMATION OWNER INFORMATION Last Name it Nafl irst Name r 1,z blif JeaA Address a 1, City d ¢oJr c State r Zip S 6 Phone _ Fax E-mail Lic. # APPLICANT INFORMATION CONTRACTOR Name City � � Address o City Fax State Zip Phone Lot # Fax E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name City � � Address o City Fax State Zip Phone Lot # Fax E-mail State License Number APPLICANT INFORMATION Name , z, ti Address City � � State o Phone� � Fax E-mail APPLICANTSISNATURE X !� For office use only: .Zoning r2, Flood Zone I A I SRA Yes o Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS161dgApplSubRgmts.doc PERMIT NO. BPOGd'o '7 I3 # Q PROJECT LOCATION AP# 0 - 0,90 - Property Address /WL -1 94 City Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license. contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Page 1 of 2 Description or Scope of Work: lV 5 2 76 7 6 Sq FT- Livih GaraV Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy6 (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receiv 0 by: Amount: c-� Bldg C� SRA Receipt #: ��% ( Sheriff SMIP r _ Other Date: _('T / 5 Total REV 8-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9: Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION K:\FORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: t�; RI /V �L _ ASSESSOR PARCEL NUMBER ®7 2_®qD r V 3 Proposed Building Use: /V Permit Technician: 6_: 15 Date: % / 7-0 V Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. /N 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. to 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. I t-1 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. //J 4. Engineered truss details and layouts in duplicate. No faxesl 5. Letter from Engineer or Architect for truss design review. / 10 6. Energy compliance design and supporting documentation in duplicate. ❑ T Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. ' Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. 11. Hazardous Material Form I rJ 12. Acknowledgement of building permit application without required clearances. `- ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable El. Fire Sprinklers............................................................................................ El 16. Agricultural Buffer cir and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... 18. Erosion Control Plan Required........................................................................ j . . Fees as shown on the attached Schedule of Fees Due Sheet .............................. O City of Chico Plumbing permit........................................................................ 21. Site plan and business license approval from the City of Biggs,, �..._.................., wo� California Department of Forestry plan approval.ap§i87' ent 3 d. Planning approval for (A) Use: (B) Parking: (C) Parcel Check:.......... ❑ Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... /►J 26. NPDES Form............................................................................................. f� 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... 0 29. Worker's Compensation Carrier and Policy Number .......................................... • //� 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... O Letter of Signature authorization.................................................................... 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone /T L� ??--and hold for pickup. I have been informed of the above tems aac requirements for obtaining a building permit. Applicant--%�%/. l `f Date: -�1-7 1. Index permit application for the above6tems numbered: J Plan Check Letter 2. Additioral items re ' Contractor, designer wner as advised of the above data by , � mail, ❑ counter, by Date: Contractor, designer, o r, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans revi-wed by: Date: Plans approved by: Date: / Structural reviewed Date: Structural approved by: Date: fp Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 ".buttLounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner grinnell APN No: 072-090-030 Permit Type: Subtype: App Date: 4/17/2006 Permit No: BP 06 Q= Permit Desc: -� 08?� 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $3,376.32 Plan Che -,k portion of Permit Fee $1,350.53 $2,025.79 Balance of Building Permit Fee 2 FEMA Res Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 $95.00 $204.98 (State Respo•isibility Area) Building Inspection $109.98 $109.98 NON-REFUNDABLE portion of fees due at application $1,445.53x, FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT Balance of Building Permit Fees (from No. 1 above) SMTP* - St-ong Motion Instrumentation Program (Enter amount from permit system) Additionai Plan Check Fees (NON-REFUNDABLE) 12 SCHOOL DISTRICT FEES* 12a RECREATION DISTRICT FEES* 1!555!51 $2,025.79 ° $21.28 DATE Tech/Asst DATE Tech/Asst At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. —.1 / Applicant----7Date: -!t'— "/ 2 -046 Pursuant to Governmen code Section 660'20, you are hereby notified those Items followed by an "* may have been imposed on your project. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 Recording requested by; Herb Grinnell WHEN RECORDED MAIL TO: Herb Grinnell P. 0. Box 2704 OROVILLE, CA. 95965 MAIL TAX STATEMENTS TO: Same as above �--- 12�121,4—Q�rds-7 1 53 Recorded I REC FEE 13.D01 Official Records i Count yy Of ' I BUTTE I CANDACE J. tGRUBBS I Recorder I ROSEMARY DICKSON . I Assistant I Jason ,GF�A 09:45AM 16 -Sep -2004_ .1 Pa' q2j of 3 DOCUMENTARY TRANSFER TAX$.0................................................. .....Computed on the consideration or value of property conveyed; OR .....Computed on the consideration or value less liens or encumbrances remaining at time of sale. Unincorporated area E � of � � i /% J EASEMENT ONLY o� ��".� i IBJ Signature of Declarant or Agent determining tax — Firm Na APN 072-090-03 EASEMENT DEED 3 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Robert L. 3L Bainbridge, an unmarried man, and Quincy D. Sampson and Anna L. Sampson, Trustees of the Sampson Family Trust Dated January 13, 2001, or any successor Trustee Thereunder hereby GRANT(S) to Herbert W. Grinnell and Kathy V. Grinnell, Husband and Wife as Joint Tenants the following described easement; SEE EXHIBIT "A" ATTACHED HERETO ' S DATED/ ' Robert L. Bainbridge fA'11— A,� -,r, Quincj D. Sampson, Trustee Anna L. Sampson, Trustee EXHIBIT "A" 40 FOOT EASEMENT A non —exclusive easement 40 feet wide for road and public utilities purposes lying 20 feet on each side of the following described centerline; Beginning at a point in the centerline of said easement from which the Southwest corner of Parcel 1 as shown on the Parcel Map filed in Book 109 of Maps at Page 23, Butte County, California Recorders Office bears South 060 29' 59" West, 15.00 feet; thence South 48121' 13" East along said centerline 40.01 feet; thence continuing along said centerline South Oil' 06' 51" West, 129.90 feet; thence South 031 14' 19" East, 127.87 feet; thence South 31100' 06" East, 79.39 feet. This easement is appurtenant to and shall inure to the benefit of those lands of Grinnell as described in the deed recorded under Butte County Recorders Office Serial Number 2004-0006881 and applies to all heirs, successors or assigns. The Basis of Bearings for this description is- the same as shown on said Parcel Map 109 M 23. pl LA)v o- • iio.4 B5 �TFOFC 04 -HERB APN 072-090-030 ' !i State of California County of ��e_ On O,!W before me, "!C14'4 a a Notary Public, personally appeared ,Q,� 7,� %ei,✓.6 �� �. SA�y �� ?Zuse oy;me�-���1�so.✓,�zu.c/�e.o4d persally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/ t=zeir authorized capacity(ies), and that by his/her/their signature(s) oz the instrument the person(s), or the entity upon behalf of which the person(s), acted, executed the instrument. WITNESS my hand and official seal. RICHARD FEUERSTEIN y Commission #1299529 v Notary Public - CalifomiaT . Butte County Notary Pub i c My Comm. Exp. APR. 13.2005 Butte CozuityDeparLinent ofDevelopnell t&-l-wCes o�UTr�o 7 County Center Drive o Oroville, CA 95965 _. (530) 538-7601 Telephone (530) 538-7785 Facsimile c�UN�y BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited- to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. o I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the B uilding Division as soon as clearance is obtained 6 1 am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. The Building Division wall process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once .the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must 1~e obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not .limited to, verification the parcel was legally created, adherence -to all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name:f2f�'��L APN: 62,2- O ct0ro�O Building site address: Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SIG AT P,E OF PPLICANT DATE Copy to ApplicanVEHMI-e K:Forms/BldePermitwi thou tClcarances 020705 o&�, Department of Public Works Count,y of Butte 0J. J. Michael Crump, LAND DEVELOPMENT DIVISION o / �Storm Water Management Program ' D Ire C f C 7 County Center Drive O ro v'iII CA 95965 �SIIC WaP� (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE 1 . Project Description: Project Location and/or Parcel Number: 0 ;-7- 0q0",0 -?0 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB I acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site bu_ld-outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require.a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate, information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may, result in revocation of grading and/or other permits or other sanctions provi Signed: Title: Date: Y—/7 'O� Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. } 1. I personallyPlan to providethe major labor and material for construction of this proposed property improvement: YES [j(] NO - 2.. I HAVE IL HAVE NOT [ ] signed an application for a building permit for the proposed work. 3.' I have contracted with the following person (firm), to provide the proposed construction: NAME: . ,. . ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: . PHONE: CONTRACTOR'S LICENSE NO: - 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE -TYPE OF WORK SIGNED: PROPERTY OWNER-:— DATE: WNER:DATE:- 46 y NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecounty.netidds OWNER -BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liabilityif that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "own er-builder"=b'uil ding permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321-CSLB (2752) or by accessing their website at www.CSLB.ca.gov. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sincerely, ts� e�N Scott Rutherford Manager, Building Diviion NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. AND WHEN RECORDED.MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006@0021986 Recorded • I RK ;=EF Official ftecorts I County of I COPIE-S' 15. N Butte I MNLDACE J. ti:iili BS i County Clerk -Recorder! I ic Uic. �l Ul!f-((l ay -l!2@05 1 Page i of s AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date ( zvo% State of California County of $ "v PROPERTY OWNERS: On MA-rq 1 L60 k before personally appeared NEacg*--u;W dezimswell k 9AIAy V dotrwn.el/ personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/tom executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s)on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my ha9ond of ial seal. Signature(La OT91 %ISeal: JIMHOLLINGSWMORTH Commission #r1612957 0 v Notary Public • California -0 A.P. # Butte County My Comm. Exp. NOV. 9, 2009 2 Order No. 105066 EXHIBIT "OGEE" Parcel I: Parcel 3, as shown on that certain Parcel Map entitled, "Being in Section 19, T. 19 N., R. 5 E., M.D.M.", said Parcel Map was recorded in the office of the Recorder of the County of Butte, State of California, on October 30, 1987, in Book 109 of Maps, at'page(s) 23 and 24. Parcel II: A 40 foot wide ccmmon driveway easement over Parcels 1 and 2, as shown on .that certain Parcel Map entitled, "Being in Section 19,.T. 19 N., R 5 E., M.D.M.", said Parcel Map was recorded in the office of the Recorder of the County of Butte, State of California, on, October 30, 1987 in Book 109 of Maps, at page(s) 23 and 24. Assessor's Parcel No: 072-090-030 EXIT `.A„ 40 FOOT EASEMENT "A non —exclusive easermient 40 feet wide for road and .public utilities purposes lying 20 feet on each side of the following described centerline; Beginning at a point in the centerline of said easement from which the Southwest corner of Parcel 1 as shown on the Parcel Map riled in Boom 109 of Maps at Page 23, Butte County, California Recorders Office bears South 06129' 59" Nest, 15.00 feet; thence South 480 21' 13" East along said centerline 40.01 feet; thence continuing 'along said centerline South O1° 06' 51" West, 129.90 feet; thence South 031 14' 19" East, 127.87 feet; thence South 31100' 06" East, 79.39 feet. This easement is appurtenant to and shall inure to the benefit of those lands of Grinnell as described in the deed recorded under Butte County Recorders Office Serial Number 2004-0006851 and applies to all heirs, successors or assigns. The Basis of Bearings for this description is the same as shown on said Parcel Map '109 1!'123. � r j 200 k4A Y&y7 s BUTTECOUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) D CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Property Owner (s) �h i Project Location /Address _ Subdivision Name New Development Alteration/Additi o n(s) Mobile home - 0qD- to Building Permit Number inAoS Assessable Sq. Ftge %rQ� Type of Residential Development (check one) Single Family -Detached Single Family -Attached Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department Demo Permit (date issued ) Comments: verified by Building Department 0 FRRPD ❑ CARD ❑ PRPD ❑ DRPD certifies that: Applicant Name Mailing Address Phone Number City Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ _ Remarks: Paid by Check No:. Paid by Cash: Recreation and Park District per unit fora total of $ / / G ire - UV per sq foot for a total of $ Receipt No: �qo� WE BUTTE COUNTY SCHOOLS IMPACT,FEE CERTIFICATION FORM (One form per Building) School District rov& f:-jtfhmA0r\1 Building DepartmNo.. 0.60 NJ A.P. Number 9 Mn - a Jurisdiction: city County Property Owner Property Location/A ddress lntrs, an C$ Oro Wlt &Ai Subdivision Lot No. Residential Development Eb ............. Sq. Footage .1 No of Living Mobile Home Addition/ *Supplemental to (Group. R) Units Installation Conversion Permit # *(No foundation inspection) ....................................................................................... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/industrial Q 0 Sq. Footage New Addition (including Exterior Roofed Areas) 'Building Department Represnlbtive.'. Date District Identification No. -14 1.0-1 1 School District certifies that Y\ r\ 0 - (Applicant) R, -A- RA (Street Address) (Phone Number) Ct sat (0 (City) (State) (Zip Code) has ciomplied witfithe requirements of Resolution No. 0-3-6 by payment of $ Lo k 19 representing square feet. B 2926 ULL MITIGATION $ School District Paid by Check # Remarks: o —) ;L —6 Olt 0 C) -A- Date You may protest the Imposition of the Ion Identified above by submitting a written protest.to On District, In compliance with Government Code Section 66020(a), within 90 days from the de% fan are paid. Failure to submit a timely written protest will prohibit you hun.challenging ft Imposition of the fees In any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Cwfflcadon Fan, the School District Is notified by the applicable Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA). this DroWd may be sublect to additional school fees to ftft millosta its knipect an the school district's schools. White (school district), Yellow (building department), Pink (applicant). teaionn xie (3"W= t y•i SITE PLAN REVIEW APPLICATION Date: AP# - 0 I' D 90" © i n Permit Number (if applicable) 0� b97 Bin Number APPLICANT INFORMATION Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: Parcel Size: q_ �2& r,,3�. l a4�1'a, 0'rW1 l N Residential "New Single Family Residential FSingle Family Addition Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling C Temporary Mobile Home (Aunt Minnie) [; Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial. Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issuz: ❑ Commercial Remodel ❑ Industrial Remodel = a ❑ Well ❑ Agricultural Buffer For'm''' DEVELOPMENT SERVICES INFORMATION (For Staff Use) 19 Approved ❑ Conditionally Approved By GP: ❑ Resolve Problems Prior to Approval ❑ Resolved Date o2 t?/0(, r ALL. ITEMS .CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone SRA - (CDF to determine specific requirements) 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: L ')-l/9— General. Plan: Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side 10 ' 30 Side Street Rear /of 30 Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 �4. i Parcel Created By: ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: I Parcel Deemed to be legal. ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation Obtain a Certificate of Compliance ❑ Obtain a Meager ❑ Obtain a Lot Line Adjustment ❑ Cons7uct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: Map Date of Recording: /0&) g / Lot: Book: Page: a- 4 r!!. 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IDA SUB. T. ISN. R. SE M. 0.8. al IX rr O V ,n• uo 2 h &74Acr- v 10.18Ac 5. 30Ae AMA - M _ _ 26 h 27 &392Ac Assessor's Map No. .72--09 -County of SuMe,-Calif. RE VISED:OCfORER, 1993 �-N-- cr 72 -0 a,2 r 0 if ' 406 28 y z' 10Ac 3.09AL fib' O Sala Y8 Assessor's Map No. .72--09 -County of SuMe,-Calif. RE VISED:OCfORER, 1993 COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS Rr 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (916) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT ER ITN Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticulutral products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. ZONING /l f"1 2 OWNER PHONE NO. OWNER'S ADDRESS -3I6eO LOCATION OF BUILDING Y2_ 2.4 Q L H Qi> 6 Ala- nn >I DD L E, o f FA 02 -C -S L USE OF BUILDING SIZE OF STRUCTURE 3 a X O = j 0 0 SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL_CONCRETE OTHER (Specify) TYPE OF SIDING ROOF COVERING FLOOR TYPE (VI (:—z ESTIMATED COST OF CONSTRUCTION $ AG Buildings shall comply with the building front, side, and rear yard requirements of the applicable County Ordinances as follo s. 0 /10 FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feat from a commercial building. I declare under penalty of perjury that the building will be used as stated above and the proposed use conforms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Department of Public Works and will obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date �— 1) Signature of Owner Permit Fee - $25.00 The above described A Building is exempt from a blriildinq permit. Receipt No. g45o3 FLOG• PARC i' P.D. ROOF "IG ISSUEi Director of Public Works By -Date White - DPW, Yellow - Assessor, Pink - B. I., Goldenrod - Applicant " — COUNTY OF EUTTE - DEPARTMENT OF PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE:1916/538-7541 PERMIT APPLICATION DATA SHEET,.' OWNER DtiA Proposed Building Use l7t�y �!r_/L%�-?' Building Inspector_ Permit No. A.' P,. N,& 7 _" Date At tim�dirmit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . .................................... 2. Plot plans in dupli-,ate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer of plans . . 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Hazardous Material Form .......................................... 6. Energy Design Compliance and supporting documentation ......... 7. Statement of Intert for Non -Heated and AC Buildings .............. 8. Engineered truss derails and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions....................................................... 10. Fees of $ 11. Chico Urban Area fees paid ....................................... 12. Park fees paid .................................................... 13• School District fees paid .............. 14. Sanitation approval from Health Department 15. City of Chico plunbing permit ..................................... 16. Plot plan and business license approval from City of (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: ....... 18. Improvements may be required. Contact Land Development Section DPW ' 19. Driveway permit (,-onstruction approval required prior to occupancy) 20. Pre -Inspection for required . Pre-Inspec. request to Building Inspector (Date) 21. Contractors license information (No., Name Style, Classifications ... 22. Certificate of WorKmans Compensation Insurance .................. 23. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ..... 24. Recorded copy of Agricultural Acknowledgment Statement ......... 25. Letter of signature authorization ................................... 26. 27. When you issue the permit, process as follows: —Mai l to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver w/inspector. Other y01217 -t/ C,>,/ // 2 r� 5�C4 Appl ican Date COpy�. z'- at Orm e Z ealth Dept. Fire Dept. _Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by_phone_-naiI—counter by .date Contractor, designer, owner, was advised of above required data by—phone —mal l—counter by date Plans checked by Date Plans approved by Date Sets of plans on i -old in File cabinet AP folder Copy—DPW AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006-0021986 Recorded I REC FEE 13.00 Official Records I Co®utyeof i O COPIES 3.00 NNCE J. GRUBBS I County Clerk-Recorderl I I JC 812:53PN 01 -Nay -5006 I Page 1 of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicide`s, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date 5 1 ( )Zoo(. State of California County of $%mv-2. PROPERTY OWNERS: /'Or-� On M Axj I -tap 5; before LI-# rd e.s w,i 2-rtt No?1URH V,,A16 . personally appeared Hc4c8tx'(' W )C:o'tK)f t/ Gf/t NNbT / personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/tom executed the same in his/her/their authorized capacity(ies), and that by hither/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WETNESS my ha9ond ofTdial seal. Signatureo'fDx-�iSeal:�` 1 HOLLINGSVO� A.P Commission W1012957 Notary Public California Butte county My Comm. Exp. NOV. 9, 2009 ,�•e• .•., :. .) . :}�, ., .'LTi r. - •,.-�,•� ,. �� •Cr 1'i{�{�: -i �r.f�°V c {:J1� {.�.14� i`•� � �r �':� 0.1 � %•�++"i ��"!11?t'3., i ,it.l;iJri vli.3lni�i •�+ _ Order No. 105066 EXHIBIT "ONE" 9 Parcel l: Parcel 3, as shown on that certain Parcel Map entitled, "Being in Section 19, T. 19 N., R. 5 E., M.D.M.", said Parcel Map was recorded in the office of the Recorder of the County of Butte, State of California, on October 30, 1987, in Book 109 of Maps, at page(s) 23 and 24. Parcel II: A''40 foot wide common driveway easement -over Parcels 1 and 2, as shown on that certain Parcel Magi entitled, "Being in Section 19, T. 19 N., R 5.E., M.D.M.", said Parcel Map was recorded in the office of the Recorder of the County of Butte, State of California, on October 30, 1987 in Book 109 of Maps, at page(s) 23 and 24. A'ssessor's Parcel No: 072-090-030 II` � r EDIT "A" 40 FOOT EASEMENT A non—exclusive easement 40 feet wide for road and public utilities purposes lying 20 feet on each side of the following described centerline; Beginning at a point in the centerline of said easement from which' the Southwest corner of ]Parcel l as shown on the Parcel Map filed in Book 109 of Maps at Page 23, ,,Butte County, California Recorders Office bears South 06° 29' 59" West, 15.00 feet; thence South 480 21' 13" East along said centerline 40.01 feet; thence continuing along said centerline South 010 06' 51" West, 129.90 feet; thence South 030 14' 19" 'East, 127.87 feet; thence South 31° 00' 06" East, 79.39 feet. This easement is appurtenant to and shall inure to the benefit of those lands of Grinnell as described in the deed recorded under Butte County Recorders Office Serial Number- 2004-0006881 and applies to all heirs, successors or assigns. 3 The Basis of Bearings for this description is the same as shown on said Parcel Map 109 M 23. E 04 -HERB , APN 072-090-030 cooano 3' . oO rCa cp1.•� ) V ro �� �� '��`o a L S\In.4085 . � Structural Calculations for w :�" John Starr Grinnell Residence Oroville, Ca. Gary Hawkins Architect 3045 Ceres Ave. Ste 135 Chico, Ca..95973 (530) 892-2700 (530) 893-0532 Fax SES ARC No. 18693 pp REN._ Q BUTTE COUNTY BUILDING DIV.I IO APVR VED'. �(��07Z-leo-030_ 1/12/.07 CAVCDATA 13/13/97 Rev 4-20-94. -------------------------------------------- Calculation data Description >> ------------------------------ Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind .loading Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone 3 Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load: n/a PSF. Soil -data Allowable bearing: 1200 PSF LOADS --------------------------------------------- 12:01 PM REV 8-13-92 LOAD SUMMARY MODULE 1/12/07 DESCRIPTION >> » ASSEMBLY > SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 77 CARPET/PAD 1.00 1.00 26 1-1/8" PLYWOOD 3.40 3.40 92 FLOOR TRUSS 2.50 2.50 58 INSULATION R19. 1.10 1.10 64 MISC. 2.00 2.00 84 5/8" GYPSUM BD- 2.80 2.80 ---------------------------------------------------------------- DL. 12.80 USE: 13.00 PSF LL ------------------------------------------------------------------------ 40.00 PSF TL ✓ 53.00 PSF ASSEMBLY > SLOPE' > IN 12 NO. DESCRIPTION > DEGREES UNIT WT. PITCH? ADJ. WT. ----------------------------------------------------------- DL USE: PSF LL PSF ------------------------------------------------------------------------ TL PSF 3-0235 = 50 SHEETS — 5 SQUARES COMET3-0236— 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS — FILLER Ic Iz lot C2 SSBM_6 12:.05 PM ------------------------------------------------- ----------------------- Rev 9-13-93 SIMPLE SPAN BEAM —UNIFORM LOAD 1/12/07 -------------.----------------------------------------------------------- Description >> fb-1 ---------------------------------- GENERAL— -----------------------=- Span (L) > 15..500 feet Repetetive ?.. > N Reduce shear for bm depth > Y Laterally supported '(Y/'N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > 000. Ck > 22.'210* ------------=------------=------ACTIONS-----=--------------------------- Uniform dead load. > .221 kips/ft 25 TL Uniform live load > .680 kips/ft 75 TL Uniform total load > .901 kips/ft End reactions ........................... DL > 1.713 kips LL > 5.270 kips TL > 6.983 kips Design loads ............................. Total load moment (M) > 27.058 ft -kips Total load shear (V) > 6.983 kips -------------------------- LUMBER DESIGN VALUES ------------ ---------- ----- Base values Species Grade Fb Ft Fv Fc -L Fc -H E DFGL 24F -V4 2400 1150 165 650, 1650 .1800000. Size factor Cf > .976 Apply to,Fb Size factor Cf > 1..003 Apply to Ft. Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > .1.000 << Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc -'L FcJJ E DFGL 24F -V4 2341 1150+" 165 650 1650 1800000 ---------=----------------------BEAM DATA ---------------------------- Member width - > 5.125 inches Member depth > 15.000 inches Required Actual Comment S (in -3) >.138.687 19.2.188 <ok> P, (in"2) > 53.241 76.875 <ok> I. -(in -4) > 1441.406 ------------------------------DEFLECTIONS--- --------------------------- Total load -deflection > .451 inches. L/ 412 <OK> Live load deflection > .340. inches L/ 546 <OK> Dead load deflection > .111 inches Minimum camber (glu-lams) > .166 inches' <1.5*DL deflection> Standard 20001R camber > :180 inches ----- - ------------------- CHECK MIN. BRG. AREA -.------------------------- Minimum area >. 10.743 in -2 Minimum length > 2.096 inches Assuming full width bearing PT_FTG2 12:06 PM Rev 9-30-93 Point footing 1/12/07 Description >>f -1 ----=--------Load data --------=---- --------------Soil data ------------- P > 6.983 kips Soil brg capacity> 1.200 ksf Uniform load > .000 kips/ft Live load o > 76.000 --------------Concrete-----------------------Reinforcing steel- ------ F'c > 2.500 ksi Fy > 40.000 ksi M >1 18.824. > .900 ------------------------------Footing data ----------------------=------- Footing size .> 2.6.70 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 8.052, kips Total bearing pressure >� 1.130 ksf <ok> Net bearing pressure > .980 ksf Factored bearing pressure > 1.595 ksf (1.7*LL+1.4*DL) ----------=----------------- Footing stresses ---------------------------- Diagonal tension - factored loads - one way action . <ok> Vu=(P net)*(effective area) > 4.265 kips Vn=Vc=2(Flc)-.5*bw*d > 25.632 kips 0 Vn > 23.069 kips Diagonal tension - factored loads- two way action <ok> Vu=(P net)*(effective area) > 10.660 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips Vn > 46.080 kips;. ------Footing reinforcement ------ =---.-- �----------=- Mu=(P net)*bl"2/2 > 1..421 ft-kips/ft Required Rn=dMu/q5)bd-2 > 24.671 psi Required p (bending moment) > .0006 Required As (bending moment) > .060 in"2/ft = -.159 in -2 Min-. required p UBC 2610(f) > .0008 33% increase.applied Min. required As UBC 2610(f) > .079 in-.2/ft = .211 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement -- 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No: 7 bars e.w. File 11:20 AM 1,/12/07 REV. 6-17-99 Shearwall schedule. Descripticn >> Common nails ----------- >>. ------------------------------------------- (Box nails). ---- - - - - -- - - - - -- Mark Description. HF DF 1 3/8" cdx plywood with 8d nails .213 .260 at 61", 12" o.c. / (.173) ( .211) 2 3/81" cdx plywood with.8d nails .312 .380 at 4s, 12" o.c. (.253) (.308) 3 3/8" cdx plywood with 8d nails .402 .490 at 3", 1211.o.c. (.326) (.397) 4 1/21!-cdx plywood with 104 nails .254 .310 at 611, 12" o.c. .(.206) (.251) 5 1/2" cdx plywood with 10d nails. .377 .460 at 411, 12" o: c. (..305) ( .373) 6 1/2".cdx.plywood with 10d nails .492 .600 :at 311, 12" o.c. (.399) (.486) 7 1/2" gyp bd with 5d nails wind .082.100 at 7" o.c. edge & field Unblocked seismic .041 .050 8 5/81- gyp bd with 6d nails wind .094 .115 at fill o.c. edge & field Unblocked seismic .047 .058 9 7/8'°.cement plaster over expanded metal :348 .380 or woven wire lath with no. 16 gage staples, (7/8" leg) at 6" o.c. 10 3/811 plywood siding with 8d nails ..131 .160 At 611, 12" o.c. 31 Simplex "Thermo-.Ply.structural (red) sheathing (0.115 inch thickness) wit --n no. 16 staples .(7/16" crown. .gage 1-1/4'1. legs) INDICATES WALLS TO BE FRAMED, SHEETED AND INSULATED. WHERE SH (BEARING WALLS, SHEAR W LLS REO'D TO ISOLATE A (SHEET ONE SIDE ONL UP (SHOWN FOR REFERENCE Z `aux y L.-4�« U 11 00 - u 0011 N �/ 1 1 1 1 . WAU 0 a. N I I GAR.. DOOR OPENER t_ 1 � o 1-112 CAR GARAGE a � 23'-1" x 16'-1" 1 ------------- Mme'-�6a V------� LB240. FLUOR. ------------ f G' L. m J -,1 T- co o� I I ro Ufy �'1 If�, �1 ti B 868S.(. — �,�-----.—� s •LB240 FLUOR. i WAU 0 a. � 1 J � I GAR.. DOOR OPENER t_ 1 o 1-112 CAR GARAGE a � 23'-1" x 16'-1" 1 Mme'-�6a V------� LB240. FLUOR. ------------ f G' L. m J -,1 T- -6" S+40-2.WAU, 24'-0" 8 . 77 - BUTTE COUNTY BUILDING DIVISION. APPROVED 117'�; le:7 \,g/' 1) ARC, \G�� HA y�� N0. 18693 REN. O D� OF r_nt w- c I T:)o i -n Jt � s ptt��ci��s� 00 Job number >> 06-036 Structural Calculations for John.Starr Grinnell Residence Oroville,. Ca. is Revised Retaining Wall 0-72709(D-0:� 4 Gary Hawkins Architect 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532.Fax 47 DATE 7/ 6/06 ARCy� HA Tcc C1 693 REN. Q' ATF OF jz�S, 7v � BUTTE COU " BUILDING DIVISION, L APPROVE® BUILDING DEPT.. U - upy 3-0235 — 50 SHEETS — 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS = FILLER � Ln S F n c � r C.. N i Job, ®6=036 Description; Garage = 4,ft retained+, GeAe6hdat6; Wall construction; concrete Cohfiguratbn; Cantilevered Lateral load type; soil pressure • ,p Backfill slope; No slooe k Allowable design stresses; Soil;. Class of materials (CBC);. User defined User defined;. Allowable bearing pressure; 1.500 ksf 1 500 '. ksf Allowable passive; 0.250 ksf/ft depth 0250" " ksf' Lateral sliding coefficient; 0.350 0.35® Soil weight;. 0;11,0 kcf Increase allowed for seismic/wind; Applied? No • Concrete; Masonry; ksi Pm JIM . ksi FY 60 •ksi' , . Es 29000®00. psi FY 60 . ksi FS ES 290000®0" ` psi 24.00 ksi m 28.235 Em 1125000 0.900` Flexural n 25.78. 085© = Shear Unit weight 0,1:35 kcf Unit weight 0::150 kcf " t dl 3 Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) . (ft) Segment wd, Actual t(in) Actual d(in) Max. d(in) 1 . 0.000 to2 00 1.38 0.138 s.000 4.000 5.688 2 1.375 to 4.,00 4.00 0.263 4.000 5.688 3 0.000 to 0.00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 192.00 0.441 .2 192.00 0.143 3 0.00 0.000 Input user defined wall thickness; inches Override wall height for lateral sliding; 0.;00 feet ❑ Override? it Loading' WpL ;Axial; 0;000 kips/ft WLL Axial; �0.80 kips/ft Equivalent fluid pressure (EFP); 0.®°30. , kcf Sloping backfill surcharge; 0.000 kcf Design EFP; . 0.030 kcf Surcharge; Distance Surcharge P(kips) ' Description to wall(ft) height(ft) Vehicle 3000 0.505 feet Input surcharge height; tJ,000 feet Summary of lateral loads acting o,-7 wall (Cantilevered wall); w 1eteta, at top of wall; 0.0152 k/ft w,atera', at bottom of wall; 0:1352 k/ft w1et,,, at bottom of footing; 0.1752 k/ft Additional concentrated load at too of wall;0000 k/ft Load type; ry/a Min.:'EFP for cantilevered walls designed for restraint; kcf ,tte®a05 w lateral at top, of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.248 k/ft Uniform -lateral load; O�.OdO 00�: "� ksf -Seismiclwind Concrete stem design Load' factor; 16Q0 Segment 1 reinforcing' Factored design moment (Mj ; 0.706 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #5 bars at AIminches o/c 4 000, a, 0.207 inZ/ft Horizontal reinforcing; #5 bars • at inches o% 0.248 inZ/ft Temperature and shrinkage reinforcing; Vert. AS mina` 0.144 inZ/ft �M, 3.49 ft -kips Horiz. AS min'. 0.240 inZ/ft Check if wall is overreinforced; pb 0.018 0.75pb 0.013 Asmax. 0.641 :.. inZ/ft Check shear at base of wall; V 0.301 kips/ft VU 0.481- kips/ft �'✓n 4.080 kips/ft < x 2 x fc°,5 x d k 12 > Check dowel embedment intafootina Dowel size: #5 bars lan 15.000. inches < (0.02 * we * X fy) / (P� 0 5) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.202 < ACI 12.5.3d > lm; 2.122 inches Ok! Segment 2 reinforcinq' Factored design moment (Mu); 0.228. ft -kips Max. aIlowable'd'; 5.688 inches d (in) AS Vertical *reinforcing; 9 #s bars . at 18 inches o/c 4.000 �' 1 0.207 int/ft Horizontal reinforcing; #5 bars at 115 inches o/c 0.248 inZ/ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 inZ/ft 4M, 3.494 ft kips Horiz. As mina 0.240 in Zlft Segment 3 reinforcing: Factored design moment (Mj; 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reihfo�cing; None at inches o/c 0.000 inZ/ft Horizontal reinforcing; None at .: 12 inches o/c 0.000 inZ/ft Temperature and shrinkage.reinforcinj; Vert. As min. 0.000. inZ/ft �M, 0.00 ft -kips Horiz. As min. 0.000 inZ/ft _ Check cantilevered walls to resist lateral forces when inadvertantly supported at top; O Applicable? M max. 0.280 ft-kips Factored design moment (M,,); 0.448 ft-kips M max occurs at; 2.24 feet Segment 2 Vertical reinforcing; A$ 0.207 inZ d 4.00 inches @M' 3.494 ft-kips Override reinforcing and V dimension; ❑ Override? Vertical None • at : :,. ., 8< inches .o/c .. .... ..AS.' . 0.000 in21ft d inches Footing design; Toe length; . 12 00 inches Safety factor; 1.756 Heel length; 0.667 feet Soil pressure; 1.216 ksf Total footing length (L); 281(10 inches Allowable; ksf Footing depth; 1!6`:00 . inches 1.333 Overturning and soil pressure; 0.183 ft -kips Consider ftg depth for gross OTM and sliding ? Yes feet Design overturning moment (OTM); . 0,974 ft-kips/ft Ignore footing weight when calculating soil pressure? res • 0.000 Check stability and'soil pressure; Soil 0.293 kips 2.000. w Arm 0.587 'DLRM Wog 0.000. kips .1,333 feet 0.000 ft -kips WCL 0.800 kips 1.333 feet 1.067 ft -kips Segment 1 0.138 kips 1.333 feet 0.183 ft -kips Segment 2 0.263 kips 1.333 feet 0.350 ft -kips Segment 3 0.000 kips 1.333 feet 0.000 ft -kips ' Soil 0.293 kips 2.000. feet 0.587 ft -kips Keyway 0.025 kips 1.833 feet 0.046 ft -kips Footing '0.467 kips 1,167 feet 0,544 ft -kips WDL 1:185 kips Mpg min. 1.710 ft -kips WDL+Wu 1.985 kips MDL+MLL 2.777 ft -kips Check safety factoragainst overturning; Moi min./OTM 1.756 > 1.5 Ok! Eccentricity (e); x258 feet [A/2{ M-OTM/ q U6; 6389 feet - L' , 2.725 feet [3*U2-e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.216 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A"2 i Minimum soil pressure; 0.085 ksf 1.500 ksf Footing reinforcement; Heel design; Heel length; Vertical reinforcing spacing; .18 inches o/c 0,667 feet Reinforcing #5 bars at jjj48 inches o/c d;ME 00' inches -Load factor AS 0,078 in'/ft Mu 0:.156 ft -kips . 1.6 On 4.153 ft -kips Vu Hui 0.683 kips/ft On 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 11.000 feet Reinforcing; #5 bars at 18 inches o%c d;1x:®00 inches AS 0.207 in/ft Max. soil pressure; 1.216. ksf . At face of wall; 0.770 ksf Load factor Mu Q854 , ft -kips 16 ' �Mn 11934 ft -kips Vu Toe 1.589 kips/ft On 12-240 kips/ft (Concrete strength only) Longitudinal footing reinforcement AS required = Area .002 AS min'. D-896 int < . 3'} #5 bars • As 0.930 in` Lateral sliding; Rion ofweli 0:000 kips/ft Min. As 0.000 in Rbaseofwall 0.507 kips/ft None • at PAR8 inches o/c Nla Calculate WpL . friction coefficient; Lateral sliding resistance; 0.415 kips/ft For class 5 soils; Lateral', sliding resistance 0.000 Allowable lateral passive pressure 0.000 kips/ft Limited to; 0.593 max (0.5"Wdl) Consider footing for passive resistance' 0.250 ksf/ft depth Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only. 0.637 kips/ft [Footing only] Concrete slab at; base of wall ? No Slab thickness; 4,r ® inches Width of slab; 12-d0® feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.637 kips/ft Factor of safety; 1.255 No good! Shear key required! Shear key must provide additional; 0.124 kips lateral resistance Shear key provides; 0.196 kips lateral resistance Calcula!e equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; . Equivalent depth of shear key; . 4.617. feet [Maximum 15'] Allowable passive pressure; 1.154 sf- [at bottom of footing] Allowable passive pressure; 1.196 ksf [at bottom of key] Shear key depth; Shear key thickness; d inches p b �� 1m2:0© inches d 6.00 inches Load factor Mu 0.026 ft-kips Reinforcing in key; #5 gars at .Mn 48 inches o/c AS . 0,078 in`/ft a 2.06 ft -kips IL-) Wall onstruction; concrate • . COnflguratlon; Cantilevered Lateral load type; soil pressure Backfil(aope; No slcpe 1t , Allowable design stresses,- tresses;soil;* soil,' Class of materials (CBC); user defined User defined; Allowable bearing pressure; 1.500 ksf 1 ksf Allowable passive; 0.250 ksf/ft depth P �- 0 250: " ksf Lateral sliding coefficient; 0.350 Soil weight; . ®.I ilb kcf Increase, allowed for seismic/wind;1;330 �. Applied? No • Concrete;;, f c ii 2500 " ksi Masonry; f m 1� 5�0 ksi Fr i, ksi F. FY 60 ksi FS 24.00 ksi , Es; � �290000®®� psi � � Es 29000®00 �" psi m 28.235 E 1125000 H 0:90® FlexI-ral n 25.78.. y Shear Unit weightQ 35 kcf• Unit weight 0:.1'5® kcf We II `' IG it J' i Will data Cantilevered wall may use varying thickness segments 12 Actual Cutoff.for Cutoff calculations Segment; (ft) (ft) (ft) Segment wdi Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 0 1.38 0.138 s.000 • �� .5.500 5.688 2 1.375- to 6 Ot? 6.00 .0.463 s.000 4.000 5.688 3 0.000 to. _ 0:0;0 ; 0.00 0.000 0 0.000 0:000 Segment; b*d2 M(ft-kips) 1 363.00 1:353 2 192.00 0.657 3 0.00 0.000 Input user defined wall thickness; OOO f, inches Override wall height for lateral sliding; 0 feet . El override? Loading Wog Axial; 0:000 kips/ft Wu ,Axial; 0:,;800 .kips/ft Equivalent fluid pressure (EFP); 0.030 kcf Sloping backfill surcharge; 0.000. kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 2©.0� Vehicl'e am� X30:®9+� 0.505 feet Input surcharge height; Q:000.sd feet - Summary of lateral loads acting on wall (Cantilevered wall); w iate�i at top of wall; 0.0152 k/ft . w ia,Q1a, at bottom of wall; . 0.1952 k/ft w iaterai at bottom of footing;. 0.2352 k/ft Additional concentrated load at top of wall; 0 <, k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; 0055;a kcf . . w lateral at top of wall; (Restrained wall); 0.028 k/ft Concrete stem design Load factor; 1.:600 Segment 1 reinforcinq' Factored design moment (M j; 2.164 ft -kips Max, allowable'd'; 5.688 inches d (in) A, Vertical reinforcing; 9 #s bars • _ at 24 ,,, inches o/c ` " 5 500,�� 0.155 int/ft Horizontal reinforcing; #s bars at c1:5 inches o/c 0.248 inZ/ft Temperature and shrinkage reinforcing; Vert. A, min. 0.144 inZlft 3.71 ft -kips. Horiz. A, min.; 0.240 inZ/ft Check if wall is overreinforced; Pb 0.018 0:75pb 0.013 Asmax. 0.882 inZlft Check shear at base of wall; V 0.631 kips/ft VU 1.009 kips/ft �V, 5.610 kips/ft <.� x 2'x fc°.5 x d x 12 > Check dowel embedment into footing Dowel size: #5 bars Idh 15.000 inches < (0.02 * ye ` X * fy) I (P, °.5) ` db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.584 < ACI 12.5.3d > ldh 6.127 inches Oki Segment 2 reinforcing; Factored design moment (M,); 1.051 ft -kips .Max. allowable'd'; 5.688 inches d (in) , AS Vertical reinforcing; #s bars at inches o/c 4 000 0.207 inZ/ft*- Horizontal reinforcing; #5 bars • at 15 inches o/c . 0.248 inZ/ft Temperature,and shrinkage reinforcing; Vert. AS min.' 0.144 inZ/ft �M� 3.494 ft -kips. Horiz: A, min. ' 0.240 inZ/ft Segment 3 reinforcing,; Factored design moment (M.); 0.000 ft -kips Max. allowable'd'; ,0.000 inches d (in) AS Vertical reinforcing; None at 12 inches olc O�OO�O r 0.000 i0ft. Horizontal reinforcing; None at x:12` inches o/c 0.000 inZ/ft Temperature and shrinkage reinforciiig; Vert. A, min. 0.000 inZ/ft �M, 0.00 ft -kips Horiz'. A, min. 0.000 inZlft IN Check' cantile,vered walls to resist lateral forces when inadvertantly supported at top; ❑' Applicable? M max. 0.884 ft -kips Factored Aesign moment (M,); 1.415 ft -kips M max occurs.at; 3.42 feet Segment 2 Vertical reinforcing;. AS 0.207 int d 4.00 inches 3.494 ft -kips . Override reinforcing and 'd' dimension; ❑ Override? Vertical None . at inches o/c AS 0.000 int/ft d 4:0.0 inches Toe length; 1Z75'� inches Safety factor; Heel length; 1.354 feet Soil pressure; Total footing length (L);%2 , inches Allowable; Footing depth; °°�� 16 00�` inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 2.379 ft-kips/ft Ignore footing weight when calculating soil pressure? Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.813 feet 0.000 ft -kips WLL 0.800 kips 1.813 feet 1.450 ft -kips Segment 1 0.138 kips 1.813 feet 0.249 ft -kips Segment 2 0.463 kips 1.813 feet 0.838 ft -kips Segment 3 0.000 kips 1.813. feet 0.000 ft -kips Soil 0.894 kips 2.823 feet. 2.523 ft -kips Keyway.' 0.025 kips 3.000 feet 0.075 ft -kips Footing 0.700 kips 1.750 feet 1.225 ft -kips WDL 2.219 kips MDL min. 4.910 -ft-kips WDL+"kL 3.019 kips . MbL+MLL 6.360 ft -kips Check safety factor against overturning[ MDL min./OTM 2A64 > 1.5 Ok! Eccentricity (e); 0.431 feet [A/2-( M-OTM/ W) U6; 0583 feet 3.956 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.300 ksf 1.500 ksf Minimum soil pressure; 0.025 ksf 1.500 ksf 2.064 1.300 ksf ksf [ Wtl/A + 6*Wtl*e/A" 2 ] Footing reinforcement; Heel design:. Heel length; Vertical reinforcin sacro ; 24 inches o/c d. 1.354 feet 12 00:. Reinforcing #5 bars + at . 48 inches o/c inches Load factor As 0.078 in`/ft M U .I 0.968 ft -kips �.�.� 16.F' 4.153 ft -kips Vu Heel 1.863 kips/ft �Vn . 12.240 kips/ft (Concrete strength only) Toe design; . Toe length; 1.479 feet • Reinforcing; #5 bars at 24 inches o/c d; 12000 inches As . 0.155 in` /ft Max. soil pressure; 1.300. ksf At face of wall; 0.814 ksf Load factor MU 1.992 ft -kips 16 �Mn 8.243 ft -kips Vu Toe 2.502 kips/ft �Vn :12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement' As required = Area' .002 A min. A, 1.344 in z 5 #5 bars • As 1.550. in is Lateral sliding; Rmpofwall .0-000 kips/ft Min. AS 0.000 in Rbaseofwall 0.918 kips/ft None at 1(8 �,- :inches o/c N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 0.777 kips/ft For class 5 soils; Lateral sliding. resistance 0.000 0.000 kips/ft Limited to; 1.109 max (0.5*Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? Yes Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 0.999 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; Width of slab; .=inches 1QQu := feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.999 kips/ft Factor of safety; 1.088 No good! Shear key required! Shear key must provide additional; 0.378 kips lateral resistance Shear key provides; kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 5.763 feet [Maximum 15'] Allowable passive pressure; 1.441 ksf [at bottom of footing] Allowable passive pressure;��Winches. ksf [at bottom. of key] Shear key depth; inches Shear key thickness; inches inches d Load factor Mo 0.033 ft -kips Reinforcing in key; #5 bars at 48 inches o/c As 0.078 in2/ft M, 2,06 ft -kips Job, Description, Garage - 8ft retained ' General data; x ; Wall Construction; Concrete Configuration; Cantilevered If Lateral load, type; Soil pressure f4 , Backfill slope; No slope Allowable design stresses; Soil; ,I Class"of mterials (CBC); rb; a user de Userdefined; Allowablebearing pressure; 1.500 ksf 1"500 ksf Allowable passive; 0.250 ksflft depth '0250.: ksf. Lateral sliding.coefficient; Soil weight;'� 0.350 0.,11E0 ` kcf 0 350 ` Increase` allowed for seismic/windy 1.330 Applied? No • n Concrete;'; ' Masonry; Pc E�2.500ksi fm' 1.5.®0 ksi FY so •ksi Fy so ksi FS 24.00 ksi ES 29®000'00 psi ES 29Q0.000'+ psi P ' 28.235 Em 1125000 . -� Flexural n 25.78 0850 Shea Unit weight 0135 kcf . Unit weight 0.1`50. kcf y/e i t� ii .; 1 it .I it 20 Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 4.00. 3.25 0.325 s.000 5.500 5.625 2 3.250 to 800 8.00 0.475 s.000 4.000 5.688 3 0.000 to 0.00 0:00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 3.04E 2 192.00 .0.707 3 0.00 0.000 Input user defined wall thickness; �inches Override wall height for lateral sliding; Q.00 feet ❑ Override? Loading WpL Axial; 0000 kips/ft WLL I Axial; 0,800 kips/ft Equivalent'fluid pressure (EFP); 0„®3'0 kcf Sloping backfill surcharge; 0.000 ' kcf Design EFP; 0'.030 kcf Surcharge;; Distance Surcharge P(kips)`'i Description to wall(ft) height(ft) 20©0 Vehicle 3000 a 0.505 feet Input surcharge height; 00;0.0 . feet Summary of lateral loads acting on wall (Cantilevered wall); w.1ateaj at top of wall; = 0.0152 k/ft water rat bottom of wall; 0.2552 k/ft w iat,�a, at bottom of footing; 0.2952 k/ft Additional concentrated load at top of wall; ®QOOt k/ft Load type; N/A • Min. EFP for cantilevered walls designed for restraint; Em°0:055, kcf- w lateral at'top of wall; (Restrained wall); 0.028 k/ft w lateral, at bottom of wall; (Restrained wall); 0.468 k/ft Uniform lateral load;CE0>OOQO i' f I ksf Seismic/wind Concrete stem design Load factor; Seament 1 reinforcing' Factored design moment (M j; 4.872 ft -kips Max: allowable'd'; 5.625 inches. Che:k dowel embedment into footing: d (in) AS Vertical reinforcing; #6 bars at 0.700 inches o/c 5 50O�a. 0.220 inZ/ft Horizontal reinforcing; #5 bars •. at 5'4. inches o/c 0.248 inZ/ft Temperature and shrinkage reinforcing; Vert AS min. 0.144 inZ/ft �M, 5.19 ftkips Horiz. AS min. 0.240 inZ/ft Che,,k if wall is overreinforced, pb 0.018 0.750b 0.013 Asmax. 0.882 inZ/ft Che;k shear at base of wall, V 1.081 Vu .. 1.730 On 5.610 Che:k dowel embedment into footing: ldh 18.000 Red-'jction factors: 0.700 0.939 Idh 11.830 kips/ft kips/ft kips/ft . <�x2xfc°'Sxdx12> Dowel size: #6 bars inches. <(0.02*yje*X*fy)I(fc0-5)*db> < ACI 12.5.1> < ACI 12.5.3a > < ACI.12.5.3d > . inches Ok! Segment 2 reinforcing' Factored design moment (M.); 1.131 Max allowable'd'; 5.688 inches Vert;cal reinforcing; #5 bars • at 1,8 inches o/c Horizontal reinforcing; #s bars at 45 inches o/c Temperature and shrinkage reinforcing; Vert AS min. 0.144 inZ/ft �IVIn Hord. A, min. 0.240 inZ/ft Segmenf 3 reinforcing' Factored design moment (M.); Max. allowable.'d'; 0.000 inches Verical reinforcing; None at Horizontal reinforcing; None at Temperature and shrinkage reinforcing; Vert. AS min. 0.000 inZ/ft Horz. AS min. 0.000 inZ/ft ft -kips , d (in) AS 0.207 inZft 0.248 inZ/ft 3.494 ft -kips 0.000 ft -kips d (in) AS inches o/c 0€000;'', 0.000 inZ/ft inches o% 0.000 inZ/ft On 0.00 ft -kips Check cantilevered walls to resist lateral forces when inadvertantly supported at top;. Applicable? M max. 2.024 ft -kips Factored design moment (Mu); 3.238 ft -kips M max occurs at; 4.56 feet Segment 2 Vertical reinforcing; AS 0.207 in' d 4.00 inches Mn 3.494 ft -kips Override reinforcing and V dimension;. Q Overcide? Vertical "None . at 8 inches o/c AS 0.000 int/ft u r d 4.00 inches - I i, I t i. i' i a�- Footing_ design; Toe leIngth;23;735- Heel length; inches Safety factor; 2.262 2.021 Total footing length (L); 5600; feet inches Soil pressure; 1.376 ksf Allowable; ksf Footing depth; 1VO& inches 2.313 Overturning and soil pressure; 1.850 ft -kips Consider ftg depth for gross OTM and sliding ? res 2.313 Design overturning moment (OTM); 4.725 ft-kips/ft Ignore footing weight when calculatinc soil pressure? i Yes . . I� Check stability and soil pressure; 1.098 ft -kips IN An kips DLRM WDL 0.000 kips 2,313 feet 0.000 ft -kips WILL f 0.800. kips 2.313 feet 1.850 ft -kips Segment 1 0.325 kips 2.313 feet 0.752 ft -kips Segment 2 0.475 kips 2.313 feet 1.098 ft -kips Segment 3 0.000 kips 2.313 feet 0.000 ft -kips Soil 1.778 kips .3.656 feet 6.502 ft -kips . Keyway 0.038 kips 4.167 feet 0.156 ft -kips Footing 0.933 kips 2.333 feet 2.178 ft -kips Wo�1' 3.549 kips MDL min. 10.686 ft -kips WDi + WILL 4.349 j, kips MDL MLL 12.536 ft -kips . Check safety factor against overtuming; . MDQ min:/OTM 2.262 > 1.5 Oki Eccentricity (e); 0.537 feet [A/2-( M-OTM/..A U6; j 0.778 feet 5.388 feet [3'L/2 -e) Resultant is vAthin.middle third of footing Allowed; Maximum soil pressure; 1.376 ksf 1.500 ksf Minimum soil pressure; ,r 6 j. ii i I; i r. li I' i, i .0-088 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A^2 ) �s Footing reinforcement; Heel design; Vertical reinforcin s acm ; 24 inches o/c Hedlength; 2.021 feet Reinforcing #5_bars at ffj 48� inches o/c d; X12.00 inches Load factor AS 0.078 in` /ft M� 2.875 ft -kips �N On 4.153 ft -kips V. Heed 3.492 kips/ft On 12.240 kips/ft (Concrete strength only) Toe'design; Toe length; 1.979 feet Reinforcing; #6 bars at 24 inches o/c d; '200® inches As 0.220 in` /ft Max. soil pressure; -1.376 ksf At face of wall; 1870 ksf Load factor M, 3.784 ft -kips 16 �Mn j 11.624 ft -kips VI, Toy 3.557 kips/ft. . On 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement, - AS required --.Area .002 AS min. 1.792 in`6 ;. .... ....... . AS 1.860 in` i I' i I Lateral sliding; RroGofwall 0.000.. kips/ft Min. AS 0.000 in RbaseoIwall 1.448 kips/ft None at inches O/C Nla Calculate Wok' friction coefficient; Lateral sliding resistance; 1.242 kips/ft For class 5 soils; Lateral sliding resistance 0.000 Allowable lateral passive 0.000 kips/ft Limited to; 1.775 max (0.5'Wdl) pressure 0.250 ksf/ft depth Consider footing for passive resistance?. Yes Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 1.464 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4006"; inches Width of slab; 2a)0® feet. Q Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total -resistance; 1.464 kips/ft Factor of safety; 1.011 No good! Shear key required! Shear key must provide additional; 0.708 kips lateral resistance Shear key provides; kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.914 feet [Maximum 15'1 Allowable passive pressure; Allowable passive pressure;. 1.728 1.791 ksf ksf [at bottom of footing] [at bottom of key] r Shear key depth; 300 Inc i �'� Shear key thickness; N S Inches d 6 00� ; inches Load factor Ma f 0.089 ft-kipsMEMO Reinforcing in key; #5 bars at 48 . inches o/c As 0.078 in'/ft Mo 2.06 ft -kips 10 Wall construction; Concrete • , Configuration; Cantilevered • 'f Lateral load type; Soil pressure • Backfill slope; No sbpe • . r Allowable design stresses; Soil; Class of materials (CBC); user defined • User defined; Allowable bearing pressure;1.500 'ksf 1 ksf Allowable passive; 0.250 ksflft depth Oi250 ksf Lateral sliding coefficient;. 0.350 Soil weight; OTTO ' ", kcf Increase allowed for seismic/wired; 1,330 Applied? No • Concrete; Masonry;. �fc E 24500 k fm 1.500: ksi i ' F; 60 • ksi Y, Jf Es f 29®®®Q'00 psi. F y ES 60. ksi F- .. 29®®00`00, psi 24.00 ksi m ° 28.235 Em 1125000 Flexural. n 25.78. She3r Unit weight ®x135, kcf Unit weight ®150 kcf , I yle'1.®OQ .: j f i r 1 r II J o2g Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations 1 0.000 to -400 3.25 2 3.250 to 900 r 4. 9.00 3 0.000 to _ - 00® 0.00 _Segment;: b*d2 M(ft-kips) 0.000 1 363.00 4.25.3 0.000 2 192.00 1.201 3 0.00 0.000 Input -user defined wall thickness; 0.00 inches Override wall height for lateral sliding; Q:0® feet gment wd, Actual t (in) Actual d(in) Max. d( 0.325 e.000 5.500 5.625 0.575 s.000 4.000 5.625 0.000 0 0.000 0.000 ❑ Override? WcL Axial•,�©000- kips/ft Wer Axial Equivalent,,fluid pressure (EFP); 0800 kips/ft Slopng backfill surcharge; 0.000 kcf kcf. Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips);' Description to wall(ft) height(ft) ROL?,rWQM Vehicle 30,00, �� 0.505 feet Inpu_ surcharge* height; d 0:®00 feet Surrrrnary of lateral loads acting on wall (Cantilevered wall); w Iate-a, at top of wall; 0.0152 k/ft w latest at bottom of wall; : 0.2852 k/ft w late at at bottom of footing; 0.3252 k/ft Additional concentrated load at too of wall; Q.090 k/ft Load type; N/a Min. EFP for cantilevered walls dEsigned for restraint; kcf 0.055 w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (RestrEined wall); 0.523 k/ft Unifcrm lateral load; i °00000� ksf Seismic/wind Concrete stem design Load factor; 160.0 Segment 1 reinforcing' Factored design moment (M j; 6.814 ft -kips Max. allowable'd'; 5.625 inches d (in) AS Vertical reinforcing;#6 bars at —� ., 1`6 incheso/c r �' 5500 0.330 2 in /ft Horizontal reinforcing; #5 bars at 1'S inches o/c0.248 in Z/ft Temperature and shrinkage. reinforcing; Vert. AS min. 0.144 inZ/ft SMS 7.59 ftkips Horiz. AS in. 0.240 inZ/ft Check if wall is overreinforced; pb 0.018 0.75pb 0.013 Asmax. 0.'882 inZ/ft Check shear at base of wall; V 1.351 kips/ft .VU 2.162 kips/ft 5.610 kips/ft x2xfc°'sxdx12> . Check dowel embedment into footing Dowel size: #6 bars lab 18.000 inches < (0.02 • ye X fY db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.898. <ACI12.5.3d> ldn 11.310 inches Ok! Segment 2 reinforcing' Factored design moment (M j; 1.922 ft -kips Max. allowable'd'; 5.625 inches d (in) As Vertical reinforcing; #6 bars • at 6W inches o/c 400 ^;; 0.330 inZ/ft Horizontal reinforcing; #5 bars • at X1'5 inches o/c 0.248 inZ/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 int/ft SMS 5.363 ft -kips Horiz. As min. 0.240 inZ/ft Segment 3reinforcing: Factored design moment (M,,);. 0.000 ft -kips Max. allowable'd'; 0.000. inches d (in) AS Vertical reinforcing; None atMincheso/c inches o/cF, 0 OOOte 0.000 inZ/ft Horizontal reinforcing; None at 0.000 inZ/ft Temperature and shrinkage reinforcing; Vert. As min. 0.000 int/ftM� 0.00 ft -kips Horiz. AS min. 0.000 inZ/ft '3i Check cantilevered walls to resist lateral forces when inadvertantly supported at top; El Applicable? M max. 2.847 ft -kips Factored design moment (M,); 4.556 ft -kips M max occurs at; 5.13 feet Segment 2 Vertical reinforcing; AS 0.330 in d 4.00 inches �Mn 5.363 ft -kips Override reinforcing and V dimension; ❑ Override? Vertical None . at inches o/c AS 0.000 inZ/ft d 4:00 inches Footing design; Toe length;27k75 ; inches Safety factor; 2.405 Heel length; 2.354 feet Total footing length (L); ' ' 64:00 inches Soil pressure; 1.348 ksf Allowable; roofing depth; 1600 inches ksf Oveaurning and soil pressure; 2.646 feet Con:cider ftg depth for gross OTM and sliding ? res Wu 0.800 Des�n overtuming moment (OTM); 6.326 ft-kips/ft Ignore footing weight when calculating soil pressure? res Segment 1 0.325 Che;k stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.646 feet 0.000 ft -kips Wu 0.800 kips 2.646 feet 2.117 ft -kips Segment 1 0.325 kips 2.646 feet 0.860 ft -kips Segment 2 0.575 kips 2,646 feet 1.521 ft -kips Segment 3 0.000 kips 2.646 feet 0.000 ft -kips Soil 2.331 kips 4.156. . feet 9.687 ft -kips Keyway 0.063 kips 4.833 feet 0.302 ft -kips Fboung 1.067 kips 2.667 feet 2.844 ft -kips WDL 4.360 kips MDL min, 15.214 ft -kips . WDL +Wu. 5.160 kips MDL+M« 17.331 ft -kips Check safety factor against overturning,- verturning;MDL MDLmin./OTM 2.405 > 1.5 Oki Eccentricity.(e); 0.534 feet [A/24 M-OTM/ WJ U6; 0.889 feet L' ; 6.399 feet [3*U2-e] Resultant is within middte.third of footing Allowed; Mabmum soil pressure; 1.348 ksf 1.500 ksf Minenum soil pressure; 0.187 ksf 1.500 ksf [ Wtl/A + 6*Wtl*e/A^2 ] 32 33 Footing reinforcement; Heel design; Vertical reinforcing spacing; 16 inches o/c Heel length; 2.354 feet Reinforcing 1 #s bars • at 32, inches o/c d; 1Y2.®0 inches Load factor AS 0.116 in`/ft Mu 4.389 ft -kips On 6.206 ft -kips Vu Heel 4.482 kips/ft �Vn . 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 2.313. feet Reinforcing; #6 bars at 16 inches o/c d;' 1'2:0 i inches AS 0.330 in` /ft Max: soil pressure; 1.348 ksf At face of wall; 0.861 ksf Load factor Mu 5.074 ft -kips 16 �Mn 17.243 ft -kips Vu Toe 4.088 kips/ft .�Vn 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min. 2.048 in` 7 a; #s bars . AS 2.170 int 34 Lateral sliding; ROP ofwall 0.000 kips/ft41 Min. AS 0.000 in Rbaseofwall 1.758. kips/ft None at18t`` `' inches O/C N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 1.526 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.180 max (0.5*Wdl) Allowable lateral passive pressure 0,250 ksf/ft depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net 'resistance provided by footing only; 1.748 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4.0OQ inches Width of. slab; 12,Q00 feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.748 kips/ft Factor of safety; 94� No good! Shear key required! Shear key must provide additional; 0.889 kips lateral resistance Shear key provides; kips lateral resistance Calculate equivalent depth of key due to overburden; - L I 012 e,-1 0� ^ Bearing pressure (p) / soil weight; U Equivalent depth of shear key; 7.4 feet [Maximum 16] . Allowable passive pressure; 1.858 ksf [at bottom of footing] Allowable passive pressure; 1.962 ksf [at bottom of key] , Shear key depth; Shear key thickness; 5 00 Inc 'inches , I - A'"f/' 12 00 d 600 inches Load factor ,. Mo 0.268 ft -kips Reinforcing in key; #5 bars at 32 inches o/c AS 0.116 in'/ft Mn 3.07 ft -kips 3-0235 - 50 SHEETS - 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES ®' 3-0137 - 200 SHEETS = FILLER N Q � N S. cb g Ui c d r t Job;.- 06 036. Description; Basemaent '4;ft retained; Nk se slab im • y General data;. h Wall construction; Concrete ��. Configuration; Cantilevered Later'l load type; Soil pressure Backfill slope; No slope Allomble design stresses,- tresses;Soil; Soil; Class of materials (CBC); User defined • User defined; Allowable:bearing pressure; 1.500 ksf ksf Allowable passive; 0.250 ksf/ft depth 0 25® ksf Lateral sliding coefficient; Soil might; 0,350. i,4 Incre'c"se allowed for seismic/wind; O. 1010 kcf 1:330 Applied? No • N Concrete; Masonry; ksiP m 5®0 •� ksi Fy 60 ksi 'Fr .tin' so ksi FS 24.00 ksi Es 29®®®00.0 psi ESP si n 28.235 Flexural Em 1125000. n 25.78 ®.850 Shear Unit weight kcf Unit weight 0.1=5® kcf Ve � H t y � Wall data Cantilevered wall may use varying thickness Actual Cutoff for Cutoff calculations Segment; (ft) Actual d(in) (ft)(ft) 0.138 1 0.000 to 2�;.0® w 1.38 2 1.375 to 4:00 4.00 3 0.000 to 0:00' 0.00 Segment; b*d� M(ft-kips) 1 192.00 0.320 2 192.00 0.090 3 i 0.00 0.000 Input.' user defined wall thickness; Ox00 ,' inches Override wall height for lateral sliding; . ®.00 feet j I i i j i j i I i i i I 1 gment wd, Actual t (in) Actual d(in) Max. d(in 0.138 e:000 4.000 5.688 0.263 s.000 4.000 5.688 0.000 0 .0.000 0.000 Q override? '37 i Loading, WpL Axial; WLL !Axial; Equivalent fluid pressure (EFP); Sloping backfill surcharge; Design. EFP,; Surcharge; Input,surcharge height;� 0.000 feet Summary of lateral loads acting on wall (Cantilevered wall); W latera, at top of wall; 0.0000 kipslft w lateral at bottom of wall; ".4kips/ft AM w iaterai at bottom of footing; 0.1600 kcf 0.000 kcf. 0.030 kcf Distance Surcharge w lateral at top of wall; (Restrained wall) - to wall(ft)-. _ -height(ft)-. - k/ft 300 0.000 feet Input,surcharge height;� 0.000 feet Summary of lateral loads acting on wall (Cantilevered wall); W latera, at top of wall; 0.0000 k/ft w lateral at bottom of wall; 0.1200 AM w iaterai at bottom of footing; 0.1600 k/ft Additional concentrated load at top of wall; 0,000 k/ft Min. EFP for cantilevered walls designed fir restraint; w lateral at top of wall; (Restrained wall) - 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.220 k/ft Uniform lateral load; 00 ksf Load type; I N/A Seismic/wind 39 Concrete stem design Load f3ctor;1600, Factored design 'moment (M j; 0.145 ft -kips Segment 1 reihforcing: Factored design moment (M j; 0.512 ft -kips Max. allowable'd'; 5.688 inches Vertical reinforcing; d (in) AS Verticil reinforcing; #s bars atM,.incheso/c inches o/c�4�00� inches olc 4000 0.207 inZ/ft Horizaital reinforcing; #5 bars • at #5 bars at. 0.248 int/ft TempErature and shrinkage reinforcing; 0.248 int/ft Temperature and shrinkage reinforcing; Vert. p'S min. 0.144 inZ/ft �Nh 3.49 ft -kips Honz. AS min:' 0.240 inZ/ft On 3.494 ft -kips Check if wall is overreinforced; Horiz.:As min. 0.240 inZ/ft N 0.018 i 0.75pb 0.013 Segment 3 reinforcingi Amax. 0.641 inZ/ft Check. shear at base of wall,• Max. allowable'd'; 0.000. inches V 0.240 kips/.ft AS Vertical reinforcing; V. 0.384 kips/ft . 1$2 -0000 inches o/c �b4' 4.080 kips/ft < 0 2 x fc0*5 x d x 12 > None at . Check dowel embedment into footing; Dowel size: #5 bars 0.000 int/ft ICh 15.000 inches < (0.02 * yre * X * fy) / (f,, °,5) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > inZ/ft SMS 0.00 0.147 < ACI' 12.5.3d > Horiz: As min. 0.000 inZ/ft Ich 1.539 inches Ok! Segment 2 reinforcing;. Factored design 'moment (M j; 0.145 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #s Hers at 41�8 inches o/c�4�00� 0.207 inZ/ft Horizontal reinforcing; #5 bars at. 15 _ inches o/c 0.248 int/ft Temperature and shrinkage reinforcing; Vert. A, min: 0.144 in?/ft On 3.494 ft -kips Horiz.:As min. 0.240 inZ/ft Segment 3 reinforcingi Factored design moment (MS); 0.000 ft -kips Max. allowable'd'; 0.000. inches d (in) AS Vertical reinforcing; None • at 1$2 -0000 inches o/c �b4' 0.000 , inZ/ft Horizontal reinforcing; None at . 1'2 inches o/c 0.000 int/ft Temp;larature'and shrinkage reinforcing; Vert. AS mina 0.000 inZ/ft SMS 0.00 ft -kips Horiz: As min. 0.000 inZ/ft `0 Footing design; Toe length; X10 0 inches Safety factor; 2.290 Heel length; 0.833 feet Soil pressure; 1.458 ksf Total footing length (L); 28.00 inches Allowable; ksf Footing depth; 1.00a inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? ves Design overturning moment (OTM); 0.759 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure;. w Arm DLRM WDL , 0.000 kips 1.167 feet 0.000 ft -kips WLL 1.400 kips 1.167 feet 1.633 ft -kips Segment 1 0.138 kips 1.167 feet 0.160 ft -kips Segment 2 0.263 kips 1.167 feet 0.306 ft -kips Segment 3 0.000 kips 1.167 feet 0.000 ft -kips Soil 0.367 kips 1.917 feet 0.703 ft -kips Keyway 0.013 kips 1.833 feet. 0.023 ft -kips Footing 0.467 kips 1:167 feet 0.544 ft -kips Wog 1.246 kips MOL min. 1.737 ft -kips Wog + WLL 2.646 kips M. 3.370 ft -kips Check safety factor against overturning;. MDL min./OTM 2.290 > . 1.5 Ok! Eccentricity (e); 0.180 feet [A/24 M-OTM/ W) U6-0.389 feet 2.961 feet [3*U2-e) Resultant is within.middte third of footing Allowed; Maximum soil pressure; 1.458 ksf 1:500 ksf [ Wtl/A +6*Wtl*e/A^2 ) Minimum soil pressure; 0.410 ksf 1.500 ksf 41 Footing reinforcement; Heel design; Vertical reinforcing spacing; 18 inches o/c Heel length; 0.833 feet Reinforcing. #5 bars M at 1811M inches o/c d; 12;00 inches Load factor AS 0.078 in`/ft Mu 0.260 ft-kips �Mn 4.153 ft-kips Vu Heel 0.907, kips/ft On 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 0.833 feet Reinforcing; #5 bars at 18 inches o/c d; -12.00t) inches AS 0.207 in`/ft Max. soil pressure; 1.458 ksf At face of wall; 1.047 ksf Load factor Mu 0.780 ft-kips �Mn 10.934 ft-kips Vu Toe'' 1.774 kips/ft OVu 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement,- A, required = Area' .002 AS min. { I 0.896 in` AS 0.930 in` Lateral sliding; Rmpofwall 0.000 kips/ft Min. AS 0.000 in Rbasecrwall 0.427 kips/ft None • at 'rd � 18 , inches o/c Nla Calculate WpL' fraction coefficient; Lateral sliding resistance; 0.436 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.623 max (0.5'1Ndl) Allowable lateral passive pressure 0.250 ksflft depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 0.658 kips/ft [Footing only] Concrete slab at base of wall ? Slab thickness; 4,000 inches Width Of slab; 1>2;OOt); feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.658 kips/ft Factor of safety; 1.543 Oki Shear key must provide additional; -0.018 kips lateral resistance. Shear key, provides; 0.102 kips lateral resistance Calculate equivalent depth of key.due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.854 feet [Maximum 15'] Allowable passive pressure; 1.213 ksf . [at bottom of footing] Allowable passive pressure; 1.234 Shear key depth; ksf [at bottom of key] Shear key thickness;" ] 00' -inc�e� Ub ,rp - ` ►j 0 1r2 00' inches d 6,00 : inches Load factor Me 0.007, ft -kips vx = 1 Reinforcing in key; #5 bars at 48 inches o/c As 0.078 in`/ft Mn - 2.06 ft -kips Job;. ®6 036 ` ,; Description; Basement,- 6ft retained No baseastab : �� - I General data; Wall construction; Concrete � Configuration; Cantilevered Lateral load type; ` Soil pressure • Backfill slope; _ ' No slope Allowable 'design stresses; Soil; Class of materials (CBC); User defined User defined; Allowable bearing pressure; Allowable passive;: 1.500. .ksf ksflftdepth, 1"" ksf 0.250 0 25�u�, ksf Lateral sliding coefficient; 0.350 .0.350 Soil weight" '1 kcf Increase allowed for seismic/wind; r 1.:330 Applied? No Concrete; f - Masonry; fC 2.50 . ksi fm 1.50.0 ksi .Fy 60 • ksi FY 60 • ksi FS 24.00 ksi Es :� 29000®00 psi Es 290000®'0 psi . 28.235 Em 1125000 `� 0 900 Flexuraln 25.78 ,085® Shear Unit weight 0.135 .�` kcf Unit weight 0:,150 kcf �, s '� 1..00®x•` a • � !l i. i i s4 i j �4 Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2;.00 1j" ' 1.38 0.138 4.000 5.688 2 1.375 to 6.00 6.00 0.463 s.000 4.000 5.688 3 0.000 to 0.00 0.00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 192.00 1.080 2. 192.00 0.495 3 0.00 0.000 Input user defined wall thickness; 0:00=. inches Override wall height for lateral sliding; 0'40 ;3 feet ❑ override? Loading WpL Axial; kips/ft WLL Axial; "H4 kips/ft Equivalent fluid pressure (EFP); kcf° Sloping backfill surcharge; 0.000 kcf Design EFF; 0.030 kcf Surcharge; Distance Surcharge P(kips) ' Description to wall(ft) height(ft) 00our MEW31009 0.000 feet Input surcharge height; feet Summary of lateral loads acting on wall (Cantilevered wall); w iate�i at top of wall; 0.0000 k/ft w lateral at bottom of wall; 0.1800 k/ft w laterad at bottom.of footing; 0.2200 klft Additional concentrated load at top of wall; Of000 _ , k/ft Load type; N/A Min. EFP for cantilevered walls designed for restraint; 0.05.5 ,`m kcf w lateral at',top of wall; (Restrained wall); 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.330 k/ft Uniform lateral load; 0'<0=000, ksf Seismic/wind 46 Concrete stem design Load -factor; 1:600 .Factored design moment.(M,,); Segment 1 relnfOrClriq' Factored design moment (M j; 1.728 ft -kips Max.,allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; inches o/c #5 bars • atMINinches 4 000 0.207 int/ft Horizontal reinforcing; #5 bars at o/c 0.248 inZ/ft Temperature and shrinkage reinforcing; 18 inches olc Vert. AS min: 0.144 int/ft �M� 3.49 ft -kips Horiz. AS min. 0.240 inZ/ft ' Check if wall is overreinforced; inches o/c Pb 0.018 0.75pb 0.013 Asmax. 0.641 inZ/ft Check shear at base of wall; V 0.540 kips/ft Vert. As min'. 0.144 VU 0.864. kips/ft 3.494 OV,, 4.080 kips/ft < � x 2 x fc0.5 x d x 12 > Horiz. As min. 0.240 Check dowel embedment into footing; Dowel size: #5 bars - Idh 15.000 inches < (0.02We *.X.* fY) /. (f� °'S) * db > < ACI 12.5.1 > Redaction factors: 0.700 < ACI 12.5.3a > " ft -kips 0.495 < ACI 12.5.3d > Max. allowable'd'; Idh 5.193 inches Ok! d (in) Ser ent'2 reinforcing: .Factored design moment.(M,,); 0.791 ft -kips Max..allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; � #s bare � at 18 inches olc �4000/ �'��� �Z 0.207 in /ft Horizontal reinforcing; 9 #5 bars . � at ' ' � 1'S inches o/c 0.248 'inZlft Temperature and shrinkage reinforcing; .. Vert. As min'. 0.144 inZ/ft �M, 3.494 ft -kips. Horiz. As min. 0.240 inZ/ft. Secment'3 reinforcinq; Factored design moment (Mu); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) As Vertical reinforcing; None at12} inches o/c 0 000:' 0.000 Z in /ft Horizontal reinforcing; . None at 1fr2. inches o/c 0.000 inZ/ft Tem)erature and shrinkage reinforcing; Vert. AS min; 0.000 inZ/ft r M, 0.00 ft -kips . Horiz, AS min. 0.000 int/ft Footing design; Toe length; 16:00 inches Safety factor; 2.547 Heel length;„ 1.500 feet Total footing length (L); 42 00- . inches Soil pressure; . Allowable; 1.409 ksf Footing depth; `1600 `.'' inches: ksf" Overturning and soil pressure; Consider ftg depth for gross OTM and. sliding? ves Design overturning moment (OTM); 1.972 ft-kips/ft Ignore footing weight when calculating soil pressure? res IVI Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.667 feet 0.000 ft -kips Wu ,; 1.400 kips 1.667 feet 2,333 ft -kips Segment 1 0.138 kips 1.667 feet 0.229 ft -kips Segment 2 0.463 kips 1.667 feet 0.771 ft -kips Segment 3 0.000. kips 1.667. feet 0.000 ft -kips Soil- 0.990 kips 2.750 feet 2.723 ft -kips Keyway ' 0.025- kips 3.000 feet .0.075. ft -kips Footing 0.700 kips -VOL 1.750 feet 1.225 ft -kips 2.315 kips MpL min. 5.023 ft -kips WDL+Wu 3.715 kips MDL*MLL 7.356 ft -kips Check safety factor against overturning; . MDL min./OTM 2.547 > 1.5 Ok! Eccentricity (e); 0.301 feet [A/2-(M-OTM/-q U6; ` 0.583 feet L ; 4.348 feet [3'U2 -e] Resultant is'wfthin middle third of footing Allowed; Maximum, soil. pressure; 1.409 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 ] Minimum soil pressure; 0.314 ksf 1.500 ksf n Footing reinforcement; Heel design Heel length; Vertical reinforcing spacing; 18 inches ok d; 1.500 1=2:00 feet Reinforcing #5 bars I v at ffij.48 ° inches o/c inches Load factor AS 0.078 in` /ft Mu 1.188 ft -kips �Mo 4.153 ft -kips Vu Heel 2.064 kips/ft 4e 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 1.333 feet. Reinforcing; #5 bars at 18 inches o/c d; 12=000 inches AS 0.207 in/ft' Max. soil pressure; 1.409 ksf At face of wall; 0.977 ksf Load factor Me 1.799 ft -kips 1x On 10.934 ft -kips V�. Toe 2.544. kips/ft On 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area .002 AS min. 1.344 in` is #s bars . AS 1.550 in Lateral sliding; Rtoparwall Rbaseofwall 0.000 kips/ft 1.032 kips/ft Min. As 0.000 in Calculate Wp� 'friction coefficient; 0.807 kips/ft None at 1i8'' " inches olc Nla inches Lateral sliding resistance; 0.810 kips/ft - inches o/c For class 5 soils; ft -kips Lateral sliding resistance Allowable lateral passive pressure 0.000 0.000 kips/ft Limited to; 1.158 max (0.5'Wdl) Consider footing for passive resistance? 0.250 Yes -ksf/ft depth Lateral passive pressure provided; 0.222 kips/ft only) Net resistance provided by footing only;1.032,[Footing Concrete slab b at base of wall ? �. kips/ft [Footing only] g <. No.. .. - . _ . Slab thickness; 4 10- inches Width of slab; x'12 ®OQ.- feet Resistance provided by slab; Total resistance; Factor of safety; Shear key must provide additional; Shear key provides; Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; Allowable passive pressure; Allowable passive pressure; Shear key depth; Shear key thickness; d: MU Reinforcing in key; #5 bars at Mn ❑ Ignore lateral sliding by inspection 0:000 kips/ft 1.032 kips/ft 1.280 No good! Shear key required! 0.178 kips lateral resistance 0.254 kips lateral resistance 6:013 feet 1.503 ksf 1.545 ksf 2:00 inches 1200 ` : inches - 6;,Q0 „� inches 0.034 ft -kips 48 - inches o/c 2.06 ft -kips [Maximum 151 [at bottom of footing] [at bottom of key] Load factor .As 0.078 in`/ft i II Job,; �� 06036�t Getieral data; Wall construction; ' Concrete Configuration; Cantilevered-� Lateral loadtgpe; Soil pressure Backfill slope; I I Allowable design stresses,- Soil; tresses; Soil; I Class of materials (CBC); Allowable bearing pressure; Allowable passive; Lateral sliding coefficient; Soil weight;1 Increase allowed for seismic/wind; I 'f Concrete; f, 2f500ksi F 60 ksi ES a 29, y R 000Q psi m 28.235 , Flexural. Ot85® Shear Unit weight 0` 15® ' kcf We , ..1x000' f, j i I ' 1 'V s I V it �I i }j i User defined User defined; 1.500 ksf 1 ksf 0.250' ksf/ft depth G 250 ksf 0.350 03506; ®:110 kcf' Applied? No • Masonry; pm 500, ksi FY 60 • ksi FS 24.00 ksi ES 290®00.00 ' psi Em 1125000 n 25.78 .Unit weight ,0135 kcf 5L Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000. to 4;OQ 3.38 0.338 s.000 5.500 5.688 2 3.375 to 8.00 8.00 0.463 s.000 4.000 5.688 3 0.000 to Ot00 0.00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 2.560 2 192.00 0.495 3 0.00 .0.000 Input user defined wall thickness; °t00'0 inches Override wall height for lateral sliding; 0'00 a feet ❑ override? Loading WDA. Axial;.' 0:04-0 � .. kips/ft W'Axial; � LL r. ,1..400 kips/ft Equivalent fluid pressure (EFP); Og030, kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) ' Description to wall(ft) height(ft) ' . 0°l)0®M3 0:00 M 0.000 - - feet Input surcharge height; Summary of lateral loads acting on wall (Cantilevered wall); w latera, at top of wall; w,ate,a, at bottom of wall; w,ate,e, at bottom of footing; Addilional concentrated load at top of wall; Min. EFP for cantilevered walls designed for restraint; w lateral' at;top of wall; (Restrained wall); W lateral atbottom of wall; (Restrained wall); Uniform lateral load; 0.0000 k/ft 0.2400 k/ft 0.2800 k/ft k/ft Load type; N/A 0.0'55 j {Etr A`' kcf 0.000 k/ft 0A40 k/ft k s f Seismic/wind 6z 53 Concrete stem design Load factor; 1.6.00 Segment 1. reinforcing; Factored design moment (M j; 4.096 ft -kips Max. allowable'd'; 5.688 inchesd (in) AS Vertical reinforcing; #5 bars ` atnincheso/c inches o/c 5 500 0.207 in21ft Horizontal reinforcing; #5 bars at. 0.248 int/ft Temperature and shrinkage reinforcing; Vert. As min.' 0.144 in'/ft On 4.89 ftkips Horiz. As min.' 0.240 . in2/ft Check if wall is overreinforced; Fn 0.018 0.751)b 0.013 Asmax. 0.882 int/ft Check shear at base of wall; v 0.960 kips/ft v" 1.536 kips/ft . ✓� 5.610 kips/ft <X2zfco, 5xdx12> Che6 dowel`embedment into footing; . Dowel size: #5 bars Iah 15.000 inches < (0.02ye *.X fY) I (f, 0.5 )' db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.838 < ACI 12.5.3d > lm 8.797 inches Ok! Segment 2 reinforcing Factored design moment (M j; 0.791 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #5 bars at . ' 18 inches o/c 4 000' 0.207 in21ft Horizontal reinforcing; #5 bars at 1'S inches o/c 0.248 in21ft Temperature' and shrinkage reinforcing; Vert.., min.' 0.144 int/ft On 3.494 ft -kips Horiz. AS min. 0.240 int/ft Seq:11e11t 3 reinforcillq:' Factored design moment (Mu); 0.000 ft -kips Max. allowable'd'; 0.000 inches' d (in) AS Vertical reinforcing; None at mincheso/c inches o/ 0.000 •� � 0.000 intlft Horizontal reinforcing; None at 0.000 int/ft Temperature and shrinkage reinforcing; Vert. As min' 0.000 int/ft A 0.00 ftkips Horiz. AS min. 0.000 in21ft Footing des Toe length; Heel length; inches Safety factor; 2.621 - 24:00. Total footing length (L); 2.000 feet 560 inches Soil pressure; Allowable; 1.311 ksf Footing depth; 11, Wvw inches ksf Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 4.065 ... ft-kipA Ignore footing weight when calculating soil pressure? Check stability and soil pressure, w Arm DLRM WDL 0.000 kips 2.333 feet 0.000 ft -kips WCL 1.400 kips 2.333 feet 3.267 ft -kips Segment 1 0.338 kips 2.333 feet 0.788 ft -kips Segment2 0.463 kips 2.333 feet 1.079 ft -kips Segment 3 0.000 kips 2.333 feet 0,000 ftkips Soil 1.760 kips 3.667.-. -feet - - -. 6.453 ft -kips Keyway 0.038 kips 4.167 feet 0.156 ft -kips Footing 0.933 kips 2.333 feet 2.178 ft -kips WDA . 3.531. kips MDL min. 10.654 ft -kips' WDL+Wu 4.931 kips MDL+MLL 13.921 ft -kips Check safety factor against overturning,- verturning;MDL MDLmin./OTM 2.621 > 1.5 Ok! Eccentricity (e); 0.335 feet [A/24 M-OTM/ W] U6; 0.778. feet. L 5.996 feet: _ [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.311 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A^2 ] Minimum soil pressure; 0.402 ksf 1.500 ksf Footing reinforcement; Heel design• Heel length; Vertical reinforcin s acro ; ! 2.000 feet Reinforcing #5 bars W d, 12,©.0 ' inches Load factor. Mu 2.816 ft -kips X16 On 4.153 ft -kips Vu. Heel' 3.456 kips/ft On 12.240 kips/ft (Concrete strength only) Toe des .Li Toe length; 2.000 feet Reinforcing; #5 bars A 12:000 inches Max. soil pressure; 1.311 . ksf At face, of wall; 0.874 ksf Load factor Mu 3.729 ft -kips 1fi 10.934 ft -kips Vu Toe 3.496 kips/ft On 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement• AS required = Area' .002 AS mina 1.792 int 18 inches o/c at 48 i inches o/c As. 0.078 in`/ft at 18 inches o/c As 0.207 in`/ft . As -1.860 int M Lateral sliding; Rlopofwall 0.000kips/ft Min. AS 0.000 in Roasaorwall ', 1.307 . kips/ft None at s�. inches o/c Nla Calculate Will. * friction coefficient; Lateral sliding resistance; 1.236 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.765 max (0.5*Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? Yes Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 1.458 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness;ME inches' Width of slab; feet ❑Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.458 kips/ft Factor of safety; 1.116 No good! Shear key required! Shear key must provide additional; 0.502 kips lateral resistance Shear key provides; .. kips lateral resistace " Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; ,�3 6 ---�_ C ,NS Oft tM , y %J , Equivalent depth of shear key; 6.878 feet [Maximum 15] Allowable passive pressure; 1.720 ksf . [at bottom of footing] Allowable passive pressure; ksf [at bottom of key] Shear key depth; inches Shear key thickness; Winches inches d � Load factor MU 0.088 ft-kips16 s`• Reinforcing in key; #5 bars at 48 inches o/c AS 0.078 in`/ft Mn 2.06 ft -kips II Job; 06-036 Description; r , Basement - 9ft retained - No base slab General;data; r Nall construction; Concrete Configurati;on;. cantilevered • i Lateral load type; Soil pressure • Backfill slope; No slope Allowable'design stresses;. Soil; Class of materials (CBC); User defined • User defined; Allowable bearing pressure; Allowable passive; 1:500 ksf ; 1 ksf Lateral sliding coefficient; 0.250 ksf/ft depth 0.350 0 25q'; ` ksf Soil weight; 0,1110 kcf Increase, allowed for seismic/wind; . 1.330 Applied? No • y, Concrete;, Masonry;. fc FY ksi ksi =Psi . fm FY 1,500:. ksi Es ��� Es 60 ksi 290©QOf? psi Fs 24.00 ksi m �� 28.235 Em 1125000 Flexural n 25.78 ' 0850."" Shear Unit weightkcf - • Unit weight 0150 . kcf We 1000 a I l A 'k Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to X400 3.25 0.366 9.000 6.625 6.625 2 3.250 to 900 9.00 0.64-7. 9.000 4.000 6.688 .3 0.000 to 0 00 0.00 0.000 0 ' 0.000 0.000 Segment; b*dZ M(ft-kips) 1 526.69 3.645. 2 192.00 0:951 3. 0.00 0.000 Input. user defined wall thickness; 0:00 inches Override wall height for lateral sliding; feet ❑ override? Or00°;° _=" 1 Loading Wog Axial;; 0,0,00 = p° kips/ft WLL Axial; 1;.400 kips/ft Equivalent fluid pressure (EFP); 0030 kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips), Description to wall(ft) height(ft) 0®00 " 30©0 0.000 feet Input surcharge height; 0.000 feet Summary of lateral loads acting on wall (Cantilevered wall); w lateral at top of wall; 0.0000 k/ft w lateral at bottom of wall; 0.2700 k/ft w latera, at bottom of footing; 0.3100 k/ft Additional concentrated load at.top of wall; , k/ft Load type; tv/a Min. EFP for cantilevered walls designed for.restraint; kcf ®.055, . w lateral at top of wall; (Restrained wall); 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.495 k/ft Uniformlateral load; - ksf Seismic/wind . 0�0000 E�' Concrete stem design Load factor; Segment '1 reinforcingF Max.'allowable'd;. actored design moment M.); 5.832 ft -kips Vertical reinforcing; 6.625 inches #6 bars • d (in) AS Horizontal reinforcing; atM-incheso/c #5 bars inches o/c Rim .. 0.220 Z in /ft at Temperature and shrinkage reinforcing; 0.310: int/ft Vert. mina 0.62 1. Z .. _.. ..... in/ft Horiz. AS min. 0.270 inZ/ft Wn 6.30 ft -kips Check if wall is overreinforced; pb 0.018 0.75pb 0.013 Asmax. 1.062 inZ/ft Check shear at base of wall; V 1.215 kips/ft . . VU 1.944 .kips/ft �V, 6.758 kips/ft <�x2xfc0:5xdx12> Check dowel embedment into footing Dowel size: #6 bars �dn 18.000 Reduction factors: inches < (0.02 * ye * X fy) / (fc 0.5) * db > < ACI 12.5.1 > 0.700 < ACI 12:5.3a > 0.925. < AC 1 12.5.3d > Idn 11.659 inches Oki Segment 2 reinforcing• Factored design moment (Mj; 1.521 ft -kips Max. allowable'd; 6.688 inches d (in) � Vertical reinforcing; #s bars . at Horizontal. reinforcing; #5 bars Taincheso/c0310 inches o/c 4000 0.207 inZ/ft shrinkage reinforcing; at . in /ft ZTemperatureand Vert. AS mina 0.162 inZ/ft W. 3.494 ftkips Horiz. As min. 0.270 inZ/ft Segment 3 reinforcinq Factored design moment (Mu); 0.000 ft -kips Max. allowable'd'; 0.000 inches ........... _ ... d (in) AS Vertical reinforcing; None at 12: inches o/c 0 000`= 0.000 int/ft Horizontal reinforcing; None . • at 12 inches o/c 0.000 inZ/ft Temperature'and shrinkage reinforcing; Vert. AS min.'' 0.000in2/ft �M� 0.00 ft kips Hodz.'.A, min. 0.000 inZ/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; 0✓ Applicable? M max. 2.572 ft -kips Factored design moment (M,,); 4.115 ft -kips M max occurs at; 5.22 feet Segment 2 Vertical reinforcing; A 0.207 int d 5.00 inches �M, 4.424 ft -kips Override reinforcing and 'd' dimension; ❑ Override? Vertical None . at 8 inches o/c AS 0.000 int/ft d 4`.00 inches Footing design; Toe I'=ngth; 2700 inches Safety factor; 2,786 Heel length; 2.333 feet Soil pressure; 1.326 ksf Totallfootinglength (L);ti4:OQ, inches Allowable; ksf Footing depth; 16100 inches Overurning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 5.517 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.625 feet 0.000 ft -kips WLL 1.400 kips 2.625 feet 3.675 ft -kips Segnent 1 0.366 kips 2,625 feet 0.960 ft -kips Segnent 2 0.647 kips 2.625 feet 1.698 ft -kips Segnent 3 .0.000 kips 2.625 feet 0.000 ft -kips Soil 2.310 kips. 4.167 feet 9.625 ft -kips Keyway 0.'050 kips 4.833 feet 0.242 ft -kips Footing 1.067 kips 2.667 feet 2.844 ft -kips WDL. 4.439 kips MDL min. 15.369 ft -kips WDL + WLL 5.839 kips MDL+MLL 19.044 ft -kips Check safety factor against overturning; MDL min./OTM 2.786 > 1.5 Ok! EccEntricity (e); 0.350 feet [A/2-( M -CTM/ Wj U6; 0.889 feet 6.950 feet [3*U2-e] Resultant is within middle third of footing Allowed; Maxhum soil pressure; 1.326 ksf 1.500 ksf [ Wtl/A +6*Wtl*e/A^2 j Minimum soil pressure; 0.464 .-ksf - 1.500 ksf �3 Footing reinforcement; Heel design; Heel length; Vertical reinforcins acro ; 24 inches o/c d; 2.333 feet Reinforcing#5 bars at � inches o/c 12:00 inches Load factor As 0.155 in`Ift Mu 4.312 ft -kips 7416-" On 8.243 ft -kips Vu Heed. 4.443 kips/ft OUn 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 2.250 feet Reinforcing; #6 bars at 24 inches o/c d; X12.000:: inches A5 0.220 in /ft Max. soil pressure; 1.326 ksf At face of wall; 0.897 ksf Load factor Mu 4.791 ft -kips 16 �Mn 11.624 ft -kips VU Toe 4.001. kipsfft . On 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement AS required = Area *.002 AS min. 2.048 in' AS 2.170 inz. Lateral sliding; Rropofwell 0.000 kips/ft Min. AS 0.000 in base of wall' 1.602. kips/ft None at 4 1�8inches*o/c N/a Calculate Wokfriction coefficient; Lateral sliding resistance; 1,554 kips/ft For class 5 soils; Lateral sliding resistance 0.000 Allowable lateral passive pressure 0.000 kips/ft Limited to; 2.220 max (0.5*Wdl) 0.250 ksf/ft depth Consider footing for passive resistance? Yes M Lateral passive pressure provided; 0:222 kips/ft [Footing only] Net resistance provided by footing only; Concrete slab at base of wall ? 1.776 No � kips/ft [Footing only] Slab thickness; 4.Q00 inches Width;of slab; 12®O,O feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0,000 kips/ft Total resistance; 1.776 kips/ft Factor of safety; 1.109 No good! Shear key required! Shear key must provide additional; 0.627 kips lateral resistance Shear !key provides; 0.644. kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 7.567 feet [Maximum 15'] Allowable passive pressure; 1.892 ksf [at bottom of footing] Allowable passive pressure; 1,975 ksf [at bottom of key] _Shear!key depth; 4OOj�� . inches Shearke thickness; • nches d t%t?0 inches Load factor MU 0.173 ft-kips 1 Reinforcing in key; #5 bars at 24 inches o1c AS 0.155 in/ft . Mn 4.06 ft-kips • 3-0235 — 50 SHEETS — 5 SQUARES COMET 3-0236 — 100 SHEETS — 5 SQUARES 3-0237 — 200 SHEETS — 5 SQUARES 3-0137 — 200 SHEETS — FILLER' a S / O VV IN . 4—�TP v) s n � o � v 3-0235- 50 SHEETS -'5 SQUARES COMET 3-0236 - 100 SHEETS - 5 SQUARES 3.0237 - 200 SHEETS - 5 SQUARES 3-0137 - 200 SHEETS - FILLER' - - - _ - 5Q-- F n F • - o -�1 j Wall construction! Concrete • Configuration; Cantilevered l Lateral load,`,type; Soil pressure • i Backfill slope; No slope Allowable design stresses; Soil; 1 Class of materials (CBC);' User defined User defined; Allowable bearing pressure; 1.500 ksf 1"- ksf Allowable;passive; 0.250 ksf/ft depth 0250 ksf Lateral sliding coefficient; 0.350 0 350 Soil weight; �' 0:1,1.0` kcf Increase allowed for seismic/wind; 1,330, Applied? No • Concrete; _� Masonry; fc. �21500ksi fm 1:5a ksi.. Fy ksi FY 50 ksi FS 24.00 ksi ESE, o psi ES � 29000000 �� psi m S 28.235Em 1125000 0 9® 'I ` Flexural n 25.78 ®8 Shear Unit weight 0135"" kcf Unit weight 0150' kcf we i j 0 .I I� ` Wall, data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; (ft) (ft) (ft) Segment wdi Actual t (in) Actual d(in) Max. d(in) 1 0.000. to2x0,0 1.38 0.103 6.000 3.000 3.688 2, ° 1.375 to 41Q0 4.00 0.197 6.000 3.000 3.688 3 0.000 to 0:00 0.00 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 0.320 2 108.00 0.090 3 0.00 0.000 Input user defined wall thickness; 0:00 inches height for lateral slidin Override wall , g; ;' 00.0' ., feet f _ ❑Override? Loading Wog Axial;' 0®00. kips/ft WLL Axial; 0.0" feet kips/ft Equivalent fluid pressure (EFP); 0®30 kcf . Sloping backfill surcharge; 0.000 kcf Design EFP; 0:030 kcf Surcharge; Distance Surcharge w lateral at top of wall; (Restrained wall); P(kips) Description to wall(ft) heinhWh 0.220 k/ft v uuv n � w ,11��*uuU m 0.000 feet Input surcharge height; . 0.0" feet Summary of lateral loads acting on wall (Cantilevered wall); wia1e,i'at top'of wall;. 0.0000 k/ft w iatej,rat bottom of wall; 0.1200 k/ft w,ate�, at bottom of footing; 0.1600 k/ft Additional'concentrated load at top of wall;Of0 k/ft Min. EFP for cantilevered walls designed for restraint; no, OA55, , kcf w lateral at top of wall; (Restrained wall); 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.220 k/ft Uniform lateral load; O:000Or. ksf Load type; I N/A 1 171 Seismic/wind I Check dowel embedment into footing; Dowel size: #5 bars Idh� 15.000 inches < (0.02 * ye * * fY) J (P� °'S) * db > < ACL 12.5,1 > i Con.cretestem design Reduction factors: 0.700 < ACI 12.5.3a > Load factor; 0.200 Seg.,nent :I reinforcing,- Factored design moment (M j; 0.512 ft -kips Max. allowable'd'; 3.688 inches _inches Ok! d (in) AS Vertical reinforcing; #s bars ' atmIincheso/c inches o/c_ 3 OOOaa� 0.207 inZ/ft Horizontal reinforcing; #5 bars at 0.248 inZ/ft Temperature and shrinkage reinforcing; 3.688 inches d (in) AS . Vert'. AS min.' 0.108 inZ/ft �M� 2.56 ft -kips. , Horiz. AS min. 0.180 inZ/ft 0.207 in'/ft Horizontal reinforcing; Check if wall is overreinforced; inches o/c 0.248 pb 0.018. 0.75pb 0.013Asmax. 0.481 in Zlft Check shear at base of wall; Ver. As min. 0.108 in'/ft. V 0.240 kips/ft ft -kips Horz. AS min. 0.180. V� 0.384 kips/ft V� 3.060 kips/ft <02 x PC° S x d x 12 > 0.000 ft -kips . Check dowel embedment into footing; Dowel size: #5 bars Idh� 15.000 inches < (0.02 * ye * * fY) J (P� °'S) * db > < ACL 12.5,1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.200 < ACI 12.5.3d > Idh 2.097 _inches Ok! Seameni 2 reinforcing: Factored design moment (M j; 0.145 ft -kips Max allowable'd'; 3.688 inches d (in) AS . Verical reinforcing;. #s bars at 1$ inches o%3000 g 0.207 in'/ft Horizontal reinforcing; #s bars ' at inches o/c 0.248 in'/ft Temperature and shrinkage reinforcing; Ver. As min. 0.108 in'/ft. �M, 2.564 ft -kips Horz. AS min. 0.180. in'/ft Segment 3 reinforcim Factored design moment (M j; 0.000 ft -kips . Mn. allowable'd; 0.000 inches d (in) AS Vertical reinforcind; None 17 at.- inches O/c Of000 0.000 inZ/ft Horizontalreinforcing; None at 2 inches olc 0.000 int/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in'/ft �M, 0.00 ft -kips Ho-iz. AS min. 0.000 in'/ft Footing design; Toe length; i 1'0 inches Safety factor; 2.240 Heel length; 1.000 feet Soil pressure; 0.854 ksf Total footing length (L); 28, 09 inches Allowable; ksf Footing depth; 1tt00" inches ft -kips Overturning and soil pressure; kips 1.083 Consider ftg depth for gross OTM and sliding ? res ft -kips Design overtyming moment (OTM); 0.759 ft-kips/ft Ignore footing weight when calculating soil pressure? ves ft -kips Check stability and soil pressure; w . Arm DLRM WDL 0.000 kips 1.083 feet 0.000 ft -kips WLR 0.000 kips 1.083 feet . 0.000 ft -kips Segment 1 0.103 kips .1.083 feet 0.112 ft -kips Segment 2. 0.197 kips 1.083 feet . 0.213 ft -kips Segment 3 0.000 kips 1.083 feet 0.000 ft -kips Soil 0.440 kips 1.833 feet 0.807 ft -kips Keyway 0.013 kips 1.833 feet 0.023 ft -kips Footing i 0.467 kips. 1.167 feet 0.544 ft -kips WDL 1.219 kips MDL min. 1.699 ft -kips Wog _ WLL 1.219 kips MDL+M« 1.699 ft -kips Check safety factor against overturning,- verturning;MDL MDLmin./OTM 2.240 > 1.5 Ok! Eccentricity (e); 0.395 feet [A/24 M-OTM/ W] U6, 0.389 feet 2.314 feet [3'U2 -e] Resultant lies outside middle third of footing Allowed; Maximum soil pressure; 0.854 ksf 1.500 ksf [2'(Wtl/L')] Minimum soil pressure; -0.207 ksf 1.500 ksf, �2 Footing reinforcement; Heel design: Vertical reinforcing spacing; 18 inches o/c Heel length; 1.000 feet Reinforcing 1 #5 bars at 4;$ '; inches o/c d. 1>2.Q0 inches Load factor. As 0.078 in`/ft Mu 0.352 ftkips On 4.153 ft -kips Vu Heel 1.024 kips/ft �Vn 12.240 kips/ft (Concrete strength only) Toe design; Toe length; 0.833 feet Reinforcing; #5 bars at 18 inches o/c d; •L7ZQ00' inches AS 0.207 in`/ft Max. soil pressure; 0.854 ksf At face of wall; 0.546 ksf Load factor Mu 0.417 ft -kips 16, On 10.934 ft -kips Vu Toe 0.933 kips/ft On 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement: AS required = Area' .002 AS min. 0.896 int 3` t #5 bars AS 0.930 in` Lateral sliding; &P of wag 0.000 kips/ft Min. AS 0.000 in RbaseofwaliNone at tib inches o/c Nla Calculate WpL `friction coefficient 0.427 kips/ft Lateral sliding resistance; For class 5 soils; Lateral sliding resistance Allowable lateral passive pressure Consider footing for passive resistance? Lateral passive; pressure provided; Net resistance provided by footing only; Concrete slab at base of wall ? Slab thickness:,',4: ; 0 inc Width of slab;` 1L2f000 fee Resistance provided by slab; Total resistance; Factor of safety; Shear key must provide additional; Shear key provides; Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; Allowable passive pressure; Allowable passive pressure; Shear key depth; Shear key thickness; d MU Reinforcing in key; #5 bars Mn 0.000 hes t 0.427 kips/ft 0.000 kips/ft Limited to; 0.250 ksf/ft depth Yes � 0.222 kips/ft [Footing only] . 0,649;:::., kips/ft,.. [Footing only] 0.610 Max (0.5*Wdl) ' ❑ Ignore lateral sliding by inspection 0.000 kips/ft 0.649 kips/ft 1.521 Ok! -0.009 kips lateral resistance 0.100 kips lateral resistance 4.750 feet [Maximum 15'1 1.188 ksf [at bottom of footing] 1.208 ksf [at bottom of key] Nf.✓1. 1000. inches 6;00 inches Load factor 0.007 ft -kips 48 inches o/c As 0.078 2.06 - ft -kips in`/ft 73 Job; Description; Landscape, =6ft retaired' .. it General data; Wall construction; Concrete • Configuration; lCantilevered • Lateral load4pe; I Soil pressure Backfill slope; No slope • Allowable design stresses FS User defined; 1ksf 2�'z� ksf 24.00. ksi 74 Soil; Class.of materials (CBC); user defined Allowable bearing pressure; 1.500, ksf Allowable passive; 0.250 ksf/ft depth . Lateral sliding coefficient; 0,350 Soil weight; 0,11'0 kcf Increaseiallowed for seismic/wind; 1,33® Applied? No Concrete; Masonry; fc 2,500 ksi Pm 1500 ksi EY i 60 •ksi FY 60 • ksi IES 290®0,®®0 psi ES 29®00000. psi m 28.235 Em 1125000 0.9Q© Flexural n 25.78 0.850. Shear Unit weight 0135y„ • kcf Unitweight 0150 kcf Ve FS User defined; 1ksf 2�'z� ksf 24.00. ksi 74 Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations Segment; - (ft) (ft) (ft) Segment wa, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2:67 2.05 0.153 6.000 3.000 3.688 2 2,045 to -6.00 0.297 6.aoo' 3.000 3.688 3 0.000 to 00:0 0.00 0.000 0 0.000 .0.000 Segment; `, b*d2. M(ft=kips) 1_ 108.00 1.080 2 108.00 0.309 3 0.00 0.000 Input user defined wall thickness; 0.00 , inches Override wall height for lateral sliding; 0,.00 feet ❑ override? i II Loading WDLAxial; 0:000. kips/ft WLL Axial; 0:000 kips/ft Equivalent fluid pressure (EFP); 0:.030 kcf Sloping backfill surcharge; 0.000 kcf Design EFP 0,030 kcf Surcharge; Distance Surcharge P(kips) '' Description to wall(ft) height(ft) 3L00:0� 0.'000 feet Input surcharge height; 0©;d0 feet . Summary of,lateral loads acting on wall (Cantilevered wall); w lateral at'top; of wall; 0.0000 k/ft w,a1era, at bottom of wall; 0.1800 k/ft w,ate , at bottom of footing; 0.2200 k/ft Additional concentrated load at top of wall; I OA00 , k/ft Load type; N/A li Min. EFP for cantilevered walls designed for restraint;0§055 kcf w lateral at top of wall; (Restrained wall); 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.330 k/ft Uniform lateral load; I a I j J j 00000- ksf Seismic/wind , 9t Concrete stem design Load factor, Segment 1 reinforcing' Factored design moment (Mj; 1.728 ft -kips Max. allow able'd'; 3.688 inches. d (in) AS Vertical reinforcing;#5 bars at .. 18 inches o/c 3000t(' 0.207 in Z/ft Horizontal reinforcing;#5 bars at 15 inches o/c 0.248 in Temperature and shrinkage reinforcing; x d x 12 > Vert. A:5 min. 0.108 inZ/ft oM� 2.56 ft -kips Horiz. AS mina 0.180 inZ/ft Idn Check if wall is overreinforced; inches < (0.02' .ye' ' fy p/ (f, ° s) * db > Pb 0.018 0.75pb 0.013 Amax. 0.481 inZ/ft Check shear at base of wall; V 0.540 kips/ft V. 0.864 kips/ft 3.060 kips/ft < x 2 x fco•s x d x 12 > Check dowel embedment into footing: Dowel size: #5 bars Idn 15.000 inches < (0.02' .ye' ' fy p/ (f, ° s) * db > < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.674 < ACI 12.5.3d > le'h 7.077 inches Ok! Segment 2 reinforcing; Factored design moment -(M j; 0.495 ft -kips Max. allowable'd'; . 3.688. inches d (in) AS Vertical. reinforcing; #5 bars at. Minches.olc inches o/c " �;�„ 3 000= �' 0.207 inzlft Horizontal reinforcing; #5 bars • at 0.248 in/ft. Temperature'and shrinkage reinforcing; Vert. AS min. 0.108 inZ/ft On 2.564 ft -kips Horiz. As min: 0.180 in'/ft • Segment 3 reinforcing; Factored design moment (Mu); .. 0.000 ft -kips Max. allowatile'd'; 0.000 inches d (in) AS Vertical reinforcing; None at�.Einchesolc. inches o/c? 0 p00 c 0.000 inZ/ftHorizontal reinforcing; None at 0.000 in'/ft Temperature' and shrinkage reinforcing; Vert. AS min.' 0.000 inz/ft �M� 0.00 ft -kips Horiz. AS min. 0.000 inz/ft Footing design; Toe length; ��inches Safety factor; 1.919 Heel length; Total footing length (L); 1.500 feet Soil pressure; 1.388 ksf 36D0 x„ inches Allowable; Footingdepth; p '' ksf 16,00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? 1.919 > res 0.628 feet U6; Design overturning moment (OTM); U; 1.972 ft-kips/ft third of footing Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.250 feet 0.000 ft -kips WLL 0.000. kips 1.250 feet 0.000 ft -kips Segment 1. 0.153 kips 1.250 feet 0.192 ft -kips Segment 2 0.297 kips 1.250 feet 0.371 ft -kips Segment 3 0.000. kips ' 1.250 feet 0.000 ft -kips Soil 0.990 kips 2.250 feet 2.228 ft -kips Keyway 0.038 kips 2.500 feet 0.094 ft -kips Footing 0.600 kips .1.500 feet 0.900 ft -kips WDL 2.078 kips MDL min. 3.784 ft -kips WDL+WLL 2.078 kips M +M DL LL 3.784 ft -kips Check safety factor against overturning; MDL min./OTM 1.919 > Eccentricity (e); 0.628 feet U6; 0.500 feet . U; 2.616. feet Resultant lies outside middle third of footing 1.5 Ok! [A/2-( M-OTM/.W] [3*U2-e] Maximum soil pressure; 1.388 ksf Minimum soi(:pressure; -0.377 ksf Allowed; 1.500 ksf [2'(Wtl/L')] 1.500 ksf 19 Footing reinforcement; Heel design,•' Vertical reinforcin sacro ; 18 inches o/c Heel length; 1.500 feet Reinforcing #5 bars at „�48 inches o/c d; N 1a2a 3 = ti inches Load factor As 0.078 in"/ft Me 1.188 ft -kips On " 4.153 ft -kips Vo Heel 2.064 kips/ft, 12.240 kips/ft (Concrete strength only) Toe design;, Toe length; 1.000 feet Reinforcing; #5 bars at 18 inches o/c d; 12.:000 inches ...._._. ...:.....:...,. __; .... _ .., ... AS 0.207 in /ft Max. soil pressure; 1.388 ksf At face of wall; 0.858 ksf Load factor MU 0.969 ft -kips 1, 6 �Me 10.934 ft -kips Vu Toe 1.796 kips/ft �Ve 12.240 kipslft (Concrete strength only) Longitudinal footing reinforcement: As required = Area *.002 As min. 1.152 in` As 1.240 in` Lateral sliding; X30 Rtouofwall 0.000 kips/ft Min. AS 0.000 in Rbaseofwan 0.807 kips/ft None atj_,q inches o/c N/a Calculate WDA,' friction coefficient; Lateral sliding resistance; 0.727 kips/ft For clzss 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.039 max (0.5'Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? yes Lateral passive pressure provided; 0.222 kips/ft [Footing only] Net resistance provided by footing only; 0.949 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4;;© inches Width of slab; 12,001) feet ❑ Ignore lateral sliding, by inspection .Resistance provided by slab; 0.000 kips/ft Total resistance; 0.949 kips/ft. Factor of safety; 1.177 No good! Shear key required! Shear'keymust provide additional; 0.261 kips lateral resistance Shear key provides; 0.401. kips lateral resistance Calcuiate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.295 feet [Maximum 15'] Allowable passive pressure; 1.574 ksf [at bottom of footing] Allowable passive pressure; 1.636 ksf [at bottom of key] Shear key,depth; 3:00 inches Shear, key thickness; 12Q0: ; inches d fiN O indhes Load factor Mo 0.086 ft-kips1:7��" Reinforcing in key; #5 bars at 48 inches o/c As 0.078 in` /ft Mn 2.06 ft -kips 'i i� r, Job;l� General 'data'; Wall'construction; Concrete Configuration; Cantilevered Lateral load type; Soil pressure v Backfill slope; No slope • Allowable design stresses; Soili Class of materials (CBC); Allowable bearing pressure; Allowable passive; Lateral sliding coefficient; Soil weight; Increase allowed for seismic/wind; Concrete; !� iifC ,, 2.500 ksi FY 60 • ksi IEs psi m 28.235 ®x900• Flexural Shear Unit�weight O'.15Q kcf i I� ! ,h i i I i User defined � 1.500 ksf 0.250 ksf/ft depth 0.350 kcf 1':330 Applied? No • Masonry; Pm 1.500 ksi Fy so ksi ES 2900®®00 psi Em 1125000 n 25.78 Unit weight 015 kcf Fs User defined; 1. ksf Q;�250 ksf 24.00 ksi Wall data Cantilevered wall may use varying thickness segments Actual Cutoff for Cutoff calculations . Segment; (ft) (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in). 1 0.000 to 27' . `' 2.05 0.153 b.aoo 3.000 3.688 2 2.045 to 7.00' 7.00 0.372 4.000 3.688 -3 0.000 to 000 0.00 0.000 0 C Z] 0.000 0.000 Segment; ;; b*d2 M(ft-kips) 1 108.00 1.715 2 192.00 0.608 . 3 0.00 0.000 Input user defined wall thickness; 0;00 inches Override wall height for lateral sliding;Q`00;,`` feet ❑ override? 'I r , KWOOROMfeet .. Summary of lateral loads acting on wall (Cantilevered wall); •latera, at -top of wall; 0.0000 k/ft i Loadingl 0.2100 k/ft w latera, at bottom of footing; 0.2500 k/ft Additional concentrated load at top of wall; } WpL 'Axial; ii Min. EFIP for cantilevered. walls designed for restraint; kips/ft' . . W�� `Axial;' 0.000 k/ft M.'Nkcf kips/ft Equivalent fluid pressure (EFP); O,000Ot't - k s f Sloping backfill surcharge; 0:000 kcf Design EFP; 0.030 kcf Surcharge;' Distance Surcharge �i Nkigs) r Description to walllftl. heinhWh Input surcharge. height; 4 KWOOROMfeet .. Summary of lateral loads acting on wall (Cantilevered wall); •latera, at -top of wall; 0.0000 k/ft w,at,,, at bottom of wall; 0.2100 k/ft w latera, at bottom of footing; 0.2500 k/ft Additional concentrated load at top of wall; } k/ft Min. EFIP for cantilevered. walls designed for restraint; r�;�� 0!055 kcf w lateral at top of wall; (Restrained wall); 0.000 k/ft w lateral at bottom of wall; (Restrained wall); 0.385 k/ft Uniform lateral load; O,000Ot't - k s f y h l �i Load type; N/A • Seismic/wind 65 a Concrete,stem design Load factor; 1600 Segment 1 reinforcing' Factored design moment (M j; Max. allowable'd'; 3.688 inches Vertical reinforcing; #5 bars at Horizontal reinforcing; #5 bars • at Temperature and shrinkage reinforcing; Vert. As min. 0.108 inZ/ft Horiz. As min. 0.180 inZ/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Check.shearat base of wall; ✓ 0.735 kips/ft V. 1.176 kips/ft oln 3.060 kips/ft < x 2 x fco.5 x d x 12 > Check dowel embedment into footing: Dowel size: #5 bars 2.744 ft -kips inches < (0.02 ' ye' X * fy) / ( fC 0.5) • db > . d (in) As inches o/c3 000-, : ` 0:233 inZ/ft inches o/c 0.248 inZ/ft �Mn 2.85 ft -kips Asmax. 0.481 inZ/ft I'ih 15.000 inches < (0.02 ' ye' X * fy) / ( fC 0.5) • db > . < ACI 12.5.1 > Reduction factors: 0.700 < ACI 12.5.3a > 0.962 < ACI 12.5,3d > 1'ih 10.100 inches Oki Se'Qye11t 2 reinforcing: M ; Factored design moment�) ( 0.973 ft -kips 3 Max. allowatile'd'; 1688 inches d (i As Vertical reinforcing; #5 bars • atMoinchesok inches o/c 4 00 0.233 inZ/ft Horizontal reinforcing; #5 bars • at 0.248 inZ/ft Temperature; and shrinkage reinforcing; Vert. As min., 0.108 inZ/ft �N1n 3.899 ft kips Horiz. AS min; 0.180 inZ/ft Segment 3.reinforcing' Factored design moment (Mj; 0.000 ft -kips Max..allowable'd; 0.000 inches d (in) AS Vertical reinforcing; None at -12 inches o/c 0 000 0.000 int/ft Horizontal reinforcing; None at . ; 12 inches o/c 0.000 inZ/ft Temperature and shrinkage reinforcing; Vert. AS mina' 0.000 inZ/ft SMS 0.00 ft -kips Horiz. AS min.. 0.000 int/ft Footing design; Toe length; , 16.001# inches Safety factor; 1.945 Heel length; 1.667 feet Soil pressure; 1.395 ksf Total footing length (L); 42 00'.x: inches Allowable; ksf Footing depth; 1%66, inches Overfuming and soil pressure; Consider ftg depth for gross OTM and sliding ? ves Design overturning moment (OTM); 2.894 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm. DLRM WDL 0.000 kips 1.583 feet 0.000 ft -kips WLR 0.000 kips 1.583 feet 0.000 ft -kips Segment 1 0.153 kips 1.583 feet -0.243 ft kips Segment 2 0.372 kips 1.583 feet 0.588 ft -kips Segment 3 0.000 kips 1.583 feet 0.000 ft -kips Soil 1.283 kips 2.667 feet 3.422 ft -kips Keyway 0.050 kips 3.000 feet 0.150 ft -kips. Footing 0.700 kips 1.750 feet 1,225 ft -kips WDA„ 2.558 kips MDL min. 5.628 ft -kips WDL+WCL 2.558. kips MDL+Mu .5.628 ft -kips Check safety factor against overturning,- MDL verturning;MDL min./OTM 1.945 > Eccentricity (e); 0.681 feet L/6; 0.583 feet L' ; 3.207 feet Resultant lies outside middle third of footing 1.5 Ok! [A/2-( M-OTM/ WI [3'L/2 -e] Maximum soil pressure; 1.395 ksf Minimum soil pressure; -0.317 ksf .41 i 4 Allowed; 1.500 ksf [2'(Wtl/L')] 1.500 ksf Footing reinforcement; Heel design; Verticalreinforcin s acing: 16 inches o/c He length; 1.667 feet Reinforcing #5 bars at r 48 inches o/c d; 1200 inches Load factor AS 0.078 in` /ft Mu 1.711 ft -kips 16, On 4.153 ft -kips Vu Heel 2.587 kips/ftVo 12.240 kips/ft (Concrete strength only) Toe design; .Toe length; 1..333 feet Reinforcing;.. #5 bars at 16 inches o/c d; 1>2.000• .. inches As 0.233 in`/ft Max. soil pressure; 1.395 ksf At face;of wall; 0.815 ksf Load factor Wu 1.710 ft -kips �Mo 12.269 ft -kips Vu Toe 2.358 kips/ft �Vn 12.240 kips/ft (Concrete strength only) Longitudinal footing reinforcement: AS required = Area' .002 AS min. 1.344 in` 5 '; #s bars • AS 1.550 in` R /Lateral sliding; Rroamwall 0,000 kips/ft Min. AS 0.000 in Rb�eo�Wili 1.042 kips/ft None at 18 � inches o/c Nla Calculate:WpL'friction coefficient; Lateral sliding resistance; 0.895 kips/ft , For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.279 max (0.5`Wdl) Allowable lateral passive pressure 0.250 ksf/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.222 kips/ft [Footing.only] Net resistance provided by footing only; 1.118 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4.000. inches Width of slab; 1;x,000 feet ❑Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.118 kips/ft Factor of safety; 1,073 _ No good! Shear key required! Shear key must provide additional; 0.445 kips lateral resistance Shear key provides; 0.568 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; .6.645 feet [Maximum 15'1 Allowable passive pressure; 1.661 ksf [at bottom of footing] Allowable passive pressure; 1.745 ksf [at bottom of key] Shear key depth;Minches inches Shear key thickness; inches d` Load factor MU 0.162 ft -kips N BOOM Reinforcing in key; #5 bars at 48 inches o/c AS 0.078 in1/ft Mn 2.06 - ft -kips E. SE O Y Plot Plan Attached Floor Plan Attached Sent to 8D/DS I TO: Building Division — Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance ee ' ? ? 7 (�Tze 11filA, _f __ Owner Location AP# Plan ,Approved for: Sewage Disposal Clearance for ./ dwelling. Other, Hold final for: Final clearan NOTE: I O.K. for: r c Environmental Health Spe Building Clearance 9/2005 Water Supply: Public Private Well / 02 00 Date "..... ' ... 1°.,'r' - - " 1r /Frit"'.. t. cors tr< ¢. :::^♦.j-trI Yo i..r-.. 77 GENERAL NOTES NOTAS GENERALES HAND ERECTION - LEVANTAMIENTOAMANO BRACING FOR THREE PLANES OF ROOF BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES TicmsPs are not marked in any way to Identify Los trusses no estiin marrados de ningon mcdo que Trusses 20' or - % ; , _ Trusses 30' or - - : �� ; EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 the frequency or location of temporary bracing. identifique la frecuencia o localizad6n de los anlostres u less, support r ' less, support at , EL ARRIOSTRE EN TRES PLANOS DE TECHO © Refer to BOSI-07 Maximum lateral brace spacing Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de manejo, at peak. quarter points. f Summary Sheet 10' o.c, for 3x2 chords installing and temporary bracing of trusses. Instalad6n y arriostre temporal de los trusses. Vea el faU= Levante Levante de f Jf This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. - Temporary and 15' o.c. for 4x2 chords Diagonal braces of Metal Refer to BCS[ 1-03 Guide to Good Metal e_for BCSI 1-03 Gula de Buena Pr3ctica Data el Maneio, Instalad6n del pito los los cuartos z Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. Qennanent BradnO 10' of I5 every 15 truss Handling Ins*alling &Bracing Plate y Aniostre de los Trusses de Madera C9110 lidos con connected wood Trusses for more detalled trusses de 20 de tramp los for Parallel Chord spaces (30' max.) Plans de Metalpa2 para mayor infonnad6n, pies o mends. trusses de 30 1) TOP CHORD - CUERDA SUPERIOR Int for more Information. Truss Design Drawings may specify locations of Los dibuJos de diseno de los trusses pueden espI �russes hasty 30 pies � edflcar E Trusses up to 20' i pies o mends. Trusses up to 30' I information. permanent bracing on Individual compression las localizadones de los arriostres permanentes en los Trusses hasta 20 pies I members. Refer to the BCSI-83 Summary miembros Individuates en compresi6n. Veer la hoja �5itmep Sheet -Web Member Permanent Bracing/We b SCSI -113 Data los arriostres permanentes v refuerzos de los Reinforcement for more Information. All other miembros secundarius (webs) para mayor informad6n. EI HOISTING - LEVANTAMIENTO permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del Hold each truss in position with the erection equipment until temporary bracing is installed and of the Building Designer. _ - _ - Disefiador del Edifido. - _ - - - truss is fastened to the bearing points. _ The consequences of improper handling, installing a. 1? Sostenga cada truss en posici6n con la gr6a hasty que el arriostre temporal este instalado y el and bracing may be a collapse of the structure, or T truss asegurado en los soportes. - - worse, serious personal injury or death.' Do not lift trusses over 30' b the peak Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon stud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Su rior Up to 30' 10' o.c. max. Hasty 30 pies 10 pies m3ximo 30' to 45' 8' ox. max. 30 a 45 pies -8 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m3ximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo Vea el resGmen SCSI -B7 - AidgStEe I ' temporal v Permanente de The end diagonal ' trusses de cuerdas . brace for cantilevered - paralela para mayor -trusses must be placed Lateral braces - informad6n. on vertical webs in line 2x4xl2' length lapped with the support. over two trusses. INSTALLING — INSTALACION EI resultado de un manelo, Instalaaon y amostre g y inadecuados, puede ser la caida de la estructura o ��3 *Consult a Professional Engineer for trusses longer than 60'. r7f Tolerances for Out -of -Plane. - Tolerancias are Fuera-de-Plano. No levante del Pico los trusses de robs de 30 pies. :Consult a on in eniero p IJ P aun peor, muertos o heridos. �._ _, g para trusses de mas de 60 les. Max sow Max �, Max. Truss Greater than 30' r Length -► � � ----- ------------- n Bow Length Mas de 30 pies Length i P. r Lenge, I; 3/4 12.5 See BCSI-62 for TCTLB options. M� sO" g 7/8° 14.6' HOISTING RECOMMENDATIONS BY TRUSS SPAN LJ Vea el BCSI-B2 para las opciones r7f Tolerances for D/50 D (ft.) 1 ° 16.7' Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO de TCTLB. LI Out -of -Plumb. 1/4" 11 1-1/8° 18.8' Q gloves when handling and safety glasses when nor POR LONGITUD DEL TRUSS Tolerancias para i 1-1/4° 20.8' cutting banding. r 1/2° 2' Empaques y placers de metal tienen hordes 60' or less Fuera-de Plomada. a afilados. Use guantes y lentes protectores cuando © Refer to Sheet o Plumb 3/4° 3' bob 1�� 4' ' Summary Sheet - ' - corte los empaques. 1-1/4" 5' Gable End Frame L r. - �7( D/50 Bracing. Repeat diagonal es. max r Iy� ' 1-1/2" 6' Approx. 1/2 el resumen Repitalos arriostres1-3/4" 7' HANDLINGtruss length VBCI-66 - Arriose 2" 233.3' 2" a 8' Tagline del truss terminal diagonales. TRUSSES UP TO 30' to del de un becho a dos CONSTRUCTION LOADING - CARGA DE CONSTRUCCION Allow no more No permits mss Q Use special care in Utilice aidado TRUSSES HAST) 30 PIES U than 3" of ore de 3 pulgadas de windy weather or especial en dias mss' 1-7f Set first five trusses with spacer pieces, then add diagonals. Repeat ® Do not proceed with construction until all bracing is securely Maximum Stack Height tion for every 10' pandeo por cada 10 near power lines vento5o5 o cerca de I IJ process on groups of four trusses until all trusses are set. and properly in place. for Materials on Trusses truss bundles Tagline 2/3 truss length —� BCSI-B4 tarda de Construori6n para mayor informad6n. TRUSSES UP TO 60' �Q��p TRUSSES HASTA 60 PIES Lateral braces a*-. ® ® _ T _ ® s �1K• over tlength lapped O O overr two trusses. / a a Locate Spreader bar Attach 1010.c. Revise I m - Re se os e a ues Check banding D q or stiHbadt ..above Do not overload small groups or single trusses. max. Q prior to moving antes de mover los mid -height � g P g bundles. paquetes de trusses. No sobrecaue rg pequenos greens o trusses individuates. QPick up vertical Levarlte de la Cuerda LJ bundles at the superior los greens Q Avoid lateral bending. - Evite la Flexion lateral. Place loads over as many trusses as possible. top chord. verticales de trusses. I— T - Spreader bar 2/3 to LJ Coloque las cargas sobre tantos trusses tomo sea posible. 4 - aya truss length s, Diagonal braces r7f Position loads over load bearing walls. Tagline every 10 truss R TRUSSES UP TO AND OVER 60' ' s _ " spaces (20' max.) Coloque las cargas sobre las paredes soportantes. TRUSSES. HASTA Y SOBRE 60 PIES 10'-15' max. ALTERATIONS - ALTERACIONES Some chord and web members not shown for clarity. © Refer to SCSI -B5 Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. BRACINGARRIOSTRE Vea el resumen BCSI-65 Danns de trusses. Modificaciones en la Obra y Encores de Instalad6n. Refer to BCSI-62 Summary Sheet - Truss Installa- 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut alter, or drill any structural member of a truss unless Do not store No almacene © ° specifically permitted by the Truss Design Drawing. Do not store bundles verticalmente los tion and Tempotary Bracino for more information. umen BCSI-82 - Instalaci6n de Trusses No torte, altere o perfore ningun miembro estructuto de los upright. trusses sueltos.Vea el res v ° y Aniostre Temporal pat mayor informaddn. ® trusses, a mends que este especificamente pennitido en el dibujo Web members ONE WEEK OR LESS MORE THAN ONE WEEK del di5eno del truss. Do not walk on unbraced trusses. Trusses that have been overloaded during construction or altered without the Tniss Manufacturer's ' No camine en trusses sueltos. © Top Chord Temporary lateral prior approval may render the Truss Manufacturer's limited warranty null and void. I f Trusses que 5e han sobrecargado durante la construcoi6n o han slap al[erados sin una autorizad6n ss t pet d; • t gp� Locate ground braces for first truss directly Bracing (TCTLB) previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trosses. In line with all rows Of top Chord temporary NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and sane operator (If applicable) are ca- � lateral bracing. Q Bundles stored an the ground for one -..� - L cable to undertake Ou: work they have agreed to e e a particular ocedur The Contractor should seek airy that the assistance regardingrdon ,': week or more should be raised by blocking Coloque los arriostres de tierra para el construction es employed d from a competent and r party. The mtopla and procedures outlined are Inteanion for to ensure that the ovnall m ng wood p,33 Ddnniques employed will put floor and roof trusses into place SAFELY these recommendations for handling, Installing and bredng wood y'^ at 8' to 10' on center. primer truss directamente en linea con +' Diagonal braces trusses are based upon the collective experience of leading technical personnel In the wood truss industry, but must, due to the nature of Los paquetes almacenados en la Berra por Do not store on No alrnacene en cada una de las filas de arriostres laterales 2x4 min. a every SO truss responsibilities Involved, be presented only as a GUIDE for use by qualified Building Designer or En�tlonfinstallation Contractor. It Is not _ 3 uneven ground. tierra desigual. temporales de la cuerda superior. spaces (20' maX. intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engfnaer, f f� una semana o mas deben ser elevados _ 10'-15' max. , ) the Building Designer, the ErectbNlnstallation contractor or otherwise) for handling, Installing and bmdng wood trusses and It dos Con bl ues a Cada 8 0 10 pies. f e ° " Brace first truss well not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by i oq same spacing the truss Erecdonnnstallation Contractor. Thus, the Wood Truss council of America and the Truss plate Institute Wressty disclaim any f before erection of as bottom Chord respotbility for damages arising from the use, application, or reliance on the recommendations and information contained herein. f PSom? chord and weh members not Shown for rlarf ty jj in lofty lean storage, wvuhwtdlt5 t pre.a ' . UJlUunal trusses. bT '4 lat0eal BPadlig lJ vent moisture gain but allow for ventilation. r t t' Para almacen-amiento Por mayor Gemco, - _ �. �` r OD WOTRU55 COUNCIL OF AMERICA TRUSS PLATE INSTITUTE �._cub2 los paquetes para prevenir aumento .,: ` -�-._ � � �, � � _ DIAGONAL BRACING IS VERY IMPORTANT _ _ _ oo Enterprise Lane •.Madison, WL53719 218 N. Lee ,SL,Ste.312 •,Alexandf2, VA 22314 _'L eehumeeadPeropermitavenuiaclon------- - - --' --- �° =- " �EL ARRIOSTRE'DIAGONAL ES'MUY IMPORTANTE!'�- � �"-hoe/z'4a&'e`w^v'waodtruss.mm -703%683-1010°-www.ralns<.drg- ° 01WARNI1x17 20050SOI of span. pies de tramo. and airports. caoles elecmcos o de aeropuertos. la 1a Spreader bar for S Toe-in,� T� Spreader bar 1/2 to I Instate los cinco primeros trusses con espadadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD - CUERDA INFERIOR No Droceda con la ConStrulxi6n hasty que loans los arriO5tre5 esten colocados en forma apropiada y segura. Do not exceed maximum stack heights. Refer to BCSI•B4 Summary Sheet - Construction Loadino for more information. No exceda las maximas alturas recomendadas. Vea el res6men Material Height (h) Gypsum Board IT Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Cla Tile 3-4 tiles high truss bundles Tagline 2/3 truss length —� BCSI-B4 tarda de Construori6n para mayor informad6n. TRUSSES UP TO 60' �Q��p TRUSSES HASTA 60 PIES Lateral braces a*-. ® ® _ T _ ® s �1K• over tlength lapped O O overr two trusses. / a a Locate Spreader bar Attach 1010.c. Revise I m - Re se os e a ues Check banding D q or stiHbadt ..above Do not overload small groups or single trusses. max. Q prior to moving antes de mover los mid -height � g P g bundles. paquetes de trusses. No sobrecaue rg pequenos greens o trusses individuates. QPick up vertical Levarlte de la Cuerda LJ bundles at the superior los greens Q Avoid lateral bending. - Evite la Flexion lateral. Place loads over as many trusses as possible. top chord. verticales de trusses. I— T - Spreader bar 2/3 to LJ Coloque las cargas sobre tantos trusses tomo sea posible. 4 - aya truss length s, Diagonal braces r7f Position loads over load bearing walls. Tagline every 10 truss R TRUSSES UP TO AND OVER 60' ' s _ " spaces (20' max.) Coloque las cargas sobre las paredes soportantes. TRUSSES. HASTA Y SOBRE 60 PIES 10'-15' max. ALTERATIONS - ALTERACIONES Some chord and web members not shown for clarity. © Refer to SCSI -B5 Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. BRACINGARRIOSTRE Vea el resumen BCSI-65 Danns de trusses. Modificaciones en la Obra y Encores de Instalad6n. Refer to BCSI-62 Summary Sheet - Truss Installa- 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut alter, or drill any structural member of a truss unless Do not store No almacene © ° specifically permitted by the Truss Design Drawing. Do not store bundles verticalmente los tion and Tempotary Bracino for more information. umen BCSI-82 - Instalaci6n de Trusses No torte, altere o perfore ningun miembro estructuto de los upright. trusses sueltos.Vea el res v ° y Aniostre Temporal pat mayor informaddn. ® trusses, a mends que este especificamente pennitido en el dibujo Web members ONE WEEK OR LESS MORE THAN ONE WEEK del di5eno del truss. Do not walk on unbraced trusses. Trusses that have been overloaded during construction or altered without the Tniss Manufacturer's ' No camine en trusses sueltos. © Top Chord Temporary lateral prior approval may render the Truss Manufacturer's limited warranty null and void. I f Trusses que 5e han sobrecargado durante la construcoi6n o han slap al[erados sin una autorizad6n ss t pet d; • t gp� Locate ground braces for first truss directly Bracing (TCTLB) previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trosses. In line with all rows Of top Chord temporary NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and sane operator (If applicable) are ca- � lateral bracing. Q Bundles stored an the ground for one -..� - L cable to undertake Ou: work they have agreed to e e a particular ocedur The Contractor should seek airy that the assistance regardingrdon ,': week or more should be raised by blocking Coloque los arriostres de tierra para el construction es employed d from a competent and r party. The mtopla and procedures outlined are Inteanion for to ensure that the ovnall m ng wood p,33 Ddnniques employed will put floor and roof trusses into place SAFELY these recommendations for handling, Installing and bredng wood y'^ at 8' to 10' on center. primer truss directamente en linea con +' Diagonal braces trusses are based upon the collective experience of leading technical personnel In the wood truss industry, but must, due to the nature of Los paquetes almacenados en la Berra por Do not store on No alrnacene en cada una de las filas de arriostres laterales 2x4 min. a every SO truss responsibilities Involved, be presented only as a GUIDE for use by qualified Building Designer or En�tlonfinstallation Contractor. It Is not _ 3 uneven ground. tierra desigual. temporales de la cuerda superior. spaces (20' maX. intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engfnaer, f f� una semana o mas deben ser elevados _ 10'-15' max. , ) the Building Designer, the ErectbNlnstallation contractor or otherwise) for handling, Installing and bmdng wood trusses and It dos Con bl ues a Cada 8 0 10 pies. f e ° " Brace first truss well not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by i oq same spacing the truss Erecdonnnstallation Contractor. Thus, the Wood Truss council of America and the Truss plate Institute Wressty disclaim any f before erection of as bottom Chord respotbility for damages arising from the use, application, or reliance on the recommendations and information contained herein. f PSom? chord and weh members not Shown for rlarf ty jj in lofty lean storage, wvuhwtdlt5 t pre.a ' . UJlUunal trusses. bT '4 lat0eal BPadlig lJ vent moisture gain but allow for ventilation. r t t' Para almacen-amiento Por mayor Gemco, - _ �. �` r OD WOTRU55 COUNCIL OF AMERICA TRUSS PLATE INSTITUTE �._cub2 los paquetes para prevenir aumento .,: ` -�-._ � � �, � � _ DIAGONAL BRACING IS VERY IMPORTANT _ _ _ oo Enterprise Lane •.Madison, WL53719 218 N. Lee ,SL,Ste.312 •,Alexandf2, VA 22314 _'L eehumeeadPeropermitavenuiaclon------- - - --' --- �° =- " �EL ARRIOSTRE'DIAGONAL ES'MUY IMPORTANTE!'�- � �"-hoe/z'4a&'e`w^v'waodtruss.mm -703%683-1010°-www.ralns<.drg- ° 01WARNI1x17 20050SOI �n7QG3G]BG�C�9 MRS 1I-B1SUMMARY SHEMT- GENERALNOTES NOTAS GENERALES TfUSSPS are not marked in any way to identify Los trusses no estan marcados de ning6n modo que the frequency or location of temporary bracing. identifique la frecuenda o localizad6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalad6n y arriostre temporal de IDs trusses. Vea el f 2UM Refer to BCSI 1-03 Guide to Good Practice far &Bracing Metal Plate BCSI 1.03 GLIB de Buena Practika Dara el Manejo. Instalad6n Handling. Ins*aliing of Connected Wood Trusses for more detailed y Ami de los Trusses de Madera Conne=& con Placas de Metalpara para mayor infortnad6n. information. 6 pies maximo Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar las localizaciones de IDs artiostres permanentes en IDs l c permanent bracing on individual compression miembros individuales en compresi6n. Vea la hoja res6men members. Refer to the BCSI Summa BCSI-B3 pard los arriostres pernanentes v refuerzos de los Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other miembros secundarios (webs! para mayor informad6n. EI permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edificio. ® The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal Injury or death. 1-1/4° EI resultado de un manejo, instalad6n y arriostre j inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear ® gloves when handling and safety glasses when !ems cutting banding. Empaques y placas de metal tienen hordes afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANE)O QAllow no more No permita mas t • than 3" of defec- de 3 pulgadas de ' j r tion for every 10' pandeo por sada 10 of span. pies de tramo. +o, 10, 4� to I m Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK P p e� a Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a sada 8 o 10 pies. 1 For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-am(ento por mayor tiempo, cubra los paquetes para prevenir aumento tie numedad pert pernlita venuiacidn. • Use special care in Utilice LTuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos. Spreader bar for \. truss bundles i " O O QCheck banding Revise los empaques prior to moving antes de mover IDs bundles. paquetes de trusses. 0 Avoid lateral bending. — Evite la flexi6n lateral. Do not store No almacene unbraced bundles vertimlmente los upright trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. ViA.Tli-blYiE4 R. �TIEI,NSAJ HAND ERECTION — LEVANTAMIENTO A MANO Trusses 20' or - % `; ; 1-7f Trusses 30' or LI less, suppoft less, support at , at peak. t quarter points. , Levante Levante de del pito IDs los cuartos trusses de 20 de tramo los pies o mends. trusses de 30 F Trusses up to 20' I pies o menos. I � Trusses up to 30' Trusses hasta 20 pies cusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and buss is fastened to the bearing points. Sostenga cada truss en posid6n con la gr6a hasty que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. 0, No levante del pico IDs trussesde mas _e o P(73 Greater than 30' I Mas de 30 pie's HOISTING RECOMMENDATIONS BY TRUSS SPAAAI RECOMMENDACIONES DE LEVANTAMIEN?O +sJ POR LONGITUD DEL TRUSS rft 460*s 0. +7 IM 7, �— Approx. 1/2 �I truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES T / Toe -in I _ Spreader bar 1/2 to j� 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above orstlffback 1max. m mid-height Spreader bar 2/3 to 3/4 truss length �►II TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE © Refer to BCSI-82 Summary Sheet - Truss Installa- tion and Temporary Bracing for more information. Vea el res imen BCSI-82 - Instalad6n de Trusses y Arriostre Temporal para mayor informad6n. ®' i Do not walk on unbraced trusses. No Amine en trusses sueltDs. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con sada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of ac1ditionaltrusses. Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon stud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' SO' o.c. max. Hasty 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m6ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo *Consult a Professionaler for trusses longer than 'Consul[e a upare ingenierD para trusses de mos de 60 pies.. Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. -S.-w ,-..a�tn ,-a*+ ^-".-T �, ^� ....,... , t _ •,,r T . ,,.. _ ., r-ca•Fsi,T,e ."Yar�.; � �"�..". :I T RACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ® Refer to 0C5L-ffL Summary Sheet - Gable End Frame . _7 f�f Repeat diagonal braces. Vea el res6men LJ BCSI-B6 - Arriostre Repita' los arriostres del truss terminal diagonales. de un techo a dos aquas. l�f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instate los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedim(ento en grupos de cuatro trusses haste que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. Diagonal brad every 30 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) ° same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT ^ U iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! U ©Refer to BCSI-B7 Maximum lateral brace spacing 12" Summary Sheet 16" 10' o.c. for 3x2 chords Q Max. Max Bow Len th � Bow 0 9 - Temporary and 15, 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing gyp' o1j 7/8° every 15 truss for Parallel Chord D/50 D (ft.) spaces (30' max.) Thu for more 16.7' Out -of -Plumb. information. 1-1/8^ 188' Vea el resu'men BCSI-87 - Arriostre 2' I I l 1-1/4° temporal y Dernanente de The end diagonal trusses de cuerdas brace for cantilevered 22.9' / paralelas para mayor trusses must be placed Lateral braces informad6n. on vertical webs in line 2x4x12' length lapped i bob with the support. over two trusses. 1-1/2° INSTALLING - INSTALACION Gypsum Board 12" Tolerances Out -of -Plane. — TolerancI para Fuera-de-Plano. 16" Asphalt Shingles Q Max. Max Bow Len th � Bow 0 9 Max. Bow Truss Length f --r tJ --'-----"-'--'--------- Bow ` L �— Length ► L� 3/4° 12.5' Mex. Len9th � 7/8° 14.6' QTolerances for D/50 D (ft.) 1 ° 16.7' Out -of -Plumb. 1-1/8^ 188' Tolerancias para1/2° 2' 1-1/4° 20.8' Fuera-de-Plomada. n1-3/8° 22.9' Plumb 3/4° 3' C3 i bob 1" 4' 1-1/2° 25.0' 1-1/4" 5' 1-3/4" 29.2' D/5o max I 1-1/2" 6' 1-3/4" 7' 2" a:8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcci6n hasta que todos IDs arriostres erten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-154 Carga de Construcci6n para mayor informaci6n. Materiel Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block e" Clay Tile 3-4 tiles high mns" M, I Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES / ® Refer to BCSI-BS SummarySheet - Truss Damage. Jobsite Modifications and Installation Errors. Vea el res6men BCSI-BS Dafios de trusses. Mot ifimdones en la Obrd y Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este espeafimmente permitido en el dibujo del diseno del truss. ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobremrgado durante la construcci6n o han sido alterados sin Una auborizac16n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabrirante de Trusses. NOTE: The Teas Manufacturer and Truss Designer must rely w the fact that the Contractor and cane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall consbuNon techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood Inas industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It Is not Intended that Mese recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, are Building Deslgner, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and it does notpreclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by Me lass ErecdorVlnstallatbn contractor. Thus, the Woad Truss Council of America and the Thar Plate Institute expressly disclaim any responsibility for damages aarW g from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise lane * Madison, WI 53719 218 N. Lee St, 5tg 31.2 * Alexandlra. YA 22314 608/214A849 * www.woodtruss.com - 9d3)A .1b16 • www.tpinst.org I ) i BIWARN11x17 20050501 HO]A RESUMEN DE LA GUTA DE BUENA PRAC~TICA PARA EL MANEJO INSTALACION Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL N y•3 "I -•I -~ o � a"o O O y N O_ O` acn a cn o o o-0 N-0 C = RETAINED HEIGHT 4 FT- O C U -QUO-+ Ox N C N O t Y 6 FT. 8 FT. N 3 C O U 0 0 0 c a WALL THICKNESS 8" 8" 8" OO u C a N V 0 U O 51E coi -o (u(v '-o0. ' E c: U) (u--x.0`0 O LIn N .v L Q 'dl' (INCHES) 4" 4" 5.5" o� a `V Z O 'd2' (INCHES) 4" 4" 4" W TOE LENGTH 10" 16" 24" W I— HEEL LENGTH 10" 18" 24" JOB: O RETAINED HEIGHT 9 FT.FOOTING Z RETAINED HEIGHT 4 FT. 6 FT. 8 FT. WIDTH 28" 42" 56" RETAINED HEIGHT 4 FT. 6 FT. 8 FT. WALL THICKNESS 'dl' (INCHES) a,. 5.5"WI' VERTICAL DOWELS VERTICAL REINFORCING 45918" 45818" O/C O/C #5818" 45818" O/C 45518" O/C O/C 45918" O/C WALL THICKNESS 6" 6" 6" WALL THICKNESS all 8" 8" dl' (INCHES) 4" 5.5" 5.5" 'd2' (INCHES) 4" VERTICAL REINFORCING (NEG) --- --- --- 'd2' (INCHES) 4" 4" 4" TOE LENGTH 28"'dl' O LAP LENGTH 24" 24" 48" (INCHES) 3" 3" 3" TOE LENGTH 12" l8" 24" HEEL LENGTH 28" HORIZONTAL REINFORCING (I) CURTAIN (l) CURTAIN (I) CURTAIN 'd2' (INCHES) 3" 3" 3" HEEL LENGTH 8" 16" 24" FOOTING WIDTH 64" cl� � LO #5915" O/C #5815" O/C 45815" O/C TOE LENGTH 10" 12" 16" FOOTING WIDTH 28" 42" 56" VERTICAL DOWELS #6816" O/C TRANSVERSE REINF. 45948" O/C 45848" O/C 25848" O/C HEEL LENGTH 12" 18" 20" VERTICAL DOWELS 45818" O/C 95824" O/C #6924" O/C VERTICAL REINFORCING 46816" O/C m W aq Q FOOTING DEPTH 16" Q 16" 161, FOOTING WIDTH 28" 36" 42" VERTICAL REINFORCING #5918" O/C #5818" O/C #5918" O/C VERTICAL REINFORCING (NEG) ---KEY U Z DEPTH --- Q 2" 3" VERTICAL DOWELS 45918" O/C 45918" O/C 45916" O/C VERTICAL REINFORCING (NEG) --- --- --- LAP LENGTH 48" VERTICAL REINFORCING #5918" O/C #5918" O/C #5916" O/C LAP LENGTH 24" 24" 48" HORIZONTAL REINFORCING (1) CURTAIN VERTICAL REINFORCING (KEG) --- --- --- tt5915" O/C RETAINED HEIGHT 9 FT. HORIZONTAL REINFORCINCy (1) CURTAIN (I) CURTAIN (I) CURTAIN'd3' (INCHES) --- --- --- #5915" O/C #5815" O/C #5915" O/C TRANSVERSE REINF. 45932" O/C WALL THICKNESS 9" LAP LENGTH 24" 32" 32" 'di' (INCHES) 6.625" TRANSVERSE REINF. #5936" O/C 45848" O/C #5948" O/C FOOTING DEPTH 16" HORIZONTAL REINFORCING (1) CURTAIN (1) CURTAIN (1) CURTAIN 'd2' (INCHES) 4.5" #5915" O/C #5915" O/C #5915" O/C FOOTING DEPTH 16" 16" I6" KEY DEPTH 5" TOE LENGTH 2.1" KEY DEPTH --- 2" 3"HEEL TRANSVERSE REINF. 45948" O/C 45848" O/C 45948" O/C LENGTH 29" FOOTING DEPTH I6" 16" 16" FOOTING WIDTH 64" KEY DEPTH --- 3" 4" VERTICAL DOWELS 46924" O/C VERTICAL REINFORCING 45918" O/C VERTICAL REINFORCING (NEG) --- LAP LENGTH 24" HORIZONTAL REINFORCING ((11) CURTAIN 1911 O/C TRANSVERSE REINF. #5924" O/C WALL MATERIAL CONCRETE FOOTING DEPTH 16" SPECIAL INSPECTION FOR CMU N/A KEY DEPTH 4" DESIGN E.F.P. .030 KCF AXIAL LOAD 0.800 K/FT MAX. WALL MATERIAL CONCRETE VEHICLE SURCHARGE 2.OK AT 3' FROM WALL SPECIAL INSPECTION FOR CMU N/A SOIL BEARING CAPACITY 1.50 KSF DESIGN E.F.P. .030 KCF CONCRETE f'c 2.50 K51 AXIAL LOAD 1.400 K/FT MAX. WALL MATERIAL CONCRETE MASONRY f'm 1.50 KSI VEHICLE SURCHARGE NONE WALL MATERIAL CONCRETE SPECIAL INSPECTION, FOR CMU N/A REINFORCING STEEL f'y 60 KS( SOIL BEARING CAPACITY 1.50 KSF SPECIAL INSPECTION FOR CMU N/A DESIGN E.F.P. .030 KCF CONCRETE f'c 2.50 KSI DESIGN E.F.P. .030 KCF AXIAL LOAD 0.800 K/FT MAX. MASONRY f'm --- AXIAL LOAD O K/FT MAX. VEHICLE SURCHARGE 2.OK AT 3' FROM WALL FRAMED WALL — SEE PLAN REINFORCING STEEL f'y 60 KSI VEHICLE SURCHARGE NONE SOIL BEARING CAPACITY 1.50 KSF SOIL BEARING CAPACITY 1.50 KSF FLOOR FRAMING — A35 AT 14" O/C CONCRETE f'c 2.50 KSI SEE DRAWINGS CONCRETE f'c 2.50 KSI MASONRY f'm --- CONCRETE FRAMED WALL — MASONRY f m REINFORCING STEEL f'y 60 KSI E SLAB —SEE PLAN SEE PLAN REINFORCING STEEL f'y 60 KSI FLOOR FRAMING — 2 x 6 BLOCKING SEE PLAN I/2" CLR. % '✓ J ar CCEI) c "3 FRAMED WALL - ul 117E ....,N' SEE PLAN: PTDF 2 x 4 MUDS LL"Lr, �'' i'��y 8 915$ CONCRETE I \ ��T yl�� r# 1 yx `zz' ss tsl rs(;tiiJ�: (IE)Ss°r. SLAB -SEE ,r_1T PLAN 17 Li)I sS ! 3/4" DIA. x 8" BOLTS AT 16" 0/ • • — O — O — O — O — O — O — O 11.88" I.SE — 26GA. FLASHING 1.15" x BEHIND LEDGER PARALLAM RIPPE 2 IN HALF. VERTICAL VERTICAL VERTICAL VERTICAL REINFORCING HORIZONTAL REINFORCING — HORIZONTAL REINFORCING HORIZONTAL REINFORCING HORIZONTAL REINFORCING REINFORCING ►- REINFORCING REINFORCING = = = WALL THICKIE55 = WALL THICKNESS = w WALL THICKNESS _ w w z Z Z r w WELL -DRAINED w WELL -DRAINED ~ w WELL -DRAINED ~ w • WELL -DRAINED w d2 GRANULAR BACKFILL � ,d2, GRANULAR BACKFILL ac d2, GRANULAR BACKFILL � GRANULAR d2' BACKFILL CAST -IN-PLACE GONC. CAST -IN-PLACE GONC. CAST -IN-PLACE GONC, RETAINING WALL RETAINING WALL RETAINING WALL CONCRETE RETAINING WALL VERTICAL DOWEL -- VERTICAL DOWEL VERTICAL DOWELS VERTICAL DOWEL 4" DIA. PE/RF 4" DIA. PERF. f 4" DIA. PERF. • 4" DIA. PERF. 'WI' z DRAIN TO z DRAIN TO z DRAIN TO WALL THICKNESS z DRAIN TO w DAYLIGHT w DAYLIGHT Ig DAYLIGHT sm DAYLIGHT TOE LENGTH dl' TOE LENGTH di' a. TOE LENGTH 'dl' TOE LENGTH 'dl' LONGITUDINAL #5 Q LONGITUDINAL #5 LONGITUDINAL #5 LONGITUDINAL #5 BARS AT 12" O/C LENGTH AT 12" O/C HEEL LENGTH BARS AT 12" O/C HEEL LENGTH BARS AT 12" O/C HEEL LENGTHHEEL UNDISTURBED jjjBARS UNDISTURBED - I_ UNDISTURBED =UNDISTURBEDGRADE = GRADE =1 GRADE =i GRADE—]— _ • X - —Lc� j11—j11 _ -I _ — — = — =I _ _ W = 2" CLR. — = TRANSVERSE REINF. W _I 2" CLR. = TRANSVERSE REINF. 0 W =I 2" CLR. = TRANSVERSE REINF. o = W 2" CLR. _ = TRANSVERSE REINF. ❑ _ 45 BAR SEE TABLE ❑ I u5 BAR _ I SEE TABLE ❑ a5 BAR I SEE TABLE I I. ❑ I I tt5 BAR I SEE TABLE I. I 1 I • LLL 3" CLR. —� I I t~i 3" CLR. s~i 3" CLR. u~ KEY DEPTH =I — I —� KEY DEPTH _I =I —I = KEY DEPTH -I — - KEY DEPTH 12" 12" 12" 12" FOOTING WIDTH FOOTING WIDTH FOOTING WIDTH FOOTING WIDTH GARAGE RETAINING WALL - CANTILEVERED 3 GARAGE RETAINING WALL - CANTILEVERED 2 CANTILEVERED RETAINING WALL RETAINING WALL - CANTILEVERED �{ 8 REV: 06-13--05 CRW_002_C SCALE: I" = 1'-0" 8 REV: 01-06-06 CRW_002_Al SCALE: I" = 1'-0" 8 REV: 01-06-06 CRW_OII_A SCALE: I" = I'-0" 8 REV: 0-1-06-06 CRW_001_Al SCALE: 1" = 1'-0" N y•3 "I -•I -~ o � a"o O O y N O_ O` acn a cn o o o-0 N-0 C = VI C� C OL 0 0 o `o o u 0 d• m U O C U -QUO-+ Ox N C N O t Y C >,— p 0 E< O- 0 N 3 C O U 0 0 0 c a Qo-3 0 — � 0 N a C T V C N 41 ('-D 0 OO u C a N V 0 U O 51E coi -o (u(v '-o0. ' E c: U) (u--x.0`0 O LIn N .v L Q �N 0 o� a `V Z O V) W W I— Q M O Z cn N 0'93 LLJ O Z W �z Q Q0 o J < cl� � LO CD 0 U= oQ zLLJ Q� Ld W I— N V) Q LLI w LLJ C� J Q O Q Q m W aq Q O = Q QCD Q LJ O LL__ Q � U Z Q JOB N 0. 06-036 DRAWING NO. REVISION NO. 8 Fry Ex-, P T I noorn IAL.( nO' 17•b Onn710// I mrwF 4 '17N C"71H I :3n AA1J 00(1_0n - - I1 I I I fill All mi I I ry-1 ---- - - ----- S 112" 13'-101/2" 13'-10 1/2" 13'-10 1/2' 131 0 11 A 13'-0" 2,4, 6� 6x6 6x6 6x6 6x6 6 x pos-, POST r POST I POST I POST --- - - - - - - - -- - - - --- - - - - - - - I - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - ---- - - -- - - - - - - - - - - - --- - - - - - - - - 6 X 12 D.F. BEAM ABV. 6f12 D.F. BEAM ABV_. 6 X 12 Of. BEAM ABV. 6 X 12 Df. BEAM ABV, 34'-I 3/4" r - -12',l 1- 3 4 -------------- COVERELD DECK 6'- 3 7'- 0 56'4 x 10'-0" (MIN) 4' 1 1/2" u� 1' 6' 1'- 6 4'- 0 - 3'-0 1/16 D x L A 66WATIO DOOR 6050 UND'ERSLIDE IRA 6068 PATIO DOOR 60509 ERsubE 1111 , "d 3 S3 cI_ 36 V,.S,III 3 LAZY VAULTED CEILING -- - - i LI -_ --- - - - - - - - - - - LL_ 'lilt 4 , I S N 9'J' FLAT CEILING 1 ox OD 0 1/ 2 t Ij T -Il 1/2" t cx H] _j 4'� L/"�, 5'-8 7�16 EDROOM HIS H"Y'AC CONDI R it CLOSET T I I ;�) GREAT ROOM 14,4, 15%9" UNITS W/COt�'('RE' E f, 1 -1 PAD AS Rra,O Mlkl i - 20'-4" x 19' 8" CAB. 1_�, I - -, �o \ z I __j C___ /L FRAMING NOTES: :4 Ln Llwj _T 3 1 ALL INTERIOR WALL FRAMING TO BE, 2 X 4 Df. i I AT 16" O,C. -TYP.'U.0,N. cm 0 KITCHEN STUDS 2�) ALL EXTERIOR WALL FRAMING TO BE 2 X 6 D,F, bj 36"' -10 1�2/' _RIj 10' REF G 12, Ill" 6-6 r Zr STUDS AT 16u O,C. -T`YP. U,O.N. 2036 V.S1 (D 1 1) ALL POSTS TO BE 6,X 6 D.F. -TYP, U.O.N. J�470V "I NOTE: 4.) ALL EX S I INS CALL SMOKE -6" -T`YP uj W/BOTTOM OF HEAD R AT +7' UA N, DETECTORS PER Zr PANTRY FI OOR OUTLET, 3 PLCS CODE -TYP. I r- I KUBLE 33" 1 4 C�\ 1,1FrREE LR 1 X" 66c T.B.D. BY OWNER) co S'4' 2" HER CLOSET 01 14 1 - I A"2�4" CL I F_ 'J' x 9'-� 9'J' FLAT CEILING SHEAR WALL KEY: 112468 H.C, REFRI5, f 15! VAUI f ED CEILING _fiLi 2468 Hf. rr) yJ\ SHEARWALL BRACED 3, _1'r Q X x PANEL WALL,PANEL F 3'- 4 11 3068 H.C. 3'- uo DRYCER 3,-2" SEAT 3/8"CDX PLYWOOD WITH Bd NAILS AT 6" O.C. MU�1' ROOM\, LAUtIDRW LI- Ai LI HAL VAULTED CEILING 4�4' x 3'J, EDGE & 12" O.C. FIELD 4" 1, MASTER BATH 3 ��T-j 4 3' 2t 3 8'4' FLAT CEILING ,S3!i ------ 318",CDX PLYWOOD WITH 8d NAILS AT 3" O.C. jr _Y / --- - - - - - - - - - - - - - - C:) EDGE & 12"0.0. FIELD 3 r ------ 1 9 X.\171 01 ry) S3 WR. Y-1' d c, 1/2" GYPSUM W T-1 11, ER == _E�� T- 4' H 5d mCS AT r WIT I I O�C. EDGE, 0�b-C. FIELD' cc (q 200 INDICAT1`(IN OF EX`TERIOR WALL3 f INEN I I -BATH #2 OFFICE BEDROOM #2 4 IJNTERIO� WHERE SHQWN) i F (E R 5/8" GYPSUMWALLBOARD WITH 6d NAILS AT 7" -cam S/ I 1�,7" x INSULMIED-WR,19 FIBERGLAS i O.C. EDGE & 7"O.C. FIELD x 13' - vi >< 1 A 1--i W-6" x 13'-V (,_01/2' " >: Z B A TT S yp', n I O/C 2668 H.C. F cq ALL VERTECAL JOINTS OF PANEL SHPATH1K1(,SHALL nrr.HP OVER STUD.-, _T A., . , : , I , ., HORIZONTAL JOINTS SHALL I�CCUR OVER BL'UCK#NG EQUAL #N SIZE TO - 7'r X 36' THE STUDDING EXCEPT WHERE WAIVED BY THE INSTALLATION REQUIREMENTS R THE SPECIFIC SHEATHING MATERIALS. OAKING TUB '- I I FO DININ5r RO)m v I PROVIDE 1/2" GYP. BO. Z-0" x 13'-S" 1 1 BRACED WALL PANEL SOLE PLAT ES.SHALL,BE NAILED TO THE FLOOR ALL WALLS & CEILINGS FRAMI PRW HOUR PROTECTION ��N A E./ D ONE GA DOWN NP AND TOP PLATES SHALL BE CONNECTED TO THE FRAMING ABOVE, 0 'ALLS TOG6ER WITH SKF- TYP.-U,O,N. tTAPED, SIDE 6 WHEkE,JOISTS ARE PERPENDICULAR TO BRACED WALL LINES ABOVE, CLOSINO ilm/lIFY ICK.000 0E DONS -TYP TEXTURED RAWED) 0-i BLOCKING SHALL BE PROVIDED UNDE RANDIN,LINE WITH THE' B RACED 0_1 YJ' 1 \ .WALL PANEL, 260 H.A. I 51/2" 8'- .1, T-711 SOLE PLATES SHALL BE NAILED WITH (3),16d NAILS PER 16- OF PLATE --- TYPICAL UNLESS NOTED OTHERWISE; 6x6 K61 V.S. 3050 3040 V.S. 3040 V�S. 16' �< .) I I FMPID�// PON, I (TBIPU �TEMP'D) 3 112" 30' A V.S� 3oso I A60 F P, Joso POST I � III Y fT IEMP D 8. 7 -CAR GARAGE -;d cr" 23'-3 03'4' W-3' MLING) 1�COVERED RUR C 21-101, SYMBOLIEGEND 101 10i Gn F -)— Inv 6'� 6 13'* x 6'-6" 4'-7 112" 66 POST 6x12 DF, BEAM 16 9'-6 1/7" s 2-INAY SWITCH NOT,.E f HOSE BIBB S -WAY SWITCH STUB WATER FOR ICE MAER, ETC.) cyI 'A 3 GFICI OUTLETS IN KITCHEN, I- _j \r _ �4 i 460 I _j 3; BATHROOMS, G RACE,,.& 12'-3" p S4 4 -WAY SWITCH_ _T� EXTERIOR OUTLET"`PE R ART- 210-8 NEC GAS OUTLET R SWITCH sDm 0IMME JUNCTION BOX "VERIFY REQUIREMENTS 2'1'- 4 11,5VAC DUPLEX OUTLET m"Ir_�� — �i. I ..- - ----m�971f_n _ , , SHOWER HEAD AND VALVES ure, .. I � � rn� �� �' Sl�,�` ' - _ . . ....... 23'-8 1/2" 14— 1 t5VAC UNDER -COUNTER DUPLV OUTLET 15VAC SPUT-WIRED OUTLET E T LIC } _27'--0 1/2" GFI CEII NG -MOUNTED INCANDESCENT HT _ i I 1�5VAC GROUND FAULT INTERRUPT RECESSED INCANDESCENT COUNC LIGHT TLE_ '17 -220 YAP, DED) L .OUTLET EXHAUSTFAN _�ATEDWA,L T _n WEATHERPROOF 115VAC. DVPLEX OUTLET COMBINATION EXHAUST FAN/LIGHT 16016 META' _�,99OR "33'4 112. 0 L !�ECTIQtIAL ROLL -U CABLE TELEVISION OUTLET I I 5VAC SMOKE XTEQT R W/8AIjTE][ WKUP -WIRE ALL .SMOKE DETECTORS TOGETHER T, 4x14, .#IHEADER <1 TELEPHONE OUTLE 5VAC DUPLEX FLOOR OUTLET HI PRESS LOW -VOLTAGE PUSHBUTTON r \sfV EH] DOOR CHIME --I L=3�2* HOSE BIBB L4-0' ALT 6,P. 12'-0"THERMOSTAT CEILING FAN L_ f DUAL FLOODUGHT W/MOTIQN DETECTOR J ELECTRIC GARAGE DOOR OPENER 91-7 1121, 13,41, go 'NAIL -MOUNTED INCANDESCENT LIGHT W/OVERHEAD DUPLEX OUTLET 231'-10' 4 6,'- CEILING FAN 0 BAR/LIGHT KIT _T 0 INCANDESCENT UGHT BAR C FLOOR PLAN (UPPER LEVEL) CALE: 1/4"=11.011 F_ BREAKER PANEL (FLUSHMOUNTED) CEILING -MOUNTED FLUORESCENT FIXTURE NOTES: ES: All DIMS. ARE 'TO E.O.S.S. OR 'r'.O.P. --TYP., U.N. PLATE HT.: 9'-1" TV, U, 0. N L -TOTAL CJONDITIONED LIVING AREA: 2,03J6+ SO. f7T TOTAI UNCONDITIONED 11VING AREA: 1,233+ SQ. Frl, BREAKER PANEL (SURFACE -MOUNTED) v CEILING MOUNTED INCANDESCENT A A A TRACK LIGHT FIXTURE UPPER (MAIN) LEVEL: 2,0306 SQ, FF. 2 CAR GARAGE: S'F, LOWER LEVEL: -THD.- COVERED DECK: .5 ,90 SQ. f7T. ELECTRIC METER COVERED PORCH: 84. SQ. FT. LOWER [_EVEL: B. D. - 1pok, 'of " 0 eI14 O W 4 O CS.i C ti II7-0 Q .,.,, � 2 +• tJ U7 t I .. d V � -C7 C C b . t/1 a_ L-•UCO X d O E < h m q C N C Q) U C, r' O S 07 D00 XC j C2 C L O C 15 Llj cc V' P � Lx! n_ ct7 I,J i t— UJ x 0_ coo 1s cam! o O <C Z ' (10 �k Y) Ld _r c J [ } Li F CIL' Cr - LC) LJ I 1 LJ W unC d7 i= m C (D u. E' o?< CD I i C.. ) �� JOB NO. i DRAWING NO. REVISIO� NO, �r a !I� 1 w aawaati as I __ 11 3045 Ceres Avenue, Suite 135 Chico, CA 95973 (530) $922700 GARY HAWKINS Fax (530)893-0532 A R C IH 1 T E C T garyarch@sbcglobal°net Jan. 3, 2007 Butte County Building Division 7 County Center Drive Oroville, Ca. 95965-3397 RE: John Starr Grinnell Residence Mount Ida Road ®roville, Ca. Plan Check No. AP # It is OK to extend the footings for the project noted above approximately 60" into the grade, the rebar Should be #4 bars at 13" oc horizontally and #4 bars at 24" oc vertically minimum. If you have any questions regarding this item, please do not hesitate to call this office. tl ereawkins Arect AR No. 18693 J� REN. Q' �� OF ,DOUBLE 2X TOP PLATE -LAP ALL SPLICES 48^ m MIN. -TYP. �L 2" M|N. [NSULA'!'FION - BAFFLE AT EAV� VENT ..�/ , �� - ^l FLOOR | INE RETAINING WALLoLL--' ' PER ENGINEERING DETAILS PROVIDE DRAINAGE PER SITE PLAN EDGE NAIL SHEARPI_Y TO KINGSTUDS --TYP NOTES: DOUBLE KING STUDS WHERE HOLD-DOWN IS ATTACHED U.0,N, ON PLANS TO DOUBLE KINGSTUDS, NAIL C R. SEE CHART) KINGS- I'UDS TOGETHER WITH 16d O.C. ��[R��N�N "TO BOTH %h�HHER N|HG3TUD5. -//r. TYPICALHOU]-D0WN -SEE PLAN MUD "ILL Lm ANCHOR BOLT -SEE FOUNDATION PLAN & SHEARWALL PLAN FRAMING- DETAIL OLDOWN DETAIL AND TABLE ` 'TO KINGSTUDS _TYP -SEE PLANS CLR, (SEE CHART) IN3�� w45HER ROOF PITCH PER ELEVATIONS PROVIDE " GYP. 8D, AT ALL WALLS & CEILINGS (TAPED & R-19 WALL INSULATION 2 _X 6 D.F. 82 STUDS AT 10" -TYP. AT ALL EXT. WALLS 7 -PLYWOOD SUBF[R, / PER PLAN -PROVIDE VENTILATION PER ROOF FRAMING PLAN R-38 CEE]LING INSULATION OVER CONDITIONED LIVING AREA COFFFERED CEILING PER PLANS R-19 FLOOR INSULATION ABOVE UNCONDITIONED AREA D/3 MAX D== DEPTH OF JOIST OR BEAM Di ' =VY!�TH OF STUD 1-= CLEAR SPAN L/3 MAX, RAMING DETAIL YP. HOLES & NOTCHES IN WOOD (PER U.B,C,) MODEL STUD BOLTS DIMENSIONS ANCRiOR ANCHORS BOLTS THE LATEST STANDARD OR CODE ADOPTED. 2. 0 l6d NAILS WHEN SPECIFIED, REFER TO l6rd SINKERS, NO, OF oBOLT INSTALLATION ASSUMES MINIMUM (1) 1-1/2" MEMBER. J. 0 WHEN USING A 1/2"' OR 5 8" DIA, ANCHOR FOR THE LTT208, SIMPSON IN A CLEAN AND ORDERLY FASHION. � TYPICAL CONNECTOR *NAILED INSTALLATIOQ REQUIRE USE OF A DOUBLE 2x OR A ANCHOR SDS.1 43 MODEL NO. GA, IN H 8 "k±'It DIA. WOOD SCREWS 24-16d 5. 1/2' O[8RiS FROM THE SITE UNLESS OTHER ARRANGEMENTS ARE MADE WITH THE OWNER, SIDING & SOFFIT mp/u`mLS PER EL oy+ GLAZING PER ELEYS . 6. CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR USE OF -/ /r & FLOOR PLANS --TYP. EXIST NC POWER, CONTRACTOR SHALL PROVIDE WATER FOR EDGE NAIL SHEARPI_Y TO KINGSTUDS --TYP NOTES: DOUBLE KING STUDS WHERE HOLD-DOWN IS ATTACHED U.0,N, ON PLANS TO DOUBLE KINGSTUDS, NAIL C R. SEE CHART) KINGS- I'UDS TOGETHER WITH 16d O.C. ��[R��N�N "TO BOTH %h�HHER N|HG3TUD5. -//r. TYPICALHOU]-D0WN -SEE PLAN MUD "ILL Lm ANCHOR BOLT -SEE FOUNDATION PLAN & SHEARWALL PLAN FRAMING- DETAIL OLDOWN DETAIL AND TABLE ` 'TO KINGSTUDS _TYP -SEE PLANS CLR, (SEE CHART) IN3�� w45HER ROOF PITCH PER ELEVATIONS PROVIDE " GYP. 8D, AT ALL WALLS & CEILINGS (TAPED & R-19 WALL INSULATION 2 _X 6 D.F. 82 STUDS AT 10" -TYP. AT ALL EXT. WALLS 7 -PLYWOOD SUBF[R, / PER PLAN -PROVIDE VENTILATION PER ROOF FRAMING PLAN R-38 CEE]LING INSULATION OVER CONDITIONED LIVING AREA COFFFERED CEILING PER PLANS R-19 FLOOR INSULATION ABOVE UNCONDITIONED AREA D/3 MAX D== DEPTH OF JOIST OR BEAM Di ' =VY!�TH OF STUD 1-= CLEAR SPAN L/3 MAX, RAMING DETAIL YP. HOLES & NOTCHES IN WOOD (PER U.B,C,) MODEL STUD BOLTS INYALLATION �U(LFa, ANCRiOR BOLTS THE LATEST STANDARD OR CODE ADOPTED. 2. 0 l6d NAILS WHEN SPECIFIED, REFER TO l6rd SINKERS, oBOLT INSTALLATION ASSUMES MINIMUM (1) 1-1/2" MEMBER. J. 0 WHEN USING A 1/2"' OR 5 8" DIA, ANCHOR FOR THE LTT208, IN A CLEAN AND ORDERLY FASHION. � TYPICAL CONNECTOR *NAILED INSTALLATIOQ REQUIRE USE OF A DOUBLE 2x OR A �--SEE ' PLAN 4x MEMBER. REFER 'TO PLANS FOR MORE SPECIFIC CRITERIA. , MTTI 2-_6'j "k±'It -5/8" 5/8" (OR 3/4" 24-16d 5. 1/2' �-OpEN-�EA FLOOR TRUSSES PER PLAN `- 7X DT� 2 STUDS AT 16" O.C. -TYP. AT ALL WALLS --CONCRETE SLAB FLOOR OVER 10 M|[ POLY VAPOR BARRIER ON 6" COMPACTED PEA GRAVEL -TYP. m,ocumcn/ unc 2X D.F. ROOF TRUSSES AT 24^ 0.C. PER PLAN | ALL CONSTRUCTION SHALL CONFORM TO THE (CODE, RULES AND -TYP. U.O.N. -��� ROOFING NATERIALS PER ELEVATIONS I REGULATIONS OF 'THE STATE OF CALIFORNIA,LATEST EDITION (COC �8Di.) |\ L STUD BOLTS INYALLATION �U(LFa, (WHERE USED) THE LATEST STANDARD OR CODE ADOPTED. 2. 0 l6d NAILS WHEN SPECIFIED, REFER TO l6rd SINKERS, oBOLT INSTALLATION ASSUMES MINIMUM (1) 1-1/2" MEMBER. J. 0 WHEN USING A 1/2"' OR 5 8" DIA, ANCHOR FOR THE LTT208, IN A CLEAN AND ORDERLY FASHION. � TYPICAL CONNECTOR *NAILED INSTALLATIOQ REQUIRE USE OF A DOUBLE 2x OR A �--SEE ' PLAN 4x MEMBER. REFER 'TO PLANS FOR MORE SPECIFIC CRITERIA. , � 5. CONTRACTOR(S)SHALL REMOVE ALL EXCESS MATERIALS AND O[8RiS FROM THE SITE UNLESS OTHER ARRANGEMENTS ARE MADE WITH THE OWNER, SIDING & SOFFIT mp/u`mLS PER EL oy+ GLAZING PER ELEYS . 6. �-OpEN-�EA FLOOR TRUSSES PER PLAN `- 7X DT� 2 STUDS AT 16" O.C. -TYP. AT ALL WALLS --CONCRETE SLAB FLOOR OVER 10 M|[ POLY VAPOR BARRIER ON 6" COMPACTED PEA GRAVEL -TYP. m,ocumcn/ unc 2X D.F. ROOF TRUSSES AT 24^ 0.C. PER PLAN | ALL CONSTRUCTION SHALL CONFORM TO THE (CODE, RULES AND -TYP. U.O.N. -��� ROOFING NATERIALS PER ELEVATIONS I REGULATIONS OF 'THE STATE OF CALIFORNIA,LATEST EDITION (COC �8Di.) |\ L ROOF -FRUSS" NOTES 1� ��TRUSSES MANUFACTURER WHO SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE IN THE DESIGN AND FABRICATION OF WOOD TRUSSES. 2. TRUSSES SHALL BE DESIGNED TO CONFORM TO THE REQUIREMENTS OF 'THE CODE RULES AND REGULATIONS� OF THE STATE �CALIFORNIA, U8C LATEST E0T|0N (COC 2001\ AND TO THE FOLLOWING MINIMUM DEAD AND LIVE LOADS: SEISMIC ZONE J WIND 75 MPH 3. TRUSSES TO BE DESIGNED AND FABRICATED TO CONFORM TO THE GEOMETRY AND CONFIGURATION SHOWN ON THE DRAWINGS. 4. TRUSS CONNECTIONS SHALL BE 20 GAUGE /W|N|WUM\. HOT -DIPPED CALVAN|ZED, TO0R|[D, METAL PLATES EXCEPT WHERE OTHERWISE INDICATED. 5, TRUSS FABRICATORS SUBMIT DESIGN AND DETAILS TO THE ARCHITECT FOR APPROVAL - PRIOR SHALL INCLUDES DIMENSIONAL DATA, INFORMATION, 1BRACING REQUIREMENTS, LAYOUT AND PLACING PLAN. SUBMITTAL ' SHALL BE STAMPED BY A REGISTERED PROFESSIONAL. [NO|NEER (STRUCTURAL). G. THE TRUSS FABRICATOR SHALL CEKOFY THAT THE TRUSS DESIGN ENGINEER HA3 STUDIED THE CONSTRUCTION DOCUWENTS AND |S FAWiLAR WITH THE INTENDED APPLICATION OF THE TRUSSES WHICH HE OR SHE HAS DESIGNED. 7, PROVIDE 3iNPS0N Hi TRUSS CONNECTORS AT ALL 'TRUSSES UNLESS OTHERWISE NOTED, � -- STARTING TO WORK. NOTIFY ARCHITECT OR THE ENGINEER OF ANY DISCREPANCY.RP-INFORCED CONCRETE CONCRETE PATIO 12, NOTIFY ARCHITECT OR ENGINEER IN WRITING OF CONDIFIONS [NC0UtITEREO IN }. ALL CONCRETE WORN SHALL CONFORM, TO AGI 301 "SPECIFICATIONS PER PLANS THE FIELD C0NTRAD|CTORY T0 THOSE SHOWN ON THE DRAWINGS. FOR STRUCTURAL CONCRETE FOR 8U|LD|MCS." DESIGN IS BASED ON A'C| 3118"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." |J. THE DESIGN, AOWOUACY AND SAFETY OF ERECTION, 8RAC|MC. SHORING, 2. UNLESS NOTED OTHERW|SE, ALL CONCRETE SHALL RE NORMAL WEIGHT TEMPORARY SUPPORTS ETC IS THE SOLE RESPONSIBILITY OF TH� ' � AND SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2500 P3|. CONTRACTOR j. THE PROPOSED MATER/ALS AND MIX SHALL BE FULLY DOCUMENTED | -'/|-- F�lS AND/OR SHOP DRAWINGS BY THE �RCH|TEC� }4� REVIEW OF SU8W[AND REVIEWED BY THE DWHER. S TESTING LABORATORY. '� DOES NOT RELIEVE 'THE CONTRACTOR OF THE RESPONSIBILITY TO ` RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH - ' REVIEW AND CHECK SHOP DRAWINGS 8ER}R[ 3U8M}T�L T0 THE THE CONTRACTOR'S. ARCHITECT. 'THE CONTRACTOR REMAINS SOLELY RE3PQNS|BLE FOR -` � 4, USE OF CALCIUM CHLORIDE IONS, OR OTHER 9ALT3 IN CONCRETE ~ ~/� / ERRORS AND DM|SS0NS RELATED T8 THE 9REPRAT0N OF SHOP L r '`~^/ IS NOT PERW|TTED, /.� | `-~_~ _ DRAWINGS AS THEY PERTAIN TO MEMBER S/ZES, DETAILS, AND ^ rWO||MU DEPTH Y8M|LS ~ L j --- DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CON"Tq4CT0R 5. DETAIL C0NCTETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE uvEro,uo,o ON SITE _ONS}BLE FOR THE MEANS, METHODS, TECHNIQUES, ^'''"° �/v m`" M \S ALSO RESP( �0H REVIEW SEQUENCES, AND PROCEDURES OF C0N3TRUCODH.LOCATIONS ~ ' ~ ~ . ' - PLAC|WO REINFORCING STEEL AND ACCESSORIES. |6� NOT BE SHOP i OO NOT --' N FABRICATION -� L SHOP DRAW|H�5 ARE COMPLETED Cvn'Rnvmn AND HIS pvo�vn'ne�mn� SA4U- rnc�^nc THEIR AND'REy|EWED. OWN SHOP DRAWINGS, ti REINFORCING STEEL SHALL CONFORM TO ASTM GRADE 40 16. CONTRACTOR SHALL CHECK AND STAMP ALL SHOP DRAWINGS BEFORE UNLESS OTHERWISE NOTED, ' SU8m|TrAL FOR R[NBV, ANY PROPOSED FA8R|Ck7|ON CHANGES �RO�,j 7. WELDED WIRE FABRIC (MESH) 'SHALL CONFORM' TOASTM A185. THE DESIGN DRAWINGS SHALL BE NOTED ON THE SHOP DRAWING, -.1).' ' B. OE ALL RBNpJRCE|NC STEEL AND EMBEDMENT3 SECURELY IN PLACE 17 WIND LOADS SHALL 8E A3 PRESCRIBED 8Y 'THE CODE RULES AND � ' PRIOR TQ PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS T0 ' 12" MIN. 'i FOR 7/8' DIA. F0R FULL "TABLE LOAD �2 UACE O�CONAL-\ | � ISSTB28 '--- -- | oc |"' � CORNER \[^ �k | | F�|"^ -_ MODEL MINIMUMDIAMETER LENGTH EMBEDMENTNUMBERSST820 5/81t 21 16HSST834 7/8" 34'� `PLICATION -�STEMINALL RBNFORCING N MUD SILL 9 REFER To MANUFACTURER'S INSFALLATION INSTRUCTIONS FOR ADDITIONAL IN5T'RUCTIONS, �-S[EWWALL REINFORCING LOCATE Af:lPROX|MAFELY-/ ANCHOF �-� -SEE PLAN 45 DEGRE.E3 FROM WALL A, A -SEE PLANS DETAIL 5 NAIL KIN�VUOS FOGIETHER WITH 16d NAILS AT 16" lD.C. STAGGER EDGE NAILING TO 3 j^ W|N. FRAMING DETAIL 5SSTB ANCHOR BOLT DETAIL AND CHART xEJEnEmUU) /o 0/HER D/mvu*RuS OR UouES SHALL mmw THE LATEST STANDARD OR CODE ADOPTED. 2. ALL MATERIALS SHALL BE NEW AND UNUSED UNLESS SPECIFICALLY INDICATED OTHERWISE. J. CONTRACTORS SHALL MAINTAIN THE AREAS OR WORK ON THE SITE IN A CLEAN AND ORDERLY FASHION. 4. PROVIDE SMOKE DETECTION SYSTEM PER CALF0RN|A CDD[, -� - --�--- 5. CONTRACTOR(S)SHALL REMOVE ALL EXCESS MATERIALS AND O[8RiS FROM THE SITE UNLESS OTHER ARRANGEMENTS ARE MADE WITH THE OWNER, SIDING & SOFFIT mp/u`mLS PER EL oy+ GLAZING PER ELEYS . 6. CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR USE OF -/ /r & FLOOR PLANS --TYP. EXIST NC POWER, CONTRACTOR SHALL PROVIDE WATER FOR AND CONSTRUCTION TOILET FACILITIES UNLESS OTHER -----' ` +�8, W.I.DRINKING " ' ��UN� PER PLANS -TYP. ARRANGEMENTS ARE WADE WITH THE OWNER 2x6 "T|MBERTECH " DECKING � 7 CONTRACTOR SHALL MAINTAIN A MEANS OF TELEPHONE CO#WUN|CATK)N PER PLANS -TYP. WHILE ON SITE DURING CONSTRUCTION. 8 CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS PRIOR TO C0NSTRU)CTI0N. Q. ALL DENINS0N3 ARE ACTUAL MEASUREMENTS TO ROUGH CONSTRUCTION 2X D.F. DECK JOISTS AND DO NOT INCLUDE ANY FINISH MATERIALS. INTERIOR WALLS ARlE MEASURED PERPLANS'-TYP. FROM FACE OF STUD TO FACE OF STUD, W4SONARY DIMENSIONS ARE BASED 6 X 12 D'F' 1 ��AD�� -~'--- » AT EXTERIOR BEARING ON NOMINAL UNIT SIZES, PER FRAMING PLANS -TYP. 10. ORAN|NO5 SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. 10' FOR DETAILS NOT SPECIFICALLY GHOWN, PROVIDE DETAILS SIMILAR 5 X POST PER PLANS -TYP. T0 THOSE SHOWN, ' i 1. VERIFY ALL EXISTING CONDITIONS, D|WEMS|ONS, AND ELEVATIONS BE�0RF ROOF -FRUSS" NOTES 1� ��TRUSSES MANUFACTURER WHO SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE IN THE DESIGN AND FABRICATION OF WOOD TRUSSES. 2. TRUSSES SHALL BE DESIGNED TO CONFORM TO THE REQUIREMENTS OF 'THE CODE RULES AND REGULATIONS� OF THE STATE �CALIFORNIA, U8C LATEST E0T|0N (COC 2001\ AND TO THE FOLLOWING MINIMUM DEAD AND LIVE LOADS: SEISMIC ZONE J WIND 75 MPH 3. TRUSSES TO BE DESIGNED AND FABRICATED TO CONFORM TO THE GEOMETRY AND CONFIGURATION SHOWN ON THE DRAWINGS. 4. TRUSS CONNECTIONS SHALL BE 20 GAUGE /W|N|WUM\. HOT -DIPPED CALVAN|ZED, TO0R|[D, METAL PLATES EXCEPT WHERE OTHERWISE INDICATED. 5, TRUSS FABRICATORS SUBMIT DESIGN AND DETAILS TO THE ARCHITECT FOR APPROVAL - PRIOR SHALL INCLUDES DIMENSIONAL DATA, INFORMATION, 1BRACING REQUIREMENTS, LAYOUT AND PLACING PLAN. SUBMITTAL ' SHALL BE STAMPED BY A REGISTERED PROFESSIONAL. [NO|NEER (STRUCTURAL). G. THE TRUSS FABRICATOR SHALL CEKOFY THAT THE TRUSS DESIGN ENGINEER HA3 STUDIED THE CONSTRUCTION DOCUWENTS AND |S FAWiLAR WITH THE INTENDED APPLICATION OF THE TRUSSES WHICH HE OR SHE HAS DESIGNED. 7, PROVIDE 3iNPS0N Hi TRUSS CONNECTORS AT ALL 'TRUSSES UNLESS OTHERWISE NOTED, � -- STARTING TO WORK. NOTIFY ARCHITECT OR THE ENGINEER OF ANY DISCREPANCY.RP-INFORCED CONCRETE CONCRETE PATIO 12, NOTIFY ARCHITECT OR ENGINEER IN WRITING OF CONDIFIONS [NC0UtITEREO IN }. ALL CONCRETE WORN SHALL CONFORM, TO AGI 301 "SPECIFICATIONS PER PLANS THE FIELD C0NTRAD|CTORY T0 THOSE SHOWN ON THE DRAWINGS. FOR STRUCTURAL CONCRETE FOR 8U|LD|MCS." DESIGN IS BASED ON A'C| 3118"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." |J. THE DESIGN, AOWOUACY AND SAFETY OF ERECTION, 8RAC|MC. SHORING, 2. UNLESS NOTED OTHERW|SE, ALL CONCRETE SHALL RE NORMAL WEIGHT TEMPORARY SUPPORTS ETC IS THE SOLE RESPONSIBILITY OF TH� ' � AND SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2500 P3|. CONTRACTOR j. THE PROPOSED MATER/ALS AND MIX SHALL BE FULLY DOCUMENTED | -'/|-- F�lS AND/OR SHOP DRAWINGS BY THE �RCH|TEC� }4� REVIEW OF SU8W[AND REVIEWED BY THE DWHER. S TESTING LABORATORY. '� DOES NOT RELIEVE 'THE CONTRACTOR OF THE RESPONSIBILITY TO ` RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH - ' REVIEW AND CHECK SHOP DRAWINGS 8ER}R[ 3U8M}T�L T0 THE THE CONTRACTOR'S. ARCHITECT. 'THE CONTRACTOR REMAINS SOLELY RE3PQNS|BLE FOR -` � 4, USE OF CALCIUM CHLORIDE IONS, OR OTHER 9ALT3 IN CONCRETE ~ ~/� / ERRORS AND DM|SS0NS RELATED T8 THE 9REPRAT0N OF SHOP L r '`~^/ IS NOT PERW|TTED, /.� | `-~_~ _ DRAWINGS AS THEY PERTAIN TO MEMBER S/ZES, DETAILS, AND ^ rWO||MU DEPTH Y8M|LS ~ L j --- DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CON"Tq4CT0R 5. DETAIL C0NCTETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE uvEro,uo,o ON SITE _ONS}BLE FOR THE MEANS, METHODS, TECHNIQUES, ^'''"° �/v m`" M \S ALSO RESP( �0H REVIEW SEQUENCES, AND PROCEDURES OF C0N3TRUCODH.LOCATIONS ~ ' ~ ~ . ' - PLAC|WO REINFORCING STEEL AND ACCESSORIES. |6� NOT BE SHOP i OO NOT --' N FABRICATION -� L SHOP DRAW|H�5 ARE COMPLETED Cvn'Rnvmn AND HIS pvo�vn'ne�mn� SA4U- rnc�^nc THEIR AND'REy|EWED. OWN SHOP DRAWINGS, ti REINFORCING STEEL SHALL CONFORM TO ASTM GRADE 40 16. CONTRACTOR SHALL CHECK AND STAMP ALL SHOP DRAWINGS BEFORE UNLESS OTHERWISE NOTED, ' SU8m|TrAL FOR R[NBV, ANY PROPOSED FA8R|Ck7|ON CHANGES �RO�,j 7. WELDED WIRE FABRIC (MESH) 'SHALL CONFORM' TOASTM A185. THE DESIGN DRAWINGS SHALL BE NOTED ON THE SHOP DRAWING, -.1).' ' B. OE ALL RBNpJRCE|NC STEEL AND EMBEDMENT3 SECURELY IN PLACE 17 WIND LOADS SHALL 8E A3 PRESCRIBED 8Y 'THE CODE RULES AND � ' PRIOR TQ PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS T0 ' 12" MIN. 'i FOR 7/8' DIA. F0R FULL "TABLE LOAD �2 UACE O�CONAL-\ | � ISSTB28 '--- -- | oc |"' � CORNER \[^ �k | | F�|"^ -_ MODEL MINIMUMDIAMETER LENGTH EMBEDMENTNUMBERSST820 5/81t 21 16HSST834 7/8" 34'� `PLICATION -�STEMINALL RBNFORCING N MUD SILL 9 REFER To MANUFACTURER'S INSFALLATION INSTRUCTIONS FOR ADDITIONAL IN5T'RUCTIONS, �-S[EWWALL REINFORCING LOCATE Af:lPROX|MAFELY-/ ANCHOF �-� -SEE PLAN 45 DEGRE.E3 FROM WALL A, A -SEE PLANS DETAIL 5 NAIL KIN�VUOS FOGIETHER WITH 16d NAILS AT 16" lD.C. STAGGER EDGE NAILING TO 3 j^ W|N. FRAMING DETAIL 5SSTB ANCHOR BOLT DETAIL AND CHART vr nu/vrvnC��ov. �omn �rom,ou 'TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES, 9. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONGTETE COVER WOOD FRAMING UNLESS OTHERWISE NOTED: l. WOOD FRAMING MEMBERS AND SYSTEWS SHALL BE CONSTRUCTED TO CONCRETE *u|nS| uR/n NOT roxmEu 3 'CONFORM TO THE CDD[, RULE'S AND R8]ULAT0M3 OF THE STATE QF ru«mo/ uvnCnc/ EXPOSED TO EARTH OR nE*|nEm CALIFORNIA, LATEST ED(T|ON, EXCEP7 AS W00RED HEREIN. #v /nnuvon #m onnS = 2 R��S AND SMALLER = l-�/2" 2 ALL WOOD MEMBERS SHALL 8E KD -|Q NO2 DOUGLAS FIR LARCH, ^ � ' ' ' CONCRETE NOT EXPOSED TO EARTH AND WEATHER: /�|N|�U� Fo = 875 PSI FOR SINGLE MEMBER USE) `" ` �' SLABS AND WALLS = � J, WOOD pL4rES IN CONTACT WITH CONCRETE SHALL BE PRESSURE-PR[5ERVADVyE TREATED. BEAMS (STIRRUPS) AND COLUMNS (TIES) = i_1/2'' �L FASTENERS USED FOR PRESSURE -PRESERVATIVE 7RBg[D WOOD SHALL 0[ N07-0pp[D 10. DO NOT PLACE PIPES OR DUCTS THROUGH OR BELOW FOORNGS, ZINC COATED QALVAN|2EO, STAINLESS STEEL, SILICON BRONZE OR COPPER. 11DD NOT WELD OR TACK WELD REINFORCING STEEL UNLE�S `APPROVED OR DIRECTED BY THE ARCHITECT, 4. WHERE BOLTS ARE INDICATED IN WOOD CONSTRUCTION, HOLES IN WOOD SHALL BE 1/16" LARGER THAN THE BOLT Dk4METER. S[�NDARQ CUT WASHERS SHALL BE USED UNDER BOLT HEADS AND NUTS EXtEpT FOUNDATIONS & SLAB ON GRADE WHERE NOTED O[HERWB[, OR WHERE W[TAL ':)-TRIPS OR PLATES E�%|S[ |. THE DESIGN 0F FOUNDATIONS, WALLS, SLABS ON CF�D[ AS 5 INHERE JOISTS FRAME FLU3H WITH HEADERS OR WOOD BEAMS EQUAL � '- ' 8�S[O �N �� ASSUMED ALLOWABLE 8F�H}NG PRE'�U E 0F TO JOIST DEPTH,CONNECT WITH METAL JOIST HANGERS, � '`� ` � |OOO PSF AND AN ASSUMED EQUIVALENT FLUID `PRESSURE OF 30 PCF. 8 CONNECT SINGLE JOIST HEADER TO - TRIMMERS WITH METAL HANGERS. 2 THE CONTRACTOR R � ' � � . �u�a�� VERIFY Up �L 5UBQ � FILLS,AN ]3ACKF|LLS BEFOREPLACEMENT OF N� � 7. PROVIDE CONNECTORS AND JOIST HANGERS EQUAL TO THOSE SUPP�ED ' ~ ' BY S|WPSON CO, SAN LEANDRO. CALIFORNIA. INSTALLATION SHALL BE ��-�-SLAB-' '--' FILLS, AND ~'~K`I^^~ COMPLETED AS PER S|HP8ON CO. (OR EQUAL) RECOMMENDATIONS, ^ I SIDES DF-FOUNDAT0NS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING, FOUNDA[|OMS PLACED AGAINST EARTH REQUIRE THE 8 WHERE �R9O 0R MORE PIECES 0F L|N�H LUMBER ARE USED T00ETH|ER ' ' FOLLOWING PRECAUTIONS: SLOPE SIDES OF EXCAVATION AS REQUIRED THE NAILING PATTERN SHALL. BE AS FOLLOWS: ' ' TQ PREVENT SLOUGHING BEFORE PLACING CONCRETE, ' (2) 2X MEMBERS -Gd NAILS AT 24" TOP � BOTTOM ` ' 4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL 8F N� MORE THAN (�) % X MEMBERS - 20J NAILS AT 24' O.C. TOP � BOTTOM ' ' ` ' ' � ONE VERTICAL TO TWO HORIZONTAL. ` (4) 2 X MEMBERS - 1/2" BOLTS AT 24^ O.C. T0p & BOTTOM ' ` ' �/��� rnNq-TRf |r . '_.. � AS SHOWN VV�A/�AAk���4�hj0T�D L__j '�'�� -�'--~'---~^~� � r8k/N�.:. - - ' ' FRAMING DE*FAIL OVVN��� �&T�^ —' ~.,.~ B���'l��� ���������~�r / BUTTE '~~ `��~�+o�w « ��k �����K���� ������ � _~_'.�"�'onv�� ����w��N��&� PROVED .=~ =°�^� U | � APPROVED . '_.. � AS SHOWN VV�A/�AAk���4�hj0T�D L__j '�'�� -�'--~'---~^~� � r8k/N�.:. - - ' ' FRAMING DE*FAIL OVVN��� �&T�^ —' ~.,.~ B���'l��� ���������~�r / BUTTE '~~ `��~�+o�w « ��k �����K���� ������ � _~_'.�"�'onv�� ����w��N��&� PROVED .=~ =°�^� U | � C_I 1 L�. i II 6- -- 1 Y S 1/2" 31-101/`2" 13'-101/2° 13'-101/2" 13'-11`" 3'-6" WALKWAY 26 PTDP SILL PL, W/01/2" X 1Z 2 � C � ..__ ANCHOR BOLTS AT 6' -Q' O.G, I ( 4 BARS CONT. . �� MIN. FROM SILL ENDS AND SPLICES 49 z 30" SQ. X 12" DP. 30" SQ. X 12" DP. _- 3Q" SQ, X 12" DP, 30° ;.� ���` HORI1, TYP, / % 1. X 11 OP. 30 SN, X 12 OP. -TYP: UNLESS OTHERWISE NOTED p �. W1 (1) #4 BAR !EA, WAY W/ (1) X14 BOAR EA. WAY � � / W1 (1j #4 BAR EA. WAY W/ i!) 44 DAR EA, WAY W1 (1) 44 OAR EA.',dAY � � v >"' ° &,Y ABE66 BASE ABE66 BASE ABE66 BASE_ ABETS BASE ABE66 BASE r. . °a A tlr 05 �, � _ a r c? :,2tiw 0 r-- v _.. ..._.. -------�^i , {ro^.^ -r- G k' 0 q BOTTOM OF BOTTOM OF , BOTTOM OF BOTTOM OF BOT TOM OF =��`T_ "_ _ b. :. I p"�.��" FOOTING FOOTING FOOTING FOOTING - FOOTING -1 i 1= I I� ! I i a i i l I==111--`1 f [=ITp' u .r - — NOTE: '._... - # I " ;< v��. ,�, A 2' (�I AT -3' (? AT -4' (J AT -5' (1 % AT -7' (±i i" II I a: =III"1 i I- o`er.' _ _ o 0-19 PROVIDE 44 CIE BARS a T 48„ta.c: ( �i I a I I (I ( �f 2 w c a � �, -EXTEND 48” MIN. INTO SLAB FROM AI I I I *. -`= i :o c- 5 , 13' 0., 2' 01, FOOTING -TYP. U.O.N m{ {� _ v "y v E a ._......«.._....-_.._...__.»_......_...,._..--,..._-:_._...- ,.•.•— ¢^" C -j TIT': I 1 4 ( I I. 1 , C : �! y.rf1 M E (STEP FOUNDATION WALL AS REQUIRED) (STEP FOUNDATION WALL AS REQUIRED) � I I I� �_` iILI- 17 =.=TIM -t',, _..._...___-___.___-___.__.� __._....___ • I I I i I I I I I i � -� � •° .: d b' •----I � I--=1 I' _ _ ryn !, -.-_,.. �._._..___.,_�_.___�+...<_, ..� �.._ _ ��__..-�.�.___�..._._.._._�__�__...�....___,�_�._�. •____._—jam, - v __�.___�,_.__,__.___._ �_ _ .�.__�__. ._ .__ �.% "`__".""'"'""_""."' " rr I 1, -4u 1 I , BOTTOM Or 1 � � BOTTOM OF BOTTOM OF BOTTOM OF 1 ANCHOR 90LT5. ' e � r O F�,.�Ni��TIN ''DETAIL 1 \..., - FOOTING __s_� _ I FpOTING FOOTING r00Tfl°TG /' b1 l X 10 A,f3: AT 66 I r� � , BOTTOM OF % x I #-_..-__.�_..,___...._.,, _ I r , AT 2 (t) AT 3 (�1 AT -4 (+) AT '-5 (±1 I �- TU E'?4TERI'U I-UU I I � S 1 = 1 L_ ._ - _-- - __ _�- ,-- __. __ -- I 1 I (`I I _ FOOTING y I {' O.C: AT 5VEAR.I�ALI:a GALE O AT -5' (! 11 ' I j 2x PTOF SILL PL. W/01/2" X. 12" „ I { q r a I 1 I _..__ I ANCHOR BOLTS AT 6`4O.C, & 12" ROLIV--IN PLUMBING N. FROM ILL ENDS AND SPLICES CONDENSER FOR UNITSW1(ONCRET`OTE: iYP, UNLESS OTHERWISE NOTED SNUNN UN PLANS BOTTOM Or, I , PADS As REQ'D 4", " TF{K, CONC.: SLAB +tt#4tS AT FOOTING j I k I (I I I I 48° O,C: BOTH MAYS AT MID -DEPTH r AT -4' (�l r r A w I r A' Or :L B 0/6 -MIL POLY VAPOR $0 _ . o o BARRIER ON SAND ;i L FILL OVER COMPACTION GRAVEL7 (1YP. ALL SLABS EXCEPT GARAIE PA TIO) BOT OM OF -/I ii, d a OOING .�. ' +- AT m3' (ti I 12'_0„ INDICATION OF INTERIOR WALLS (F,) *Z C I l 1 i R TAiNING WALLS & FOO rINGS 24' SIG, X 12 COR � I , % �t I"� . _ � � / i } 1 1 ! I�I ' ' _ 4 � + p p I PER SEPARATE ENGINEERING W/ (1)I #4 BAR EA, WAY I P_ ._ ._ .� _ .._ _ __ w _ _ ._ ,__ _ _ _ I I a _ I I �-- fit' I_66BA_�___ __ _ -_ � __. - ___ _ __._._ _ __-� _..__ _,__ __.._ __, 41 �!J _-..:.--_..�� . � � �� _ _ V I L�_._J 1I __�� 1 19'-13/4" } I I, I I ���, � � � _ .�,i I �.: --;•-rte. , ;,�-;� � �;__._.,. ___.,-r- �4 BARS CONT. - 1 BOTTOM Or' BOTTOM OF HURIZ. -TYP I i 30'-10" (DSR i FLOOR) I i 1�+'-6"(SLAB _ _ i ._ I I FOOTING A T r00 TING AT , _ __ , - , } I --�_-,•- � _..__ �. a ___.._ _ . I LCAT GRADE' � �+ PIAT, GRADE rr, s 6" I I �cn4 II f4 I I i T I I FOUNDATION DETAIL, }I NOTE: vi I ` r wy y , w50C z caKCGNC,.SLABW#11RIO SCALE, 1PROd10F 4rTR I OARS AT 43 JC BOTH. WAY (AT(D- x` c1 z r l i DEPTH OF SLAG, OVER COMPACTED 1 I "� SND OR GRAVEFILL --TYPAALLRETAINING WA FOOTING PER aEPARAr� ENGINEERING 7 7 CONCRETE SLABS, PADS, F rr. .0:N. I I I I f I } I PROVIDE P.R,V. D:'T,O: I! i I � �,.�'"�� WALL LINE (BEYOtID) ( I►1 IiI I, iI if tI II _ -PROVIDE I :a. _ i�fIiy IiI 3-01/2" X 10" AIR ( _ AT ALT B.P. T F 1 __ _ I I I I HANDLER HANDLER 1 _�.a....�.__. rBOLTS: _..i 3/4 RA D, GONG. SLAB PER PLAN CONIC, O: ORIVAAPRON CQNC7ETE S CEPS AS REQUIRED GA RET. R. { 1aR BOLTS � Lill NC c -----�,..a 01/2•' X 10" PA A.B, , AT 68,`.: x i Y 8 8 i` r- . �...__..._�._...� _ .._._..._._._._._._.._._----�-,..,,a:.. O.C. AT SHEARNr1ul.5 � « ... , , • a _.., _.. ,.:-...M .._ :_ w.....,.._ _,....,.._ z� .._. r. , I I I I 13, O III I I M. 6.. _ I 1T �.. } i X 12° OP. 13" SO, X 12" OP: i I NOTE: I i W/ABE66 BASE W/ABE66 BASE :TIT_ d I, iil r ! I PROVIDE tr„ THK. CONC, SLAB WI#4 � _--, r-:� ., � ti, � _ .. ,�. ` , �'- ;"-r_-,.-~.-x , _ _4 BARS CONT. HUf�IZ, 0 F 1- I---- - BARS AT 4$'" O;r,: BOTH WAYS (AT MID- _ _ j_ Ij i _ �' _ ( I I __ �T T r _ 1 NOTE: i DEPTH OF SLAB) OVER .OMPACTED ! { 7 ! SAND OR GRAVEL FILL -TYP, AT ALL I I k _ PROVIDE 3" C:M,U, RE AINING WALL 1Ti 1 c) CONCRETE SLABS, PADS, ETC. U:D,N. k �`. AS REQUIRED PER SITE CONDITIONS _ - I (STEP FOOTINGS AS REQUIRED) L 1 < FOUNDATION DETAIL..__- _ ELLIPTICAL STEPS AS REQUIRED 2414" GRACE BEAM @ 0,N, GARAGE DOOR � SCALE:4 1 1'-0" � �> !I II I 12'-0„ i i I 24'-0112" � 4 A E P _ BAR TI S AT 48 p.C, ER , FON. , v _ EXtENO rl 5 ; 8 E 4 . Ml NTO ,SLAB i I 2-112 X 10 A:13, S - i I AT AL T'3,P. Lj J LJI I 2x6 PTDF SILL PL, W/1/2P iX 10" ANCHOR BOLTS AT 4'-0" O.C. j& 12' MIN. FROM SILL ENDS AND SPL,iCES-�.-.---�.----- W Li «m.- -,� j. • w, _i_P1 �A . CONC. ON.C., ._ SLAB ..B._>._P.,.E.. �IwR..._! .. I.':P__._L.I. ..A.I_. •, N,- •_.:...,._. k d + ___w«-...r«�.��.'.,-��rI .T_{ 7`I_ __ r..r_ _Y..,f�• . �..__..:._....��.-_ffrwy ..._�- T._I _T.,__-� ^�.� trIT .��.`ri�i - �. a. .. — `.�',.r..l _ ..:,t. '_•,. .i.._.)a ;,......�.:..'�1.:..:�-;. _.;• ...... :-. . ���.: .. 0 <�, A _ ,�ch:,:; , I , a�SCALE: 1/4,Vn, TR R OF NOTES. REVIEW ANY AND ALL ALrACEEDENGINEERINGoocU,�`�s PRIOR To CaNSr`UcT(ccd_tea.ANCHOR BOLTS:r Irrt-�V: _� t7) ,EVIE R OF �rAVl`G RVIr�NTPRIJp fO CONr VC'R TAC_ N CONCRErE SHALL BEPTDF OR FDN GRADEREDWOOD TY . m01/z x 1a A,B; s AT 14 a.C,_ rldiarEO QRADE ,= ALL WOOD MEMBERS IN CON AT SHEAR MALLS AT OE OV -$ 16'-0" s_2 ANCHOR BOLTS: ALL POSTS' COLUMNS SHALL DE ELE/A"ED 1 �fN. AB CONCRETE �AP'KUIED PGI OR COLUMN 3A5P TS � .i T_j,T d1/2,I X i0,A,B,S AT 62:t a.„ ALL METAL CONNECTORS BASES r0 Dr ,S1MPSON OR EQUIVALENT �+ . ., ..- ., 23'-14° AT SHEAR NAL_I S #4 BARS ,d "'_ d .._.....1.1. �- �i1 3 CONT. r10R11, _ �� ate' A I FOOTING DETAIL SAME AS DETAIL #1/4 ,� mOO -; - Imo; a T (. - 4 OAR 'TIE --REF, ca ua. 6 t, 6 i JaE3 NCI, r, FOUNDATION ETAIL �� F TIN DETAIL��_ 4 DRAWLING NO. REVIS11ON 'No,. 1 -STORY MONOLITHIC SCALE: 1„ 11-01) 7 UNC NC. SLAB .CONN. T GOND. SLAB SCALE; 1 1'-0" _„ 0100 i I N WI P FI • SWE'L If Fll,11`