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HomeMy WebLinkAboutB15-2392 038-200-014BUTTE COUNTY FIRE DEPARTMENT Access: An approved fire apparatus access road not less than 20 feet wide shall be.provided for access within 150 feet of all portions of the building. Call 530-538-7888 to schedule a site visit prior to final to verify fire access layout and markings. Address: Ensure structure has appropriate building identification. Minimum 4" high and 0.5" stroke. Ensure the street address is posted at the street main entrance and on the main or first building encountered. Building Identification: Ensure that other buildings on site are identified with same standard as address. Buildings can be numbered, lettered or named, but must be same label as staff on site uses. Fire Extinguishers: Extinguishers must be mounted on a bracket or in a cabinet with the top not more than five feet above the floor. Base requirements are one 2A:10B:C (minimum rating) fire extinguisher is required with no more than 75 feet travel distance. Some areas may require high rated extinguishers with less maximum travel distance, depending on use. Extinguishers may be required to have a sign mounted above in order to be visible from a distance. Light Hazard occupancy (office, classrooms, medical offices, etc.) Provide a minimum of (1) 2A1 OBC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. Comply with Butte County Fire ACCEPTED BY BUTTE COUNTY BUILDING DIVISON AS A PART OF Department ,& Cal -Fire Requirements APPROVED PLAN. REVIEW AND riot to Bui.ldin Division Final: Contact Butte APPROVAL IS. GRANTED BY ANOTHER p g AGENCY ORDEPARTMENT FOR THIS _ / `County Fire for requirements & inspections. ITEM. 530.538.7888 PERMIT NUMBER: B15-2392 APN: 038-200-014 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 1 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue' Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek` JAN 19 V6 3ER ICC ES Report ESR -1311& ESR 1988 .' ?1 \� —2 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802.IOroof/R502.1Ifloor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Tnrss Detail Title Detail ti = Included Gable End 85 Wind B 1 Gable End 110 Wind B I Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-B1 Summary Sheet at www.sbeindustrv.eom Systems Plus Job Number 1505-066 Date 08/08/2015 Revision(s) Gorrill Ranch PERMIT `- Customer BUTTE. OUNTY DEVELOPMENT SE hEVIEVVED FO Project Office Building CODE COMPLIANCE Location • Durham; CA DATE BY PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-BI SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES F► copy SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MIUSAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY.THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. I - 11 hm1i F MiTeks MiTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Telephone 916-676-1900 Fax 91676-1909 May 14, 2015 i Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 Dear Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, ONO Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations BUTTE COUNTY BUILDING A PPR"'M DETAIL FOR COMMON AND END JACKS MIM/SAC - 8 -40PSF 11/25/2013 PAGE 1 ®fes R TCLL LOADINGs0 I PlateslIncrease 21.15 BRACING 1 TCDL 14.0 Lumber Increase 1.15 ; TOP CHORD BCLL 0.0 Rep Stress Incr YES BOT CHORD BCDL 10.0 nil MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF No. 1& BTR G BOT CHORD 2 X 4 DF No. 1& BTR G 1 - ... - -.- .......... .. .... . . ...... MiTek Industries, Inc. Sheathed. I Western Division Rigid ceiling directly applied. LENGTH OF EXTENSION AS DESIGN REO'D 20-011 MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE ' W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS -2-0-0 NOTE: TOP CHORD PITCH: 3/12-8/12 �a BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND -' BOTTOM CHORD TO BE "2" MIN. - SPACING= 24." O.C.. / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD' CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS 2' ,"'--- _— �✓ 3x6 _ ZONlO,y - --- -- CONN. W2 16d COMMON WIRE (0:162 -DIA. X 3.5" LGT) TOE NAILS 8-0.0 NO, C76428 F -U -O � -- -- --—___--_ fXP.12-31-141 _..__o EXT. CNIL I 2 -U -J p� - ---a-I OF 0-4 EXT. ---- .._� iov .2 5 2-a I-'-- L': ' CONN. W/3 16d COMMON WIRE (0.162.OIA X3.5- LGT) TOENAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS LUMBER MAY BE 2X4 DF STUD/STD G l BOTTOM CHORD LENGTH MAY BE 2'-0'J �•,i �' 3X6 = OR A BEARING BLOCK. CONN. W2 16d COMMON WIRE(0.162-DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR l 2-0-0 B-0-0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BUTTE COUNm/ BUILD(!VC APP.IL WAR.VLVO - 9erVy dastgn pm .ter. and REiD NOTES ONTIUS A N''p7NCLUDED WTRK REFERENCE P icz hu,7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on Individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - nor truss designer. Bracing shown is for lateral support of individual web members only. Additional ;emparary bracing to insure stability during construction is the responsibility 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/TPIt Quality Cdteda, OSS -89 and BCSII Budding Component Safety Information available from Truss Plate Institute. 583 D'Onotsio Drive, Madison. WI 53719. y 7777 Greenback Lane - Suits 109 Citrus Heights. CA. 9561 Me .:k® FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) 0 00 0 0o GABLE END, COMMON TRUSS nOR GIRDER TRUSS MiTek USA, Inc. This with 2x3 2 MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS r TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE NAILS ( 2 ) 16d TOE NAILS DETAIL A ' I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12,PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT 1 � DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING [AVIS'ION APPROVEE) w C * E R 12-3' S� CIV11- 9 TFOF rAli -- --- -- --- -- --- -- il ' BASE TRl VALLEY TRUSS TYPICAL TYPICAL I 24" O.C. VALLEY TRUSS TYPICAL 5 ( 24" O.C. ) \ GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS r TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE NAILS ( 2 ) 16d TOE NAILS DETAIL A ' I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12,PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT 1 � DETAIL C (NO SHEATHING) BUTTE COUNTY BUILDING [AVIS'ION APPROVEE) w C * E R 12-3' S� CIV11- 9 TFOF rAli MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 0 00 0 00 a MiTek USA, Inc. 1) MiTek USA, Inc. Page 1 of 1 y size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 101-0" 1610 8 186 1 886 2829 _ y; 3143 3143 4715 2358 2358 3536 1886 1886 2829 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 3143 4715 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 y size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAV BE REPLACEDWITH WOOD BLOCKING. SEE -STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) CO w C * E P. 12-3 s'T CMI gTFOFCAI. r GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUAURED PROFESSIONAL ' 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131'12.5') FOR 1.4 BRACES, 2-10d (0.131'x3') FOR 24 and 2+4 BRACES, AND 3-10d (0.131'X4') FOR 2.6 BRACES 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 114 LATERAL BRACES, 2.1 Od (0.131')G') NAILS FOR DG and 2.4 LATERAL BRACES AND 3-1 Od (0.131'X!') FOR 2141 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) OSB•89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w sbeindustry.mm and xww #IsLorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAV BE REPLACEDWITH WOOD BLOCKING. SEE -STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) CO w C * E P. 12-3 s'T CMI gTFOFCAI. r p MR-, I t-qiqT ffeko, - ` MiTek .USA, Inc. 7777 Greenback Lane " Suite 109 ' Citrus Heights, CA, 95610, Telephone 916/676-1900 Re: 1505-066 Fax 916/676-1909 Gorrill Ranch The truss drawing(s) referenced below have been prepared,by MiTek USA, Inc. under my direct supervision • based on the parameters provided by SysteinsPlus Lumber. Pages or sheets covered by this seal: R45385089 thru R45385155 My license renewal date for,the state of California is December 31; 2016. Lumber design values are in accordance with ANSUTPI I'section 6.3 These truss designs rely on,lumber values established by others. Q?,OF ESS/04/ rj N10 Uj 76428 z m of o :* �.EXP. 12/31/2016ti sT9r C1 F September 11,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI I. ` BUTTE COUNTY ,. ti BUILDING DIVISION Ivry ;nyI t;ornn Hancrl R45385089 150A01 MONOPITCH X39 i 1 i 1-1066 I _____ _____ Job Reference (optional)- SYSTEMS PLUS LUMBER CO, ANDERSON, CA - _ 7.630 s Jul 28 2015 MiTek Industries; Inc. Thu Sep 10 15:06:44 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-gJhbzt107ZhzU4rAKCc970tN3LmulB_uXrgooayezS9 -4-0-0 7-8-13 _ 13-11.4 - 22-6-0 4-0-0 - 7-8-13 6-2-7 B-6.12 ' 3x8 = txa a _^_ _ - 6x6 = 4x8 = K Scale= 1:59.4 4x5 Plate Offsets (X.Y)-- IB:0-8-10.0-0-121j Hf .0.3-8 0-2-01 1) Unbalanced roof live loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (lac) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.09 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 1 VeFt(TL) -0.28 G -H >700 180 model was used the analysis and design of this truss 8) Hanger(s) or other device(s) BCLL 0.0 ' Rep Stress Incr NO WE 0.88 1 I Horz(TL) -0.01 G n/a n/a 9) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (8). BCDL 10.0 Code IBC2012/TPI200T (Matrix -M) I 1 Weight: 144 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.18Btr G ontinuid on pace 2 end verticals. WEBS 2x4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing. G -K: 2x6 DF SS G WEBS 1 Row at midpt F -G, E -G is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the `e I f7 MiTek recommends that Stabilizers and required cross bracing MiTek fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Oually Criteria, DS8-89 and BCSI Building Component Safety information from Truss Plate Institute, 781 be installed during truss erection, in accordance with Stabilizer - Suite 109 I Installation guide. REACTIONS. (Ib/size) J=1587/0-5-8, G=1073/0-5-8 Max Horz J=504(LC 7) Max Upl1ftJ=-630(LC 4), G=-391(LC 5) Max Grav J=1587(LC 1), G=1258(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-961/1490, C -D=-557/125, O -E=447/130, E -F=-381/265, F -G=-1041/381 BOT CHORD B -J=-1350/873, I -J=-1350/840, H -I=-1350/840, H-0=-119/288, G-0=-119/288 WEBS C -J=-1439/660, C -H=-770/1683, E -H=-284/321, E -G=-305/108 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members.1�QF ESS/o 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) J=630; QQ Nq G=391. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity in pT N 10 l� C(7 ti model was used the analysis and design of this truss 8) Hanger(s) or other device(s) P 'nom connection shall be provided sufficient to support concentrated load(s) 871 Ib down and 226 lb up at Co c7 Z 22-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.0 7642$ y fn 9) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (8). W U Z rn 10) WARNING`. Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q O X EXP. 12/31/2016 p CASE(S) Standard BUTTE CQUNIT" L) DeadAD + i) Dead +Roof Live (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads Vert: 13UILn ING CIVIL s -F=- 60, G -L=-20 A PRO @0 E�1.� ��FCA�1 ontinuid on pace 2 September 11,2015 ,j1 WARNING - Ven y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rov. 02/161201 S BEFORE USE. Design valid for use only with ANlek connectors. This design B based only upon parameters shown, and is for an individual building component. R Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the `e erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Oually Criteria, DS8-89 and BCSI Building Component Safety information from Truss Plate Institute, 781 7777 Greenback Lane available N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 Job Puss - „ Truss Type r - �Oty iPly Ggrrie Ranch 11505 066+ !• - . f - 1 MONOPI7CH • i • X39 • 1 �- R45385089 Reference_(ophonal ' SYSTEMS PLUS LUMBER CO, ,.ANDERSON; CA 7.630 s Jul 28 2015 Mitek Industries, Inc. Thu Sep 10 15:06:44 2015 Page 2 i D;m?B L N6cR HYyDzcfxskciOpz2kV A-gJ hbztl O7ZhiU4 rAKCc97Q tN 3Lm ul8_uXrgooayezS9 LOAD CASE(S) Standard f Concentrated Loads (lb)- Vert: F=-638(F) r / � r 1 ' BUTTE COUnlN. e BUILDINC j..y. ' + AP.; AL WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 161/1-7477 rcv. 02116/2015 BEFORE USE. �� - + Design valid for use only with Mlek connectors. This design ', •� �• -I 9 N gn is based only upon parameters shown, and for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. 'Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding ' M iTek• _ fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criterio, DSII-89 and BCSI Building Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute: 781 N. Lee Street, Suite 312. Alexandria, VA 22314. - Suite 109 Citrus.HeighLs-CA956.1.0 ) Iruss I ype July !Ply i Gorrill Ranch IMONOPITCN 4 i __ 1 I __ /Job Reference_(optional)_________ °RSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:06:4 I D:m?BLN6cRHYyDzcfxskciOpz2kM.BVFzBDIOutgg6EQMuw7OfdOZ7k6z 7.5-13 13.8.4 22-3-0 7-5-13 6-2-7 8-6-12 I .. G F 3x4 2.4 :1 316 4x4 = 6x6 = 5-9-0 __ 13-8-4 22-3.0 —5-9-0 __ 7.11.4 8-6-12 0 4x5 R45385090 -BPage k mVPLKOyezS8 Scale = 1:58.8 Plate Offsets (X,Y)-- iA:0-0-6 0-0-41 LOADING (psf) SPACING- 2-0-0 ! CSI. DEFL. in (loc) I/deb L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 1 Vert(LL) -0.09 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.28 F -G >703 180 BCL2 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) -0.01 F nra n/a BCDL 10.0 Code IBC2012I TPI2007 (Matrix -M) I Weight: 134 Ib FT= 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 OF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F -J: 2x6 OF SS G WEBS 1 Row at midpt E -F, D -F ' MiTek recommends that Stabilizers and required cross bracing f be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (Ib/size) 1=1203/0-5-8,F=1197/0-5-8 Max Horz 1=475(LC 7) Max Upliftl=-393(LC 4), F=-406(LC 5) Max Grav 1=1203(LC 1), F=1309(LC 15) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-204/534, B -C=-691/205, C -D=-580/231. D -E=-380/264, E -F=-1039/379 BOT CHORD A-1=433/213, H -I=-662/259, G -H=-662/259. G -N=-149/490, F -N=-149/490 WEBS B -I=-1046/416, B -G=-309/973, D -F=-533/144 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 1Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1--0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=393, F=406. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 870 lb down and 224 Ib up at 22-3-4 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). 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQ?,OF ESS/O,v ���P�OTNIO �2 2 76428 z m 0 :Z) ^1 LOAD CASE(S) Standard BUTTBCOUN EXP. 1213112016 1)Dead+Roof Live (balanced): Lumber Increase= 1.15, Plate lncrease=1.15 BUILDING hIU,SIry, Uniform Loads (pI0 civil_ �Q Vert: A -E=-60, F -K=-20 APPROVED ROD OFCAt- Continued on page 2 September 11 ,201 5 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rov. 0216/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heights,AA_956.1.0 lJob - Truss Truss Type ,Qry IPIyi Go ill Ranch -- R45385090 '1505-066 IA02 MONOPITCH �- — --- ------- ------- ------ --- I--- Job Reference.(option>al ----� I SYSTEMS PLUS LUMBERLO. ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15.06.45 2015 Page 2 I D: m? B LN6cR HYyDzcfxskciOpz2 k Wt-8 V Fz B DI Outgg6EQM uw70fdOZ7k6z 11 P2m V PLKOyezS8 LOAD CASE(S). Standard - Concentrated Loads (lb) Vert`' E=-638(F) , r BUTTE COUNT BUILDING J' APP APP U V A WARNING - Von y des g paromoters d READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-747i— 021162015 BEFORE USE.- Design valid for use only with M9ek connectors. This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown e■ V is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITek" erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB=89 and SCSI Building Component 7777 Greenback Lane Solety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. - - -Suite 109 - Citrus-Heights-CA-956.1.0 1505-066 !A03 f MONOPITCH 7-5-13 R45385091 1 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:06:46 2015 Page 1 ID:m?BLN6cR HYyOzcfxskciOpz2kWt-chpLOZJffAyhkO?YRdedCrzkM8SsmEFB_99usSyezS7 13.8-4 22-3-0 6-2-7 8-6-12 L Scale - 1:59.7 4.00 )12 . 4x5 F; K J H G 3x4 = 2x4 II 3x4 = 3x6 = 6x6 3x4 = r_9-9-0 13-8-4 ..22_3-0 9-9_0 3-11-4 __ 8-6-12 LOADING (pso j SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 ( Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.10 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.29 ' G -H >493 180 SCLL 0.0 ' i Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) i Weight: 1401b FT = 20 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: G -L: 2x6 OF SS G 6-0-0 oc bracing: H -J. WEBS 1 Row at midpt F -G, E -G MiTek recommends that Stabilizers and required cross bracing ` be installed during truss erection, in accordance with Stabilizer Installation guide. _ _ _ REACTIONS. (Ib/size) G=1073/0-5-8, A=335/Mechanical, J=991/0-5-8 Max Horz A=475(LC 7) Max UpliftG=-369(LC 5), A=-79(LC 4), J=-214(LC 4) Max GravG=1213(LC 15).A=335(LC 1),J=991(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-544/153, B -C=-309/210, C -D=-498/225, D -E=-444/229, E -F=-381/264, F -G=-1041/383 BOT CHORD A -K=-167/370, J -K=-167/370, H -P=-81/267, G -P=-81/267 WEBS E -G=-275/88, B -J=-605/136, C -J=-658/171, C -H=-134/584 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with.any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except Qt=1b) G=369,J=214. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 870 Ib down and 224 Ib up at 22-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 101 In the LOAD CASES) section loads a lied to the fa f thet t d f F b ck QRpF ESS/O,v N CO CO G)LJj76428 z m pp face o cuss are no a as ront ( ) or a (e). BUTTE C�UN1 Y* EXP. 12131!2016 m 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES BUILDING DTVI-;" CASE(S) Standard T CIVIL 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 /� �"� �p... L APP"RO .s� OFCALIF��� Continued on paqe 2 September l i,201 5 AL WARNING - Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/162015 BEFORE USE. Design valid for use only with Mlok connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, dually control, storage, delivery, erection and bracing- consult ANSI/1P11 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Ci W s-Beighm-CA-956.1.0 LOAD CASES) Standard _ y Uniform Loads (plo Vert: A-F=-60, G-M=-20 Concentrated Loads (Ib) Vert: F=-638(F) - T BUTTE G®UNT11 - BUILDING D1, ! _ o AL WARNING - Ven y design parameters and READ NOTES ON THIS AND INCLUDED MITE)( REFERANCE PAGE MII-7073 rov. 01116/2015 BEFORE USE.- Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. s Applicability of design parameters and proper incorporation of component is responsibility of building des-gner.-not buss designer. Bracing shown' t • is for lateral support of individual web members only. Additional tempordry bracing to insure stability during construction is the responsibility of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•69 and SCSI Building Component �. l Solely Information available fromTruss Plate Institute. 781 N. lee Sheet. Suite 312.7777 Greenback Lane'Alexondria, VA 2231x. / Suite 109 Citrus.Heights-CA-956.1.0 • •t 7-11.11 A_0-0 341-3 7-5-0 7-G12 , 11-2-e 16-0.2 20-11-8 4.0.0 3.8.3 3-8-13 0.1'-i2 3.2-13 4.9.10 4.11.6 0-0-15 Scale = 1:43.8 4.00 j 12 2x4 I D 5x8 \\ E 2x4 F 3x8 = G 2x4 1 H 4xlu — 3-8-3 6-0-0 7-5-0 11-2_8 16_0.2 20-11-8 —_ 3-8-3 2.3-13 1-5-0 3.9.8_ 4-9_10 4.11.6 Plate Offsets (X Y)-- B:0-6-10 0-0-41 _ _ LOADING (psf) SPACING- -2-0-0 CSI. I DEFL. in (loc) I/def] L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.03 J -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.08 J -L >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.01 1 n1a n/a BCDL 10.0 Code IBC2012lfP12007 (Matrix -M) Weight: 253 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except E -H: 2x4 DF No. 1&Btr G end verticals. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G " ^" REACTIONS. (Ib/size) 1=1677/0 -5 -8,B= -4010-5-8,M=3104/0-5-8 _ Max Horz B=117(LC 7) Max Uplift 1=-454(LC 5), 8=-437(LC 30), M=-760(LC 5) Max Gravl=1678(LC 20), 8=361(LC 18), M=3104(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-538/1587, C -D=-374/1377, D -E=-346/1330, E -F=-2082/556, F -G=-2064/546 BOT CHORD B -N=-1470/528, M -N=-1470/389, K -L=-646/2330, K -T=-646/2330, J -T=-646/2330, p BUILDING DIVISION BU J -U=-646/2330, U -V=-646/2330, I -V=-646/2330 WEBS C -N=-330/161, E -L=-705/2742, F -L=-429/155, G -L=299/75, G -J=-199/914, G -I=-2502/672, E -M=-2198/609 APPROVED NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QF ESS/0/j/ 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS Q? (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 O N �t7 9l� 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for ��� y a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for CID a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 0 O m W (-)76428 Z 8) A plate rating reduction of 20% has been applied for the green lumber members. fTl LU XZ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=454, 4f. EXP. 12/31/2016 m B=437, M=760. 10) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 Ib down and 90 Ib up at 7-9-2 s% CIVIL on top chord, and 894 Ib down and 284 Ib up at 8-0-0, 336 Ib down and 118 Ib up at 10-0-12, 338 Ib down and 120 lb up at 12-0-12, 338 lb down and 121 Ib up at 14-0-12, 338 Ib down and 122 Ib up at 16-0-12, and 338 Ib down and 123 Ib up at 18-0-12, and 338 Ib �Q 9TF6F down and 124 Ib up at 20-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. CAItY 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ;ontinued on we 2 September 11,2015 A^S WARNING .'Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 0 211 612 015 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 :Job TrussjTru55 Type - Qty IPly Gonill Ranch I - 1 - 845385092 :1505-066 A04 , � Rdo150ecizl Girder 12 SYSTEMS PLUS LUMBER CO, ,Job Reference_(opGorial)_ ANDERSON,-0A - 7.630 s Jul 28 2015 MiTek Industries. - Inc. Thu Sep 10 15:06:48 2015 Page 2 _ - ID:m?BLN6cRHYyDzcfxskciOpz2kWt-Z4w6pFLvBoCPzi9xZ2h5HG23UyAaE31USTe?xlyezS5 LOAD CASE(S) Standard - - - 1) Dead+ Roof Live (balanced): Lumber Increase=115, Plate Increase= 1. 15 - Uniform Loads (plf) - - - Vert: A-E=-60, E-H=-60, 1-0=-20 Concentrated Loads (lb) Vert: E=85(F) K=-338 J=-338 R=-894 S=-336 T=-338 U=-338 V=-338 BUTTE COUNrn, BUI,LDINY.7- A 111"N AL WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev, 02H6/2015 BEFORE USE. Design volid for use, only with Mgek connectors. This design is based only upon parameters shown, and is for on ndividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, MITek• - fab6cation, quality control, storage. delivery. erection and bracing, consult ' ANSI/1141 Quality Criteria, DSII-89 and BCSI Building Component - 7777 Greenback Lane - Safety Inlormalion available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 - Citsus.Heights,-CA_95610 R45385093 505-066 A05 Roof Special ;2 t IJob Reference (optional) —_______—.______-_--__—_—_ — SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.610 s Jul 28 2015 MiTek tndustries, Inc. Thu Sep 10 15:06:49 2015 Pagel I D:m?BLN6cRHYyDzcfxskciOpz2k Wt -1 GU U 1 bMXy5KGbsk771CKgTbEOM WtzXOdg7NZTnyezS -4-0.0. 6-2-12 9-5-0 9-11-11 15-1-6 20-11.8 4-0-0 6-2-12 3.2-4 0.611 5-1-11 5.10.2 Scale = 1:43.8 5x6 3x8 = 3x4 II t 4.00;12 13-:6 E F 3x4 I H K G 4x5 = 2x4 `: 3x8 =- 3X6 20 :I 3x4 Plate Offsets (X Y)_ B[ .0.0.2,Edge] LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) I/def L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.02 G -H >999 240I MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) 0.08 G -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.55 1 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code 18C2012frP12007 (Matrix -M) I I Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except D -F: 2x4 DF No. 1&BtrG end verticals. 80T CHORD 2x4 DF No. 1&BIT G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends thafSlabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer _Installation guide. REACTIONS. (Ib/size) G=553/0.5-8, 8=480/0-5-8, K=869/0-5-8 Max Horz B=147(LC 7) Max UpliftG=-97(LC 5), B=-229(LC 23), K=-11O(LC 5) Max Grav G=553(LC 1), 8=502(LC 19), K=869(LC 1) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. _ All forces 250 (lb) or less except when shown. TOP CHORD B-C=548/557,C-D=-427R7,D-0=-368/84,E-0=-378/85 BUILDING DIVISION BOT CHORD B -K=-490/440, I -J=-149/688, H-75149/688, K=-78549/688 WEBS E -J=-377/95, E -H=0/255, E -G=-751/138, C -K=-785/161, C -J=•124/627 AP P� OVEE) NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. ESS/0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G except (t=1b) B=229, 9,OF OQ N9 l� K=110. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity was in the Q� OT N 10 model used analysis and design of this truss. 9) Hanger(s) device(s) . or other connection shall be provided sufficient to support concentrated load(s) 110 Ib down and 121 Ib up at t• j c jP 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) loads face 0 76428 m U section, applied to the of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W Z rT1 Of Q 0 X ^7 EXP. 12/31/2016S) LOAD CASEStandard * -* 1) Dead + Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A -D=-60, D -F=-60, G CjV(L \P -L=-20 9?FOFCAL Oen Seotember 11.2015 �S WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citn s.Meights•-CA_956.10 A 4.00 `1 3x4 C i vI of 9 3x8 = K� 2.4 I 5x8 2.4 II Scale = 1:43.2 3x4 = 3xb — 3x8 = 2xa II 3x4 '= FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5,2_4 4-8-6 4-10-2 Plate Offsets (&y)--8:0-8-2 _00-41 WEBS C -K= -712/193,C -J= -96/569,E -H= -318/137,F -H=-109/643 _ NOTES- (11)\���q®p 1) Unbalanced roof live loads have been considered for this design. p� POr�C� !El'® 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psi) SPACING- 2-0-0 ' CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.01 K -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.04 G -H >999 180 -/� BCLL 0.0 ' Rep Stress Incr YES I WB 0.28 Horz(TL) 0.00 G n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) I Uniform Loads (plo Weight: 116 Ib FT = 20% LUMBER- T IV11 9TFOF BRACING - C A0 TOP CHORD 2x6 DF SS G 'Except' Seotember 112015 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except D -F: 2x4 OF No.1&Blr G end verticals. BOT CHORD 2x4 OF No. 1Mir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G _ _i ,' MiT.ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. i G REACTIONS. (Ib/size) G=564/0-5-8, 8=513/0-5-8i K=819/0-5-8 Max Horz B=177(LC 7) Max UpliflG=-95(LC 4), B=-217(LC 23), K=-115(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-566/555, C -D=-571/104, D-0=-517/125, E-0=-517/125, E -F=-517/125, F -G=-520/120 BUTTE COUNTY BOT CHORD B -K=-495/453, I -J=-99/504, H -I=-99/504 WEBS C -K= -712/193,C -J= -96/569,E -H= -318/137,F -H=-109/643 p' BUILDING DING DIVISION NOTES- (11)\���q®p 1) Unbalanced roof live loads have been considered for this design. p� POr�C� !El'® 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) G except Qt=lb) 8=217,K=115. ESS/0/k 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be to Oq�OF l �� (31 N 1O � ��,c� provided sufficient support concentrated load(s) 105 Ib down and 97 Ib up at 12-0-0 on top chord. The design/selection �� Q� 4- G)10) of such connection device(s) is.the responsibility of others. -/� In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CI 0 76428 m 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W V Z f1"1 LOAD CASE(S) Standard EXP. 1213112016 m 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -D=-60, D -F=-60, G -L=-20 T IV11 9TFOF C A0 Seotember 112015 Alk WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rov. OV1612015 BEFORE USE. Design valid for use only with M9ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citms.Heights-CA_956.10 6-5-2 _ _— --- 13.1.15 13-8-10 16-M5- 20.8-7 6-5-2 6-8-13 6511 3-1-11 3-10-2 5x6 Scale = 1:36.6 2X4 11; REACTIONS. (Ib/size) F=487/0-5-8.1=1148/0-5-8. Max Horz 1=174(LC 7) Max UpliftF=-100(LC 5), 1=-296(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-195/521, B -C=4144!71, C -M=-339/91, D -M=-349/93 BOT CHORD A -I=-417/203, H -I=-431/130, G -H=-431/130, F ,G=-115/287 WEBS B -I=-999/318, B -G=-104!792, D -F=-427/133 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=116mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=1b) 1=296. 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Ib down and 97 Ib, up at 13-8-15 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): 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -E=-60, F -J=-20 BUTTE COUNTY B®UILDING DI®VISION 6 ®���® V LJ OQ�OFESSIf �2 2 76428 z m IX 0 ;0 o�9T C(V(l_ Q F�FCAUF� September 11.2015 WARNING. Ven y Resign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/1.7473 rev. 0111612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component.�� Applicability of design parameters and proper incorporation of component 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 responsibillity of the - WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For an general guidce regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citsus.Heights,-C/-95610 I 3x6 = F 3x4 = 2x4 ,t 4x8 = 3x4 = 5-8-15 5_11-1i— 13-1-15 20-8-7 5_8-15_ --_--_ 0j- 12 _--_--__---_ 7-2-4 _— 7-58 Plate Offsets (X,Y)_ (A:0-0-2.0-0-41 LOADING (psf) SPACING- 2.0.0 CSI. ; DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL I 1.15 TC 0.31 Vert(LL) -0.06 ,F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 I Vert(TL) -0.19 F -G >948 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) -0.00 F n/a n/a BCDL 10.0 I Code IBC2012/TPI2007 (Matrix -M) Weight: 107 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except C -E: 2x4 OF No. 1&BIT G end verticals. BOT CHORD 2x4 DF No.]&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 odbracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=487/0-5-8.1=1148/0-5-8. Max Horz 1=174(LC 7) Max UpliftF=-100(LC 5), 1=-296(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-195/521, B -C=4144!71, C -M=-339/91, D -M=-349/93 BOT CHORD A -I=-417/203, H -I=-431/130, G -H=-431/130, F ,G=-115/287 WEBS B -I=-999/318, B -G=-104!792, D -F=-427/133 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=116mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F except (jt=1b) 1=296. 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Ib down and 97 Ib, up at 13-8-15 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): 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -E=-60, F -J=-20 BUTTE COUNTY B®UILDING DI®VISION 6 ®���® V LJ OQ�OFESSIf �2 2 76428 z m IX 0 ;0 o�9T C(V(l_ Q F�FCAUF� September 11.2015 WARNING. Ven y Resign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/1.7473 rev. 0111612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component.�� Applicability of design parameters and proper incorporation of component 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 responsibillity of the - WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For an general guidce regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citsus.Heights,-C/-95610 :Job ;Truss Truss Type _ 10ty, Ply jGorrill Ranch 11505-066 jA08 Roof Special 12 1 1245385096 L— --__! _- i Job Reference lontionall •� -�� ��+• ^,.vcn•�v��. �n I.— s Jul 4e 4015 Ml I ex Inaustnes, Inc. Thu Sep 10 15:05:52'. I D:m?BLN6cR HYyDzctxskciOpz2kVul-RrAcfcOPEOigSJTioul l S6gVZV HA 10-65 15-1-15 15-8-10 20-8-7 ~10.65 4-7-10 6611 - 4-11-13 3x4 = 5x6 D/'IM 4.00'12 3C 2x4 B H G N I/ 3x4 = - 3x6 = 3x8 = Scale = 1:38.7 3x5 = E F2x4 11 15 _ 511-11 15.1-15 _ 20-8-7 t 5-8-15 0.2_12 9-2.4 5 -6 -8 - LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 i Lumber DOL 1.15 BCLL 0.0 ' I Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 DF. SS G 'Except' D -E: 2x4 OF No.t&Btr G 80T CHORD 2x4 DF NO.l&Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) F=537/0-5-8,1=1175/0-5-8 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP I TC 0.35 Vert(LL) -0.11 G -I >999 240 MT20 220/195 BC 0.36 Vert(TL) -0.33 G-1 >540 180 WB 0.57 ( Horz(TL) 0.00 . F n/a n/a (Matrix -M) ! Weight: 111 lb FT = 20% BRACING - TOP CHORD BOT CHORD Max Hort 1=201(LC 7) Max UpliftF=-122(LC 5), 1=-313(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-233/542, B -C=-149/498, C -D=-424/113, D -M=-358/123, E -M=-371/126, E -F=-500/137 BOT CHORD A -I=-445/241, H -I=-167/261, G -H=-167/261 WEBS B -I=-422/214, O -G=-254/140, E -G=-104/483, C -I=-904/232 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing:.... _..i. be installed during truss erection, in accordance with Stabilizer Installation guide. _ NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) F=122, 1=313. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 Ib down and 138 Ib up at 15-8-15 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, O -E=-60. F -J=-20 Concentrated Loads (lb) Vert: M=-67(8) BUTTE COUNTY BUILDING DIVISION APPROVE® /.tv`QpF ESS/O �_�0T U, /b428z Mn * /31/2016 m CIVIL \FOF CAL -Senternher 11 'W11G WARNING- Von y design parematers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rov. 0211612015 BEFORE USE. Design valid for use only wilh Wrek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobTly during construction is the responsibility of the Igo' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. derrvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plote Inslitute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Cilrus.Heights_CA-956.10_ II -tib 17-1.15 17-8-10 20-8-7 11-65 5-7-10 0-6.11 2-11-13 5x6 Scale = 1:40.0 3x4 = — F 3x5 = 2x4 II 5x8 = 3x8 = 2X4 :: LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012frPI2007 LUMBER - TOP CHORD 2x6 DF SS G'Except' D -E[ 2z4'DF No.1&Btr G BOT CHORD 2x4 DF No.1&Bir G _7.1'- `WEBS-'!;•-,- 2x'4 OF Stud/Std G REACTIONS. (Ib/size) F=419/0-5-8,1=1135/0-5-8 Max Horz 1=228(LC 7) Max UpliftF=-68(LC 8), I=-293(LC 4) Max Grav F=419(LC 1), 1=1141(LC 19) CSI. DEFL. in (loc) 1/deg Ud TC 0.39 Vert(LL) -0.02 G -H >999 240 8C 0.17 Vert(TL) -0.06 G -H >999 180 WB 0.37 Horz(TL) -0.00 F n/a n/a (Matrix -M) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD A -B=-210/563, B -C=-408/81, C -D=-265/74, E -F=-395/90 BOT CHORD A-1=463/220, H -I=-501/124, G -H=-124/321 WEBS E -G=-73/381, B -I=-997/301. B -H=-139/844 PLATES GRIP MT20 220/195 Weight: 120 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and, required cro's's bracing be installed during.truss erection, in accordance with Stabilizer Installation uide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except Qt=lb) 1=293. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 Ib down and 91 Ib up at 17-8-15 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) , Vert: A -D=-60, D -E=-60, F -J=-20 Concentrated Loads (lb) Vert: M=91(F) BUTTE COUNTY BUILDING DIVISION YyU"®ED Qy�pF ESS/0N �() N10 yF�< �) 76428 z m � Z7 EXP. 12/31/2016 AL September 11 2015 AL WARNING - Vorlry design paramotars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication. qualify control, storage. delivery. erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Intonnotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heigh1s,-CA_956.10_____ 1 ! R45385098 1505-066 :A10 !Roof Soecial 2 t 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:06:54 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWl-NEIN4IPgmeyYhdc5vJnVXX12ZND1epgNgP5J8?yezS? 20-8.7 12.65 6.7-10 0.6 -ti 5x8 11 G-11-13 Scale = 1:44.3 4.00 12 20 - 3x6 3x5 = 2x4 If 3x5 = 3x4 = 3x5G LUMBER - 'TOP CHORD 2x6 DF SS G'Except -E-F:. 2x4 OF No. 1&Btr G • -• BOT CHORD 2x4 DF No.t&Blr G .'WEBS 20 OF Stud/Std G REACTIONS. (Ib/size) G=647/0 -5-8.K=1162/0-5-8 Max Horz K=257(LC 7) Max UpliftG=-195(LC 8), K=-297(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-209/552, B -C=-480/70, C -D=-367/93 BOT CHORD A -K=-450/219, J -K=-514/113, I -J=-514/113, H-1=-136/391 WEBS D -H=-312/133, E -H=-31/353, E -G=-635/157, B -K=-1012/312, B -I=-146/885 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid -ceiling directly applied or 6-0-0 oc bracing. MIT.ek_recommends.that'Slabilizers and required cross bracing r r. be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) G=195, K=297. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 Ib down and 165 Ib up at 19-8-15 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead -Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plo Vert: A -E=-60, E -F=-60, G -L=-20 Concentrated Loads (lb) Vert: 0=-164(8) !1 WARNING - V.,ify dasign paremate,s and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11 -7473-v. 021162015 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown• and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery• erection and bracing. consult ANSI/TPII Quality criteria, DSB-89 and BCSI Building Component Solely Inlormation available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® QROF ESS/O�. ��F�P�OT N IO yF c Z 76428 z m O � * EXP. 12/31/2016 m sT civil- �P �TFOF CAI-1F0�� September 11,2015 Nil' MiTek' 7777 Greenback Lane Suite 109 5_8.15 12-6.5 19-1-15 5_8-15 6-9-6 6-7-10 _20.67 1-68 _Plate Offsets (X,Y)-_(A_Edge 0-1-81 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.03 H-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.10 H -I >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) -0.00 G n/a n/a BCDL 10.0 1 Code IBC2012lrP12007 (Matrix -M) f Weight: 127 Ib FT = 20% LUMBER - 'TOP CHORD 2x6 DF SS G'Except -E-F:. 2x4 OF No. 1&Btr G • -• BOT CHORD 2x4 DF No.t&Blr G .'WEBS 20 OF Stud/Std G REACTIONS. (Ib/size) G=647/0 -5-8.K=1162/0-5-8 Max Horz K=257(LC 7) Max UpliftG=-195(LC 8), K=-297(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-209/552, B -C=-480/70, C -D=-367/93 BOT CHORD A -K=-450/219, J -K=-514/113, I -J=-514/113, H-1=-136/391 WEBS D -H=-312/133, E -H=-31/353, E -G=-635/157, B -K=-1012/312, B -I=-146/885 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid -ceiling directly applied or 6-0-0 oc bracing. MIT.ek_recommends.that'Slabilizers and required cross bracing r r. be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) G=195, K=297. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 Ib down and 165 Ib up at 19-8-15 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead -Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plo Vert: A -E=-60, E -F=-60, G -L=-20 Concentrated Loads (lb) Vert: 0=-164(8) !1 WARNING - V.,ify dasign paremate,s and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11 -7473-v. 021162015 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown• and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery• erection and bracing. consult ANSI/TPII Quality criteria, DSB-89 and BCSI Building Component Solely Inlormation available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® QROF ESS/O�. ��F�P�OT N IO yF c Z 76428 z m O � * EXP. 12/31/2016 m sT civil- �P �TFOF CAI-1F0�� September 11,2015 Nil' MiTek' 7777 Greenback Lane Suite 109 G _ 5-11.10 12-10-15 20-0-15 6-11-10 5-11-5 7-2-0 Scale= 1:41.1 4.00 12 E 3x4' i _. � ter• t�1. I H G 3x5 = 3x6 = F 2.4 II 3x4 = 3x5 = LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 I Plate Grip DOL 1.15 TCDL 10.0 I Lumber DOL 1.15 BCLL 0.0 ' j Rep Stress Incr YES BCDL 10.0 I Code IBC2012/TPI2007 LUMBER - TOP. CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Blr G WEBS 2x4 OF Stud/Std G CSI. DEFL. in (loc) I/deo Ud i PLATES GRIP TC 0.59 Vert(LL) -0.05 F -G >999 240 i MT20 220/195 BC 0.39Vert(TL) be installed during truss erection, in accordance with Stabilizer -0.19 G-1 >999 180 1 WB 0.68 Horz(TL) 0.05 F n/a n/a I (Matrix -M) 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except (jt=1b) A=112, F=155. 7) "Semi-rigid fixed 1 Weight: 110 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD A -I=-301/1582, H -I=-301/1582, G -H=301/1582, F -G=-136/899 1 Row at midpt D -F _WEBS •,� recommends that Stabilizers and required cross bracing ~••-� - • ,- :� ^r.'>_. be installed during truss erection, in accordance with Stabilizer (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Installation Duide. I - REACTIONS. (Ib/size) A=797/Mechanical, F=797/Mechanical Max Horz A=276(LC 7) Max UpliftA=-112(LC 4), F=-155(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1721/243, B -C=-1003/138, C -D=-884/153 BUTTE COUNTY BOT CHORD A -I=-301/1582, H -I=-301/1582, G -H=301/1582, F -G=-136/899 T WEBS B -G=-714/173, D -G=0/477, D -F=-1059/233 `, BUILDING DIVISION IISI,ON NOTES (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS IB.a IiFd if¢+ iCF�4n /\ PPR ® aV E (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except (jt=1b) A=112, F=155. 7) "Semi-rigid fixed kOFESS/O Q N pitchbreaks with heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. N IO !�\()T CO 76428 z m cr_o ;0 * EXP. 12/31/2016 m ST9 CIVt\_ rFOF CAO September 11.2015 A& WARNING - Verify dasign parameram and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7471 rov, 0211612015 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 porometers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addil'ional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITA. k• fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane ' Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Suite 109 Citms.Heights,AA-956.1.8 uu I russ 1 I russ type - jUty i Ply I Gorrill Ranch 505-066 �A72 (Jack -Closed 17 ( I i 845385100 r.bsu s Jul 4b Zvi> Ml I ex Inauslrles, Inc. I hu Sep 10 15:0 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-KcP7V RwIFCGxwmTljgzcyN Nl 6-11-10 10.3.7 14-6-7 20-0-15 6-11-10 3-3.13 4-3-0 5-6-8 3x4 .I Scale = 1:41.7 4.00 12 F K J I H 4x4 = 3x4 = 2x4 II 3x4 = 4x6 = G 3x4 = 4x5 = 6-11-10 10.3.7 14-6-7 20-0-15 LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 TCDL 10.0 Lumber DOL 1.15 BC 0.21 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) DEFL. _ in (loc) I/deb Ud o PLATES GRIP Vert(LL) -0.04 J -K >999 . 240 MT20 220/195 Veri(TL) -0.12 J -K >999 180 Horz(TL) 0.03 G n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G BOT CHORD -• ----- - .... --_�. _ .---......__. WEBS REACTIONS. (Ib/size) G=1068/Mechanical, A=897/Mechanical Max Horz A=653(LC 12) Max UpliftG=-204(LC 8), A=-149(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2012/437, B -C=-1660/469, C -D=-1333/466, D -E=-1270/481 _ BOT CHORD A -K=-429/1866, J -K=-385/1866, I -J=-247/1419, H -I=-247/1419, G -H=-133/930 WEBS B -J=-494/153, C -J=-12/330, C -H=-629/146, E -H=-38/509, E -G=-1280/268 Weight: 132 Ib FT = 20% Structural wood sheathing directly applied or 5-11-11 oc Puffins, except end verticals. - - Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpi E -G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - e Y r Installation guide. NOTES- It 1) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4).A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) G=204, A=149. 7) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. . 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 392 Ib down and 62 Ib up at 14-6-8, and at 14-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -F=-60, G -L=-20 Ak WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rov. 02(1612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of balding 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 responsibilrily of the erector. Additional permanent bracing of the overall structure is the resporsibikty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION ® ," tOFESS/ON �2 2 76428 z m �T CIVIL \FOF C AL' September 11,2015 MiTek' 7777 Greenback Lane Suite 109 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: E= -370(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=25, G -L=-12 Horz: A -F=-37, F -G=20 Concentrated Loads (lb) Vert: E= -1 14(F=62) Horz: E=-527 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 ,Uniform Loads (plf) Vert: A -F=13, G -L=-12 Horz: A -F=-25, F -G=-15 Concentrated Loads (lb) Vert: E=185(F=g) Horz: E=527 6) Dead +.0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=7, G -L=-20 Harz: A -F=-27, F -G=9 Concentrated Loads (lb) Vert: E= -452(F=-276) Horz: E=-527 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=-5, G -L=-20 Horz: A -F=-15, F -G=-26 Concentrated Loads (lb) Vert: E= -34(F=-210) Horz: E=527 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -F=25, G -L=-12 Horz: A -F=-37, F -G=18 Concentrated Loads (lb) Vert: E=-1 14(F=62) Horz: E=-527 .9) Dead + 0.6 MWFRS-Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Horz: A -F= -21, -F -G= -13e :_ , Concentrated Loads.(Ib)-...-- - - ' -Vert:£=174(F=-2) Horz: E=527 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=25, G -L=-12 Horz: A -F=-37, F -G=18 Concentrated Loads (lb) Vert: E=-1 14(F=62) Horz: E=-527 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=9, G -L=-12 Horz: A -F=-21, F -G=13 Concentrated Loads (lb) Vert: E=174(F=-2) Horz: E=527 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33' Uniform Loads (plo Vert: A -F=7, G -L=-20 Horz: A -F=-27, F -G=7 Concentrated Loads (lb) Vert: E= -445(F=-269) Horz: E=-527 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -F=-10, G -L=-20 Horz: A -F=-10, F -G=-24 Concentrated Loads (lb) Vert: E=34(F=-210) Horz: E=527 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Continued on Daae 3 BUTTE COUNTY BUILDING DIVISION APPROVE Al WARNING . verify acs(9n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 ray. 07716/2015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for on individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek• 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 Dually Criteria, OSB •89 and BCSI Building Component 7777 Greenback Lane Safety information- available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus.Heights_CA_956.10 1505-066 Jack -Closed ;7 !.__=Job Reference (opt 7.630 s Jul 28 2015 MiTe LOAD CASE(S) Standard Uniform loads (plf) Vert: A -F=-30, G -L=-20 Horz: A -F=-20, F -G=7 Concentrated Loads (lb) Vert: E= -568(F=-392) Horz: E=-527 16) Dead + 0.75 Roof Live (bal.) + 0.75(0:6 MWFRS Wind (Neg. Int) Right): Lumber Increase= 1.33. Plate Increase=:1.33 Uniform Loads (plf) Vert: A -F=-39. G -L=-20 Horz: A -F=-11, F -G=-19 Concentrated Loads (lb) Vert: E=-21 1 (F=-342) Horz: E=395 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -F=-30, G -L=-20 Horz: A -F=-20, F -G=6 Concentrated Loads (lb) Vert: E 562(F=-387) Horz: E=-527 18) Dead + 0.75 Roof Live (bal.) + 0,75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33. Plate Increase=1.33 Uniform Loads (plo Vert: A -F=-42, G -L=-20 Horz: A -F=-8, F -G=-18 Concentrated Loads (lb) Vert: E=-21 1 (F=-342) Horz: E=395 R4538519D lep 10 15:06:56 2015 Pagel ljgzcyNNEAvf6luf HjaOCtyezRz BUTTE COUNiY BUILDING DIVISION APF-l"ROVED d� WARNING - Verify design pammoten and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rov. OV1612015 BEFORE USE. Design valid for use only with AATek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component isresponsibTty 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 responsibillrly of the M ITek•" erector. Additional permanent bracing of the overall structure -s the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss. Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 Citrus-HeiGhts_CA-956.1.0 Job (Truss Truss Type :Qty -Ply i Gonill Ranch 1 + R45385101 11505-066 IA13 ROOF SPECIAL GIRDER 12 Job Reference o tion, _ --�----- --- -- --- -_ 2 _- (_a_-) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:06:58 2015 Page 1� ID:m?BLN6cRHYyDzcfxskciOpz2kWt-G?XuvgTAgsS_AEws88SRhNSju_XxaZwyl13XGmyezRx .4-0.0 3-E-3 7-6-12 7-11-.11 _ 14-4.1 17-6.1 22-2-6 27-0.8 4-0-0 3.8.3 3-10.9 0-A-15 6.4.6 3-2.0 4-8-6 4-10.2 Scale = 1:56.6 _ 2x4 d 5x10 11 4.00(12• D E 4x10 = 2x4 I! 4x10 = 3x4 11 IN Ic? (7 ;N 4x4 = 2x4 II 1Xa = _ 3x4 = 4.00;12 3-8-3 6.5-8_ 8.3-1 _ 17-6_1 0-_ 22_2.6 278 3-8-3 2-9-5 - 1 1.9.9 2-15 9_ -._ --- 4.8_6 _ 4-10-2-� __-_-- Pimp nBspts Ix Yl-- fR•n-2-R n_n_41 LOADING (psf) SPACING- 2-0-0 TCL, 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 DF SS G *Except* E -I: 2x4 DF No. t&Btr G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) J=2453/0-5-8, 0=3783/0-5-8 Max Harz 0=123(LC 30) Max UpliftJ=-719(LC 9), 0=-1108(LC 4) Max GfaVJ=2551(LC 20), 0=3783(LC 1) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.48 Vert(LL) 0.17 L -M >999 240 MT20 220/195 BC 0.41 Vert(TL) -0.42 L -M >589 180 WB 0.72 t Horz(TL) 0.09 . J n/a n/a (Matrix -M) I Weight: 312 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins, except end verticals. BOT CHORD --Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1200/1565, C -D=-847/1631, D -E=-839/1591, E -F=-1804/1139, F -G=-7339/2110; G -H=-7339/2110 BOT CHORD B -P=-1468/1307, O -P=-1468/852, N-0=-1132/1320, N -T=-1915/6331, T -U=-1915/6331, M -U=-1915/6331, M -V=-1915/6331, V -W=-1915/6331, L -W=-1915/6331, L -X=-1556/5448, X -Y= -1556/5448,K -Y= -1556/5448,K -Z= -1556/5448,Z -AA= -1556/5448,J -AA= -1556/5448 WEBS C-0=-279/230, D-0=-369/129, E -N=-921/3279, F -M=-218/930, F -L=-409/1359, , G -L=-260/114, H -L=-613/2013, H -K=-221/958, H -J=-5612/1589, E-0=-3745/1018, F -N=-4973/1324 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by J-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) J=719, 0=1108. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNT' BUILDING DIVIBit' im o,0FESS/ON OT N IO �y� �'L Z LU 76428 z m X T CIVIL �FOF CAL' Continued on page 2 - oeN0c1 nut11 11 ,cv I D AL WARNING - Verify design paromatem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 - OVI612015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPI( quality Criteria. DS8-89 and BCSI Building Component Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. 7777 Suite GreGre Citrus.Heights_CA_956.10 Job Truss Truss Type Oty Ply G ill Ranch -- I - 11505-066 IAtI ROOF SPECIAL GIRDER 2 - R45385WI 2 IJob Reference (optional) j SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries- Inc. Thu Sep 1(T 15:0658 2015- Page 2 ID:m?BLN6cRHYyDzcfxskciOpz2kM-G?XuvgTAgsS_AEws88sRhNSju XxaZwy113XGmyezRx ' NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 Ib down and 90 Ib up at 7-9-2 on top chord, and 858 Ib down and 280 Ib _ up at 8-3-1, 337 Ib down and 127 Ib up at 10-0-12, 342 Ib down and 128 Ib.up at 12-0-12, 342 Ib down and 1281b up at 14-0-12, 342 Ib down and 127 Ib up al 16-0-12, 342 Ib ,. down and 127 Ib up at 18-0-12. 342 Ib down and 126 Ib up at 20-0-12',342 Ib down and 126 Ib Up at 22-0-12, and 342 Ib down and 126 lbupat 24-0-12, and 342 Ib down and 126111 up at 26-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1:15, Plate Increase=1.15, Uniform Loads (plf) - - Vert: A -E=-60, E-1=-60, 0-0=-20, N-0=-20: J -N=-20 - - Concentrated Loads (lb) - - Vert: E=85(8) N=-858 K=-342 T=-337 U=-342 V=-342 W=-342 X=-342 Y=-342 Z=-342 AA= -342 BUTTE COUNTY BUILDING DIVISio fv APPROV r. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with NLlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 'M ITpi'k• 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, consul) ANSI/TPII Quality Catena. DSB-89 and SCSI Building Component 7777 Greenback lane Safety Information, available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 k 1505-066 „r rypc I • ROOF SPECIAL I 1 R45385102 I 15:06:59 2015 Paget ' ID:m?BLN5cRHYyDzcfxskciOpz2kWt•kB5G7?TobAaroOV2isNgEa?vAOvSJx16 ho4pCyezR 9.11-11 _4-0-065-8 9-5_0 9_6•t2• 158-10 21-1-13 4-0-0 658 -_-_-_ -_ • - 2-11-8 _- 0.1:121 - 5.8-15 _----- 553 .5-10.11 0.4-15 Scale = 1:56.6 5x8 't D 4x8 = 3x5 3x8 = 5x6 - 4.00 '12 65-8 _ 9_5_0 10-1-8 15-8.10 21.1-13 27-0.8 6-5_8 2-11-8 0.8_8 5.7.2 5-5-3 • 5-10.11 Plate Offsets (X �= B:0-8-10 0-0.12J ________ ______ - LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 I Vert(LL) -0.08 I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 1 BC 0.26 Vert(TL) -0.24 I -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.06 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) + I Weight: 132 Ib FT = 20% LUMBER- BRACING- . TOP CHORD 2x6 OF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except D -G: 2x4 OF No.1&BIr G end verticals. BOT CHORD 2x4 OF No. 1&Blr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing - - -- - • • - be installed during truss erection, in accordance with Stabilizer • _. - :r- - IInstallation uide. D REACTIONS. (Ib/size) H=666/0 -5 -8,B=89/0 -5-8,L=1633/0-5-8 Max Horz B=145(LC 23) Max Uplift H=-1 12(LC 5), B=-243(LC 23), L=-242(LC 5) Max Grav H=666(LC 1), B=275(LC 19). L=1633(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=574/1349, C -D=-260/1328, E -F=-1456/233 BOT CHORD B -L=-1220/444, J -K=-262/1434, I -J=-262/1434, H -I=-260/1456 BUTTE COUNTY WEBS C -L=-340/123, D -L=-1629/318, D -K=-33/535, F -H=-1457/246, E -K=-1528/274 BUILDING DIVISION NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. d /M p�PR®VE® MPPROVED 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide SOF ESS/0Nq mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) H=112, B=243, L=242. Qe 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model in the design �<(, �T N 10 y 2 was used analysis and of this truss. 9) Hanger(s) device(s) �P� or other connection shall be provided sufficient to support concentrated load(s) 110 lb down and 121 Ib up at 9-9-2 top The design/selection CO ojP Z on chord. of such connection device(s) is the responsibility of others.(D76428 10) In the LOAD CASE(S) section, loads to the face the truss U m applied of are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. W Z rn Q 0 EXP. 12/31/26ti LOAD CASES) Standard * �• 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, D -G=-60, L -M=-20, K -L=-20, H -K=-20 T9TFOF CAUF���\ September 11,2015 Al WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA14CE PAGE 11,111-7477 rev. 021162015 BEFORE USE. Design valid for use ony with M7ek connectors. This design is based only upon_ parameters shown. and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Ouality Criteria, DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heights_CA956.10 505-066 iTruss ;Truss Type +A15 I ROOF SPECIAL __ + ! Ory) 2 Ply . Gorrill Ranch I 1 1 Reference (optional)_ R45385103 i 5 PLUS LUMBER CO. ANDERSON. CA Horz(TL) 0.07 __Job 7.630 s Jul 28 2015 MiTek Industries_ Inc. Thu Sep 10 15:07:01 2015 Page 1 Weight: 135 Ib FT = 20% ID:m?BLN6cR HYyDzcfxskciOpz2kVv1-gaDOYhV37nrZ1 ifRgHP8J?4HyBbnnvMOR?HB15yezRu .4-0.0 6-5-8 11-5-0 11.11-11 17-0.9 21-9-15 27-0.8 4.0.0 6-5-8 4.11.8 0-•6-1'1 5-0-14 4-9-5 -- 5-2.9 _-- • - be installed during truss erection; in accordance with Stabilizer j Scale = 1:56.6 5.8 \`r . 3x8 = 3x5 = 3x4 .. 3x8 = JXb- 4.00 112 6_5_8 11-5-0 12-1-8 17.0'921.9-15 27-0.8 _ 6_5-8 _ 4-11-8 0.8-8. 4-11.1 4.9-5 Plate Offsets (_XY)-- [B.0-8-10,0-0-121 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 TCDL 10.0 Lumber DOL 1.15 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES I WE 0.74 BCDL 10.0 Code. IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS IS *Except* D -G: 2x4 OF No.t&BtrG BOT CHORD 2x4 OF No.1&Bir G WEBS.::;..y :2x4 OF SIud%Std G REACTIONS. (Ib/size) H=681/0-5-8, B=144/0-5-8, M=1557/0-5-8 Max Horz B=17O(LC 4) Max Uplif1H=-111(LC 5), B=-226(LC 23), M=-181(LC 5) Max GravH=681(LC 1), B=279(LC 19), M=1557(LC 1) DEFL. in (loc) I/deft Ud I PLATES GRIP Vert(LL) -0.07 J >999 240 I MT20 220/195 Vert(TL) -0.22 I -J >999 180 Horz(TL) 0.07 H n/a n/a Weight: 135 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins; except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers aridYequired'&6! s•bracing I . be installed during truss erection; in accordance with Stabilizer j Installation guide.- FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-604/1174, C -D=-543/61, D -E=-657/88, E -F=-1390/210 BOT CHORD B -M=-1054/455, L -M=-1202/178, K -L=-99/571, J -K=-271/1613, I -J=271/1613, H -I=-238/1390 WEBS C -M=-1078/193, C -L=-226/1589, D -L=-655/162, D -K=-81/578, F -H=-1419/229, E -K=-1060/213, F-1=0/269 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) H=111, B=226, M=181. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 105 Ib down and 97 Ib up at 11-9-2 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 - AL WARNING - Vdrfly design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473- 0211612015 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 parameters and proper incorporation of component is responsibility, of building designer - not buss 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 structure is the responsibility of the building designer. Far general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee street. Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPUVED Q?,OF ESS/ON �P�pTNIp yF�F�c �2 Z 76428 z m .Z7 *Of EXP- 12/31/2016 CIVIL _ \FOFCAUF�� September 11,2015 Welk' 7777 Greenback Lane Suite 109 Job ;Truss (Truss Type. IOty 1Ply Gonill Ranch i( - R45385103 1505-066 'A15 'ROOF SPECIAL 4 I __iJob Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:01 2015 Page 2 - ID:m?BLN6cRHYyDzcfxskciOpz2kW-gaDOYhV37nrZ1ifRgHP8J?4HyBbnnvMOR?H8t5yezRu LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -D=-60. D -G=-60, M -N=-20, K -M=-20, H -K=-20 BUTTE COUNTY BUILDING DIVISION APPROVED A WARNING -Verify design pammemm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rov. 0211612015 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MITe k, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quolity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB_-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street.7777 Gre09 enback Lane Suite Suite 312. Alexandria, VA 22314. 7777 1 re Cibus.Heights,.CA-951 ,Job 'Truss (Truss TypeOry ;Ply Gorrill Ranch R45385104 11505-066 iA16 ROOF SPECIAL •2 1 ___ i ________ Jab Reference (pp lional)_�________________ I SYSTEMS PLUS LUMBER CO. ANDERSON, CA7 —` .630 5 Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:02 2015 Page I ID:m?BLN6cRHYyDzcfxskciOpz2kW1-8mn011 WhuSzOfrDdN_xNsDOOUbw6WK_YgfllPXyezRt _.4-0-0 6-5-8 13-5.0 13,11-.11 20-2-8_ 27-0-8 4.0-0 6-5-8 , 6-11-8 0.6-11 6-2-13---- -- —_ 6.10.0 - Scale = 1:56.6 5x8 Y' 4x8 3x5 ' 3x8 = bxa = LOADING (psi) ! SPACING- 2-0-0 CSI. TCLL 20.0 ! Plate Grip DOL 1.15 TC 0.44 TCDL 10.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 ' i Rep Stress Incr YES W8 0.85 BCDL 10.0 Code IBC2012fTPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' D -F: 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No. 1&Blr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) G=698/0-5-8, B=198/0-5-8, K=1486/0-5-8 Max Horz B=195(LC 4) Max UpliftG=-110(LC 5), 8=-202(LC 23), K=-187(LC 8) Max Grav G=698(LC 1), 8=285(LC 19), K=1486(LC 1) DEFL. , in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.09 H-1 >999 240 MT20 220/195 Vert(TL) -0.31 H -I >803 180 Horz(TL) 0.09 G n/a n/a Weight: 134 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. _WEBS----_ 1:' ow.at midpt s: E -G tt MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer I Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-652/963, C -D=-1135/93, D -E=-1168/146 BOT CHORD B -K=-849/484, J -K=-990/135, I -J=-175/1107, H -I=-276/1695, G -H=-276/1695 WEBS C -K=-1060/243, C -J=-236/1919, D -J=-490/191, D -I=-102/517, E -H=0/282, E -I=-651/196, E -G=-1678/259 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) G=110, B=202,K=187. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 105 Ib down and 97 Ib up at 13-9-2 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUTTE COUNTY BUILDING DIVISION APPROVE® 9?,0F ESS/0yv �OTN1 0 yF�F�c �'L 2 UJ 76428 z m l7 .ZJ EXP. 12/31/2016 m Tq CIVII OF CAt Continued on page 2 September 1 1,2015 A*L WARNING. Veny design pare mofen: and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MII-7473 rov. 021162015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsbilrily of the MiTek' erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding fabrication, quoGty control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plot. Institute, 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Suite 109 Citrus.Heighis..CA-956.10 tJob - ITruss Truss Type ;Qty ;Ply G iBR ch r 1 I 845385104 1505-066 iA16 � ROOF SPECIAL 42 1 i _ ___Job_Rglerence_(oplional)_____�__� SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:02 2015 Page 2 .: ID:m?BLN6cR HYyDzcfxskciOpz2kW1-8mnOI1 WhU5zOffDdN_xNsOdOUbw6WK_Ygf T IPXyezRl , LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-D=-60, D-F=-60, K-L=-20, I-K=-20, 'G-I=-20 BUTTE COUNTY BUILDING DIVISION A� ED A, WARNING - Ven y design par-t.. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll7473 rov. 02/1612015 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 Bet is Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibillity of the MiTek, 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/TPI) Oualily Criteria DS8.89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 Cilrus.Heights,.CA_95610 Job ;Truss 'Truss Type .Oty Ply 11505.066 iAl7 iROOF SPECIAL 2 I , SYSTEMS PLUS LUMBER CO, ANDERSON, CA 4-0.0 6.5-8 s Jul 28 2015 4-4-14 4.6-10 0-6.11 5.5-9 4.00 12 R45385105 Thu Sep 10 15:07:03 2015 Page 1 opxiSdOOAc8?E2FmohuJmlyzyezRs 27-0-8 5-7-4 5x8 SPACING- 2-0-0 CSI. 4x8 = 3x4 'I F+ G H ... '.... ED BCLL 0.0 ' Rep Stress Incr YES WB 0.94 .. . .sl Code IBC2012/TPI2007 (Matrix -M) LUMBER - K ,u L J 3x5'= 5x6 = 6x6 "- 2x4 _I BOT CHORD 2x4 DF No.1&Btr G 5x6 — 6-5-8 15.5.0 16^1-8 —_21'S4 27_0:8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G 'Except' F -H: 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G;: DEFL. in (loc) I/deo L/d Vert(LL) -0.13 L -M >999 240 Vert(TL) -0.42 L -M >579 180 Horz(TL) _ 0.09 1 n/a n/a BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (Ib/size) 1=710/6-5-8, 8=129/0-5-8, M=1620/0-5-8 Max Horz 8=220(LC 4) Max Upliftl=-118(LC 5), B=194(LC 23), M=-265(LC 8) Max Grav1=710(LC 1), B=196(LC 19), M=1620(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=651/1204, C -D=-247/1116, O -E=-238/1194, E -F=-1443/191, F -G=-1441/247 BOT CHORD B -M=-1083/459, L -M=-160/397, K -L=-270/1382, J -K=-276/1561, I -J=-276/1561 WEBS C -M= -383/148,F -K=-170/362, E -M= -1855/404,E -L=-109/1045, G -K=-268/167, G -I=-1584/266 Scale = 1:56.1 i I PLATES GRIP j MT20 220/195 f Weight: 138 Ib FT = 20% i Structural wood sheathing directly applied Or 5-3-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: M -P. _ 1 Row at midpt E -M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (it) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=118, B=194, M=265. 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 Ib down and 138 Ib up at 15-9.2 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED QFtOF ESS/OM NIO y��Fti� ,P 2 LLJ76428 z rn 0 X * EXP. 12/3112016 s'T civil- �FOF CAL Continued on Daoe 2 SepteMber 1 1 ,2015 A WARNING - Verily design paramotom and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 — 02/1612015 BEFORE USE. Design valid for use only with M4Tek connectors. This design is based ontyupon parameters shown, and is for on individual building component. Appkability of design parameters and proper incorporation of component u 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 responsibilrity of the MiTek• erector, Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage- delvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heights,.CA_956.10 Job ITruss Truss Type - -Oty :Ply 1 Garvin Ranch I R45385105 i I 11505-066A17 (ROOF SPECIAL 2 I �. !________— IJob Reference ja lional)' J SYSTEMS PLUS LUMBER CO, ANDERSON; CA 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep to 15:07:03 2015 Page 2 - ID:m?BLN6cRHYyDzcfxskciOpz2kWt-dzKnzNWJfP5GG?opxiSdOQAc8?E2FmohuJmlyzyezRs LOAD CASES) Standard 1) Dead -Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 - Uniform Loads (plf) Vert: A-F=-60, F-H=-60, M-N=-20, K-M=-20, I-K=-20 Concentrated Loads (lb)' - Vert: F=-67(F) BUTTE COUNTY BUILDING DIVISION' APPROVED ,S WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116R015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bilding component. �� Applicability of design poromean 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 responsibillily, of the ISO' erector. Additional permanent bracing of the overall structure b the responsibility of the building designeF, For general guidance regarding fabrication, quality control, storage. delivery, efection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and 8CSI Building Component 7j77 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms.Heighls,.CA_956.1.0 1505-066 ROOF SPECIAL S PLUS LUMBER CO, ANDERSON, CA 7,630a Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:04 2015 Page t ID:m?BLN6cR HYyDzcfxskciOpz2k Wt-59u9AjXxPiD7u9NOVPzsxeijcPa l_HOr7zWrUOyezRr .4.0.0 6.5-8 _ _11_6-1 17-5-0 17-11-11 22.5.4 24-2-8 27-0.8 4.0.0 6-5-8 50.9 5-10.15 6611 4-5.9 1-9-4 2-10-0 ' Scale = 1:56.1 4.00 '12 5x8 11 3x4 = 3x4 :! !FC G H ' 4x6 %3x4 o�3x8 '!! of C _ i� i K 3x8 101 - !� 6x8 = 3x4 1� l � i 3x6= A 4.00 j12 M 3x8 = 5x6 =_ 6.5_8 11_6.1 17-5.0 1&1-8 27-0.8 &5-8 -_ '. ___--5_10-15 0-8-8 B -11 - LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 TCDL 10.0 Lumber DOL 1.15 BC 0.49 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.16 I -J >999 240 MT20 220/195 Vert(TL) -0.52 I -J >471 180 Horz(TL) 0.06 I n/a n/a I LUMBER- BRACING - TOP CHORD 2x6 DF SS G'Except' TOP CHORD F -H: 2x4 DF No. t&Blr G BOT CHORD 2x4 DF No.t&Btr G BOT CHORD WEB& 2x4 DF Stud/Std G REACTIONS. (Ib/size). 1=67010 -5 -8,B=259/0 -5-8.M=1373/0-5-8 Max Hoa B=245(LC 23) Max Upliftl=-87(LC 5), B=-172(LC 23). M=-219(LC 8) Max Grav1=670(LC 1), 8=290(LC 19), M=1373(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-642/850, C -D=-790!73, D -E=-702/91, E -F=-1387/149, F -G=-1371/158 BOT CHORD B -M=-750/436, L -M=-876/140. K -L=-168/756, J -K=-126/1355, I -J=-218/1180 WEBS C -M=-1000/245, C -L=-266/1521, E -L=-551/186, E -K=-46/559. F -J=0/479, G -J=-14/402, G -I=-1203/238 Weight: 139 Ib FT = 20% Structural wood sheathing directly applied or 5-7-0 oc purlins, except end verticals. - Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Sfabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except Qt=1b) B=172, M=219. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 Ib down and 91 Ib up at 17.9-2 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plQ Vert: A -F=-60, F -H=-60, M -N=-20, J -M=-20, I -J=-20 BUTTE COUNTY BUILDING DIVISION ARRROVE® QROF ESS/O/v ��P�pT N 10 yF �, �'L 2 LU Q76428 z m If_ EXP. 12/31/2016 A, CIVIL )FOF CAL Continued on Daoe 2 JeptemDer 1'1,1U15 WARNING . verify design p.-mrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0711612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' 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. 058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Gibus}leighfs_CA_956.1.0 AG WARNING • Verify d.ign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITek• ' 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 Qualify Criteria. DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 1Bg Cibus.Heights-CA_956.1.0 12-10-6 19-5-0 19-11-,11 23-5-4 27-0-8 4-0-0 6-5-8 6.4-14 6-6-10 0:6-11 3.5-9 3-7.4 B , ( 3x8 = Scale= 1:56.1 5.8 \\ 4.00 )12 3x5 =' 2x4 M 5x6 = 6_5_8 12-10-6 19-5.0 20-1-8 27-0-8 6-6-10- 0-8-8 6-11=0 Plate Offsets (X.Y)-- 1B:0-8-2.0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 TCDL 10.0 i Lumber DOL 1.15 i BC 0.33 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 I -J >999 240 MT20 220/195 Vert(TL) -0.24 I -J >999 180 Horz(TL) 0.08 1 n/a n/a Weight: 141 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD F -H: 2x4 OF No. 1RBtr G BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 1=825/0-5-8, B=255/0-5-8, M=1474/0-5-8 Max Harz B=269(LC 4) Max'Upliftl=-134(LC 5), B=-156(LC 23), M=-295(LC 8) Max Grav 1=825(LC 1), B=265(LC 19), M=1474(LC 1) FORCES. ((b) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-684/835, C -D=-1379/209, D -E=-1267/222, E -F=-1904/369, F -G=-1813/386 BOT CHORD B -M=-724/457, L -M=-859/189, K -L=-315/1332, J -K=-367/1824, I -J=-261/1275 WEBS C -M=-1094/314, C -L=-446/2040, E -L=-573/240, E -K=-123/538, F -J=-34/310, G -J=-146/739, G -I=-1394/289 Structural wood sheathing directly applied or 4-11-1 oc purlins, except end verticals. Rigid ceiling directly applied Or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing y� be installed dur ng truss erection, in accordance with Stabilizer ti Asia Installation guide. I � - NOTES- (11) 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 1=134, B=156, M=295. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 277 Ib down and 165 Ib up at 19-9-2 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). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -F=-60, F -H=-60, M -N=-20, J -M=-20, I -J=-20 BUTTE COUNTY BUILDING DIVISION APPROVED Q?I,OF ESS/0/V N10 tiF c lL vo 76428 z m EXP. 12/31/2016H * . e 4 yTFOF q F� Continued On pace 2 JepterTiber I I ,L V 15 da WARNING - Veri y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0211612015 BEFORE USE. Design valid for use only with M,Tek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• 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, consul) ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus -Heights -CA -956.10 ;Job ITruss ;Truss Type Ply Gorr'n Rancn 1505066 rA19 (ROOF SPECIAL 10ty 2 1 IJob Reference (op tonal) _ SYSTEMS PLUS LUMBER CO. ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 I D:m?BLN6cR HYyDzcfxskciOpz2kW1-ZLSXN3YZAOL_WJyC36U5TrF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: F= -164(F) R45385107 I BUTTE COUNTY BUILDING DIVISION APPROVED A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rov. 0211512015 BEFORE USE. Design valid for use only with m4ek connectors. This design is based only upon parameters shown, and is for an individual building component.' • - Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabifly, during conshuction is the responsibillity of the MITek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrica lion, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 3, 2. Alexandria, VA 22314. Suite 109 Citrus-Heights,.CA-956J.0_ i us A 4.0.0 6-5-8 6-9.8 7.1.0 4.00 12 4x5 = 5x6 = LOADING (pso SPACING- 2-0-0 Scale = 1:44,0 3x4 TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 F G -H ' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 4x5 = 5x6 = LOADING (pso SPACING- 2-0-0 CSI. I DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) --0.05 G -H ' >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Verl(TL) -0.16 G -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.65 Horz(TL) 0.01 I G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 109 Ib FT = 20°% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.... that 'Stabllizers.and,required cross bracing .„ I 1-.�"; '" '^ be installed during truss erection; imaccordance with Stabilizer— Installationyuide. - _�_J REACTIONS. (Ib/size) 8=452/0-5-8, 1=90810-5-8, G=495/Mechanical Max Horz 8=273(LC 4) Max UpliftB=-159(LC 4), 1=-178(LC 8), G=-102(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-645/621, C -D=-908/91, D -E=-819/105 BOT CHORD 8.1=-550/426, H -I=-272/72, G -H=-202/862 WEBS C -I=-716/236, C -H=-227/1038, E -G=-749/192 NOTES- (8) 1) Wind: ASCE 7-10; Vuli=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=159, I=178, G=102. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUIL ypDIIINpy��G, DIVISION A tl 9 BY QROF ESS/ON pI N IO co �2 Z 76428 z m o X * EXP. 123112016H �' CIVI T�TFOF C Al1F� September 11,2015 A*k WARNING - Verify design ParamoI— and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 0211612015 BEFORE USE. Design valid lot use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• 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 Ouality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Civus.Neights_CA-956.1.0 , yp-I ,y I1 y -aa ---cn I 845385109 ) 1505-066 �A21 � Monopilnh 7 ' _ IJob Reference (optional)__ _ I SVSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:06 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-1YOvbPZBxKTr7TXOcq?KO3o8kCK?SDb8bG?yYlyezRp -4-40 6-58 10-8-8 20-4.0 -400 658 430 978 -- Scale= 1:44.0 OA _ 3x4 4.00 F2 F 3x4 F ' ( LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 20,0 Plate Grip DOL 1.15 TC 0.30 TCDL 10.0Lumber DOL 1.15 BC 0.14 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x6 OF SS G 'Except' - - B -J: 2x4 DF No.18Btr G cZ,WEBS,,: _:2X4_DFSfud/Stcl G REACTIONS. (Ib/size) B=385/0-5-8, J=1143/0.5-8, G=696/Mechanical , Max Horz B=801(LC 4) Max UpliftB=106(1_C 5), J=-128(LC 5), G=-173(LC 8) DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -0.02 H >999 240 MT20 2201195 Vert(TL) -0.07 H -I >999 180 ' Horz(TL) 0.01 G n/a n/a Weight: 122 Ib . FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. iMiTek. recommends th6t.Stabilizers!ari8'r6quired cross bracing el -be+installed-duringtruss'erection in•accordance with Stabilizer �Installatio�uide; FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-746/658, C -D=-877/337, D -E=-1371/458 BOT CHORD B -J=-569/263, I -J=-571/208, H -I=-348/755, G -H=-348/1256 WEBS C -J=-878/223, C -I=-171/1125, D -I=-498/132, D -H=-67/478, E -G=-1143/332 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=1b) 8=106, J=128, G=173. 7) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9).Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 392 Ib down and 62 Ib up at 14-11-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -F=-60, J -K=-20, G -J=-20 Concentrated Loads (Ib) Vert: E=-370 BUTTE COUNTY BUILDING DIVISION ®p `gyp 0 RO F{' .E® OQ,,ESS/ON9 pTpFNlO w v 16428z m EXP. 12/31/206) Continued on page 2 September 11,2015 ,A WARNING- Verify design paremoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 ray. 0211612015 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown - u for lateral support of individual web members only. Additional temporary bracing to insure stability during conshuction is the responsibillity of the M ITBk erector. Additional permanent bracing of the overall structure u the responsibTly, of the building designer. For general guidance regarding fabrication• quality control• storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus.Heighis-CA-956.1.0 '1505-066 1 A2 ]Uly • IV1y Genill Hench i 1245385109 7 1 lJob Reference_(optignal)__ _- 1 7.630 s JuI 28 2015 Mitek Industries, Inc. Thu Sep 10 15:07:06 2015 Page 2 ID:m?BLN6cRHYyDzcfxskciOpz2kWt•tYOvbPZBxKTr7TXOcq?KO3o8kCK?SDb8bG?yYlyezRp LOAD CASE(S) Standard Except: 4) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=38, B-F=25,J-K=-12, G -J=-12 Horz: A -B=-50, B -F=-37, F-13=20 ' Concentrated Loads (lb) Vert: E=-114 .Horz: E=-527 5) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=8, B -F=13, J -K=-12, G -J=-12 Horz: A -B=-20, B -F=-25, F -G=-15 Concentrated Loads (lb) Vert: E=185 Horz: E=527 6) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=12, B-F=7,J-K=-20, G -J=-20 Horz: A-8=-32, B -F=-27, F -G=9 Concentrated Loads (lb) Vert: E=-452 Horz: E=-527 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=O, B -F=-5, J -K=-20, G -J=-20 Horz: A -B=-20, B -F=-15, F -G=-26 Concentrated Loads (lb) Vert: E=-34 Horz: E=527 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniforn Loads (plo Vert: A -B=20, B -F=25, J -K=-12, G -J=-12 Horz: A -B=-32, B -F=-37, F-13=18 Concentrated Loads (lb) " Vert: E=-114 Horz: E=-527 • 9) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A-8=4, B -F=9, J -K=-12, G -J=-12 Horz: A -B=-16, B -F=-21, F -G=-13 Concentrated Loads (lb) .. Vert: E=174 . Horz: E=527n.- 10) Dead + 0.6 MWFRS Wind (Pos. Intemal) 3rd Parallel: Lumber Increase= 1.33, Plate'lncrease=1.33 Uniform Loads (plf) Vert: A -B=20, B -F=25, J -K=-12, G -J=12 Horz: A -B=-32, B -F=-37, F -G=18 Concentrated Loads (Ib) Vert: E=-114 � G V 1 V OUNTY COUNTY Horz: MWind 11) Dead + 0.66MWFRS (Pos. Intemal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 BUILDING DIVISION Uniform Loads (plo - - Vert: A B -F=9, J -K=-12, G -J=-12 APPROVED. Horz: A -B=-16, B -F=-21, F -G=-13 Concentrated Loads (lb) Vert: E=174 - Horz: E=527 12) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -B=12, B -F=7, J -K=-20, G -J=-20 Horz: A=B= -32, B -F=-27, F-13=7 Concentrated Loads (lb) Vert: E=-445 Horz: E=-527 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -B=A, B -F=-10, J -K=-20, G -J=-20 Horz: A -B=-16, B -F=-10, F -G=-24 Concentrated Loads (lb) Vert: E=-34 Horz: E=527 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase= 1.33 Uniform Loads (plo Vert: A -B=-26, B -F=-30, J -K=-20, G -J=-20 Horz: A -B=-24, B -F=-20, F -G=7 /S. WARNING - Venly design p—ah.tors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473-1.0211612015 BEFORE USE. Design valid for use only with Mitek connectors. This design u based only upon parameters shown, and is for an individual building componenl. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITpi (C• erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 ob . !Truss Truss Type }Oty :Ply I Gorriu Ranch 505-066 iA21 �Monopitch 17 1 ; R45385109 i _____________.__IJobReference_(op_G_onal)I SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:062015 Page 3 I D:m?BLN6cR HYyDzcfxskciOp22k Wt -1 YOvbPZBxKTr7TXOcq?KO3o8kCK?SDb8bG?yYlyezRp LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: E=-524 Harz: E=-395 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg, Int) Right): Lumber Increase=1.33, Plate Inc_ ease=1.33 Uniform Loads (plo Ven: A-13=-35, B -F=-39, J -K=-20, G -J=-20 Hors: A-6=-15, B -F=-11, F -G=-19 Concentrated toads (Ib). Ven: E=-211 - - Harz: E=395 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Nhnd (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo ' Ven: A -B=-26, B -F=-30, J -K=-20, G -J=-20 Harz: A -B=-24, B -F=-20, F -G=6 Concentrated Loads (Ib) Ven: E=-519 ` Harz: E=-395 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=-38, B -F=-42, J -K=-20, G -J=20 Harz: A -B=-12, B -F=-8, F -G=-18 Concentrated Loads (lb) Vert: E=-211 Harz: E=395. BUTTE COUNTY BUILDING DIVISION APF-l".OVE® Al WARNING- VeNry d0sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0 211 612 015 BEFORE USE. Design valid for use only with Mlek connectors. This design 6 based only upon parameters shown, and is for on individual building component. �� ApplicobTty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the fesponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M ITeka fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89and SCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria,. VA 22314. Suite 109 �� a» I truss IypeVty :Fly G.,ull Ranch i R45385110 505-066 leo, ICalifornia Girder 1 i 2' __ 'Job Reference (pptiona_ I 1)__ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 Mi7ek Industries, Inc. Thu Sep 10 15:07:09 2015 Pagel I D:m?BLN6cRHYyDzcfxskciOpz2kWl-R7i2DQb4EFr0_wGzlyZ t ehQe7QCYrrmaHEDcgdyezRm 7.11-11 24-10.0 3-0-3 7-2-0 L3--LZ-!- 11-7-0 16-0-0 20-5-0 _ 24.0.5 24-8-4. 28-3-13 32-0-0 3-8-3 3-5-13 0-1-12 3.7.5 _--_---4.5.0_----- - -- 4.510 — --- 3.7.5 --- 04.15 3.5.13 ---_— 3-8-3 --- 0.7-15 o-1-12 Scale = 1:56.5 4.00112 8x12 = 2x4 II 4x8 = 2x4 8x12 = 2x4 !I 2x4 It D I AB S AC R AD AE Q AF P G AG NAM AT AJ M L AK AL 3x6 = 2x4 II 7x8 = 8x12 = 7x14 M18SHS = 8x12 = 7x8 = 2x4 11 3x6 = 3x4 = 3x10 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 I TC 0.29 Vert(LL) -0.14 0 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.79 ( Vert(TL) -0.42 0-0 >567 180 BCLL 0.0 ' Rep Stress Incr NO I WB 0.97 i Horz(TL) 0.06 M n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) j LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD BOT CHORD 2x6 OF SS G BOT CHORD WEBS 2x4 OF Stud/Std G'Excopl' D -0,F -Q F N H;N-2z4 DF REACTIONS. (Ib/size) . R=.9261%0-578, M=9243/0-5-8 Max Horz R=-41(LC 9) Max UpliftR=-2145(LC 4), M=-2141(LC 5) Max Grav R=9297(LC 19), M=9279(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-519/1928, B -C=-959/3210, C -D=-898/3058, D -Z=8901/1593, E -Z=-8914/1593, E -F= -8880/1580,F -G=-8886/1582, G -AA= -8920/1595, H -AA= -8907/1594, H -I=-897/3056, I -J= -958/3208,J -K=-520/1930 BOT CHORD A -AB= -1723/495, S -AB= -1723/495, S -AC= -1723/495, R -AC= -1723/495, R -AD= -50/481, AD -AE= -50/481, Q -AE= -50/481, O -AF= -2065/11641, P -AF= -2065/11641, O -P=-2065/11641, O -AG= -2065/11641, AG -AH= -2065/11641, N -AH= -2065/11641, N -AI= -73/484, AI -AJ= -73/484 M -AJ= -73/484, M -AK= -1725/495, L -AK= -1725/495, L -AL= -1725/495, K -AL= -1725/495 WEBS B -S=-270879, D -Q=-1997/10123, E -Q=-874/223, F -Q=-3248/664, F -O=-457/2520. F -N=3242/663, G -N=-875/224, H -N= -1998/10126,J -L=-2691775, B -R=-1413/520, C -R=-564/165, D -R= -6496/1457,J -M= -1409/519,1-M=-563/165, H -M=-6498/1457 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 384 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. 4 7" u , sr.`'A. BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ES$/�� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. P1�OF 2) All loads are considered equally applied to all plies, except if. noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ��� �1 N IO ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Q� 7� 2 CZ 3) Unbalanced roof live loads have been considered for this design. GO CO �O 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS w U 76428 z m (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Of X p X 5) Provide adequate drainage to prevent water ponding. EXP. 1213112016 m 6) All plates are MT20 plates unless otherwise indicated. * k 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. T \Q �TFOF 10) Provide mechanical CAU connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) R=2145, M=2141. ddat t %q-6r19V*�c0breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 1 1 ,2015 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1II-7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the respomibilify of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criterio, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus-Heights,.CA_956.f0 NOTES- (13) . 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 Ib down and 93 Ib up at 8-0-0, and 22 Ib down and 93 Ib up at 24-0-0 on top chord, and 1135 Ib down and 353 Ib up at 2-0-12, 1101 Ib down and 333 Ib up at 4-0-12, 894 Ib down and 284 Ib up at 8-0-0, 777 Ib down and 132 Ib up at 8.0-12, 336 Ib down and 118 Ib up at 10-0-12, 777 Ib down and 132 Ib up at 10-0-12, 338 Ib down and 120 Ib up at 12-0-12, 877 Ib down and 149 Ib up at 12-0-12, 338 Ib down and 121 Ib up at 14-0-12, 877 Ib down and 149 Ib up at 14-0-12, 338 Ib down and 122 Ib up at 16.0-0, 877 Ib down and 149 Ib up at 16-0-0, 338 Ib down and 121 Ib up at 17-11-4, 877 Ib down and 149 Ib up at 17-11-4, 338 Ib down and 120 Ib up at 19-11-4, 877 Ib down and 149 Ib up at 19-11-4, 336 Ib dawn and 118 Ib up at 21-11-4, 777 Ib down and 132 Ib up at 21-11-4, 894 Ib down. and 284 Ib up at 23-11-4, 777 Ib down and 132 Ib up at 23-11-4, and 1101 Ib down and 333 Ib up at 27-11-4, and 1135 Ib down and 353 Ib up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase --1.15 Uniform Loads (plf) Vert: A -D=-60, D -H=-60, H -K=-60, T -W=-20 Concentrated Loads (lb) Vert: P=-1215(8=-877) O= -1215(B=-877) Z=85(F) AA=85(F) AI 135 AC= -1101 AD= -1671(8=-777) AE= -1 1 13(B=-777) AF= -1215(B=-877) AG= -1215(8=-877) AH= -1215(0=-877) AI= -1113(B=-777) AJ= -1671(B=-777) AK= -1101 AL= -1135 BUTTE COUNTY BUILDING DIVISION APPROVE® �p WARNING - VeNy tlasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 —. 02/f 612075 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for on individualbuilding component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfily of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• qually control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DS8-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312- Alexandria, VA 22314. Suite 109 9-11-8 9-11.8 Scale = 1:32.7 4x6 = B A K J I H G F E D 46 = 4x6 = Plate Offsets LOADING (psf) SPACING- 2-0-0 ! CSI. + DEFL. in (loc) I/deo Ud ( PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15; TC 0.15 1 Vert(LL) n/a n/a 999 1IT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incl YES WB 0.00 j Horz(TL) 0.01 C n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) j Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2.6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing y — * Istelled dunng lruss,erectlon :iri accdrdance with Stabilizer REACTIONS All bearings 15-11-0. (lb) - Max Horz A=52(LC 9) Max Uplift All.uplift 100 Ib or less at joint(s) A, D. I except C=-143(LC 5), K=-102(LC 8), J=-144(LC 19) Max Grav All reactions 250 Ib or less at joint(s) D, E, F, G, J, I, H except A=395(LC 1), C=597(LC 1), K=330(LC 19), A=395(LC 1), C=597(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-692/226, B -C=-695/224 BOT CHORD A -A=-102/304, A -K=-156/586, J -K=-156/586, I -J=-156/586, H -I=-156/586, G -H=-156/586, F -G=156/586, E -F=-156/586, O -E=-156/586, C -D=-156/586 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, D, I, A except (jt=1b) C=143, K=102, J=144, C=143. 10) Non Standard bearing condition. Review required. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING UILDI (G DIIVIISION ® d P Pp��N. 9P rOFESS/0/V �pT N10 wU lb428 z m EXP. 12131/2016 rn L CIVIC �P OFCAO1 S0/ Seotember 11.2015 A^k WARNING - Voriry design paremomrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. O V1612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 CiI u .Heights,-CA_956.10 JDD Iruss ' Iruss type 'Oty ;Ply I Gonill Ranch 1i R45385112 1505-066 ICO2 - iCommon ,25 I 1 ------------------ =-----------------"--1 -_-- ' . Job Reference -------'---- SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:11 2015 Page 1 ID:m?BLN6cR HYyDzcfxskciOpz2kVVt-OVpoe6dKms58EEPM PNbVj6VOiD 1 F7aRtkYij EWyezRk 9-11-8 - 19.11.0 9-11-8 - 9-11.8 ___J Scale Scale = 1:32.7 • 5x6 B 3x5 LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 ( Code IBC2012frP12007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G 2x4 I! 3x5 CSI. I DEFL. in (loc) I/deft L/d I PLATES GRIP TC 0.16 Vert(LL) -0.02 . D -J >999 240 MT20 220/195 BC 0.14 I Vert(TL) -0.06 D -J >999 180 i WB' 0.13 I Horz(TL) 0.02 C n/a n/a (Matrix -M) i i Weight: 85 Ib FT = 20% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. BRACING- - fit between the bottom chord and any other members. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. MiTek recommends that Stabilizers and required cross bracing Q?,OF ESS/ON W0 be installed during truss erection, in accordance with Stabilizer �2 Z - -,-Installation:quide. i REACTIONS. (Ib/size) A=638/0-5-8, C=638/0-5-8 a;,k.Sj " a r* <-F�" ' •--- • - - ' Max Horz A=-42(LC 9) Max UpliftA=-65(LC 4), C=-65(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY COUNTY TOP CHORD A -B=-1043/123, e -C=-1043/123 BUILDING BOT CHORD A -A=-791467, A -D=•68/922, C -D=-68/922 DIVISION WEBS BD=0/318 NOTES- (8) Al P ® YN 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,OF ESS/ON W0 �2 Z 76428 z m M � EXP. 12/3112016 rn * �j CIV11 9TFOF CAL OF [ns ' September 11,2015 .S WARNING • Veriy dosiga Paromotors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7479 rov. OL1612015 BEFORE USE. Design valid for use only with MiTek connectors. chis design b based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TFII Quality Criteria. DSB•69 and BCSI Building. Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Cibus.Heights_CA-956.10 1505-066 4.4-14 j Common Girder 3-7-2 5x6 = C Gorrill Ranch 2 Inn Raf—m- "630s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:12 2 I D:m?BLN6cRHYyDzcfxskciOpz2kWt-shNArSdyXAD?r0-Yz46kFK 180dlisul 11-7-2 16.0-0 3-7-2 4-4-14 R45385113 ' Scale = 1:26.3 2.4 � 7x8 = 2x4 h LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012rrPI2007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G CSI. DEFL. in (loc) Well L/d j PLATES GRIP TC 0.19 Vert(LL) 0.07 G >999 240 I MT20 220/195 BC 0.51 Vert(TL) -0.19 G -H >999 180 i WB 0.73 Horz(TL) 0.06 E n/a n/a (Matrix -M) I Weight: 172 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=3323/0-5-8, E=3323/0 5 8 1 -.Y, , • - _ Max.Horz A=43(LC.31) Max UpliftA=-888(LC 4), E=-888(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-7191/1833, B -C=-5865/1432, C -D=-5865/1432, D -E=-7191/1834 BOT CHORD A -O=-1743/6819, O -P=-1743/6819, H -P=-1743/6819, H -Q=-1743/6819, G -O=-1743/6819, G -R=-1712/6819, F -R=-1712/6819, F -S=-1712/6819, S -T=-1712/6819, E -T=-1712/6819 WEBS C -G=-795/3293, D -G=-1398/479, D -F=-209!787, B -G=-1398/477, B -H=-208!787 NOTES- (11) 1) 2 -ply truss to be connected together with 1 O (0.131'•x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1.0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=888, E=888. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1163 Ib down and 433 lb up at 2-0-12, 315 Ib down and 99 Ib up at 4-0-12, 315 Ib down and 99 Ib up at 6-0-12, 1466 Ib down and 347 Ib up at 8-0-0, 315 Ib down and 99 Ib up at 8-0-0, 315 Ib down and 99 Ib up at 9-11-4, and 315 Ib down and 99 Ib up at 11-11-4, and 1163 Ib down and 433 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY B®UILDING DI`VIISION 0���® Q4' QRpF ESS/ON ��P�p1N10 y��F�c �2 Z 76428 z m D � * EXP. 12/3112016 CIVIC _ �P OF CAW Continued on Rage 2 Jeptember 11 ,2U15 Al WARNING. Verily dosign pa amemn and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 414II.7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding MiTek* fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSR -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 CitrusJdeinhls-CA-956.10 'Job (Truss - Truss Type > (Ory, jPly t Go rill Ranch 1 11505-066 �DOt Common Girder 1 �) R4538S11J - L _—___-____ — ____ Job Reference iTek ndu SYSTEMS PLUS LUMBER CO ANDERSON, 6A 7.670 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:72 2075 Page 2 I D:m?BLN6cRHYyDzcfxskciOpz2k Wi-shNArSdyXAD?rp_Yz46kFK180dIisuL0ZCSGmyyezRj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber Increase=1.15, Plate Increase=1.15 - Unifomt Loads (plf) Vert: A -C=-60. C -E=-60, f -L=-20 Concentrated Loads (lb) Vert: G= -1781(F=-1466, 8=-315)0=-1163 P=-315(8) 0=-315(B) R= -315(B) S=-315(8) T=-1163 BUTTE COUNTY BUILDING DIVISION Al r A WARNING. Verify design paramato.i and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7479 rov. 0 2/7 612 0 1 5 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is for on individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members ontyM . Additional temporary, bracing to insure stability during construction is the responsibillity of the A 1Te �. erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding - fabrication, quolly control: storage, delivery, erection and bracing, consult 'ANSI/TPII Quality Criteria, DSS -89 and BCSI.Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus -Heights -CA -956.1.0 Job (Truss 'Truss Type "" IOty IPIy , GorrBl Ran i. j7505--066 �E01 !Common Supported Gable �4 i "1 __ I (Job Reference o Uonal SYSTEMSPLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Indusities. Inc. Thu Sop -1 0 15:07:13 2015 Page 1 1 D:m?BLN6cR HYyDzcfxskciOpz2k Wt- KuxZ3oealTLSTYZkXodzoXaO611zb WS9CsBgIOyezRi 3.40 3.40 _ 3-0-0 4x5 II Scale: V=1• A 4.00 ;12 B D 3x4 = 2x4 If 3x4 = L 16 Id 6-40 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl Ud i PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.15 TC .0.03 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 I Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' + Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 231b FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS. G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G I MiTekrecommends that Stabilizers and required cross bracing - be installed during truss erection in accordance With Stabilizer �+,r=r "-"4•�---'o'.--n-•-'" .Installation guide. - = ?' REACTIONS _(Ib/size) A=119/6-0 0, C=119/6-0-0, D=242/6-0-0 c: ] �., -t. .•-- o - •a: v, n . Max Horz A=-18(LC 9) Max UpliftA=-28(LC 4), C=-30(LC 5), D=-5(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. _ 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A. C, D. 10) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ESS/0N9 O9?,OF N10 41 <<, �2 Z 76428 z m UJ Of o X EXP. 12131/2016 rn . 9TFOF�q F6� September 11,2015 A WARNING - Vorly design pan motors end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rov. 021162015 BEFORE USE. Design volid for use only with Mgek connectors. This design is based only upon parameters shown, and is for on individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the WOWerector. 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, DS8-89 and SCSI Building Component 7777 Greenback Lane Safety Infoanotion available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Woo iIruss Iruss type ;ply ,Ply G -ill Ranch ' R45385115 '1505-066 E02 Common 10 1 I -------- Job Reference (optional)._____ SYSTEMS PLUS LUMBER CO. ANDERSON. CA �- 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:13 2015 Page 1 I D:m?BLN6cR HYyDzcfxskciOpz2kWt-KuxZ3oealTLSTYZkXodzoXaOE 11vbWL9CsBg10yezRi 3-0.0 6.0-0 3-0-0 3-0.0 A 4x5 ' 4.0052 12 B 3X4 = 30 = Scale = 1:12.8 be installed during truss erection, in accordance with Stabilizer >:Inslallalion.guide::: :�slyda>`i:-•.rN�.-r--,REACTIONS: (Ib/size) A=240/0 -5-8,C=240/0-5-8 - _.. ,M1"su•,_>•r[. ,^ '•uFm- Max Horz A=-16(LC 13) Max UpliftA=-30(LC 4), C=-30(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-355/41, B -C=-355/41 BOT CHORD A -D=19/325, C -D=-19/325 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. It: Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A. C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® Q?I,OF ESS/0N ��P��TNIO yF�F2� Z 76428 z m 0 X EXP. 12/31/2016 m OF CAl1F� September 11,2015 Al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rov. 021162015 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for on individual building component. Appricability of design parameters 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 responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonnalion avalabte from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heighm-CA_956.L0 3-0-0 LOADING (psi) SPACING -2-0-0 CSI. DEFL. in (loc) I/deft Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 I Vert(LL) -0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Ven(TL) -0.01 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) j Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2x4 OF Stud/Std G IMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer >:Inslallalion.guide::: :�slyda>`i:-•.rN�.-r--,REACTIONS: (Ib/size) A=240/0 -5-8,C=240/0-5-8 - _.. ,M1"su•,_>•r[. ,^ '•uFm- Max Horz A=-16(LC 13) Max UpliftA=-30(LC 4), C=-30(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-355/41, B -C=-355/41 BOT CHORD A -D=19/325, C -D=-19/325 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. It: Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A. C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® Q?I,OF ESS/0N ��P��TNIO yF�F2� Z 76428 z m 0 X EXP. 12/31/2016 m OF CAl1F� September 11,2015 Al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rov. 021162015 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for on individual building component. Appricability of design parameters 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 responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonnalion avalabte from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heighm-CA_956.L0 !Job Truss tTruss Type - Oty Ply Gar. 11505-066 'H01 i Diagonal Hip Girder '4- _ r Job SYSTEMS PLUS LUMBER CO, ANDERSON, CA - - 7.630 s 5-9-7 A 3x8 = 3x4 4.10.13 2.83 12 3.9-10 2-4-5 R45385116 Scale = 1:28.0 2.4 II E 2.4 'i IG 3x5 = 4x4 = LUMBER- BRACING- , TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x6 OF SS G end verticals. WEBS 2x4 OF Stud/Std G ._ BOT -CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. H A REACTIONS. (Ib/size) B=796/0 -5-8,G=656/0-7-12 _ - , ,ate-k;r Max Horz 8=127(LC 7) _ Max Uplift8=-333(LC 4), G=-136(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-838!792 BOT CHORD B -L=-857/849, H -L=-30/346, H -M=-30/346, M -N=-30/346, G -N=-30/346 WEBS C -G=-307/19, D -G=-255/118 NOTES- (10) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) B=333, G=136. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or.other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 46 Ib up at -0-1-15, and 80 Ib down and 46 Ib up at -0-1-15 on top chord, and 41 Ib up at 2-7-15, 41 Ib up at 2-7-15, 70 Ib down and 9 Ib up at 5-5-14, 70 lb down and 9 Ib up at 5-5-14, and 119 Ib down and 44 lb up at 8-3-13, and 119 lb down and 44 Ib up at 8-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -E=-60, F-1=-20 BUTTE COUNTY BUILDING DIVISION N 4Pr'® 97 E Q\kpFESS/0N �j N 10 yF �'G Z 76428 z m Cr 0 X EXP. 12131/2016 �j CIV11 9�F rCAI OQ Continued on page 2 oeple RlDer 11 ,LU I D A^k WARNING - Vodry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members onN. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria. DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heights-CA_956.1.0 _ 3.9-10 2-4-5 Plate Offsets [13:0-0-9,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell II L/d f PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 K >999 240 MT20 220/195 TCDL 1 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 G -H >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 8 n/a n/a BCOL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 150 Ib FT = 20% LUMBER- BRACING- , TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x6 OF SS G end verticals. WEBS 2x4 OF Stud/Std G ._ BOT -CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. H A REACTIONS. (Ib/size) B=796/0 -5-8,G=656/0-7-12 _ - , ,ate-k;r Max Horz 8=127(LC 7) _ Max Uplift8=-333(LC 4), G=-136(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-838!792 BOT CHORD B -L=-857/849, H -L=-30/346, H -M=-30/346, M -N=-30/346, G -N=-30/346 WEBS C -G=-307/19, D -G=-255/118 NOTES- (10) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) B=333, G=136. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or.other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 46 Ib up at -0-1-15, and 80 Ib down and 46 Ib up at -0-1-15 on top chord, and 41 Ib up at 2-7-15, 41 Ib up at 2-7-15, 70 Ib down and 9 Ib up at 5-5-14, 70 lb down and 9 Ib up at 5-5-14, and 119 Ib down and 44 lb up at 8-3-13, and 119 lb down and 44 Ib up at 8-3-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -E=-60, F-1=-20 BUTTE COUNTY BUILDING DIVISION N 4Pr'® 97 E Q\kpFESS/0N �j N 10 yF �'G Z 76428 z m Cr 0 X EXP. 12131/2016 �j CIV11 9�F rCAI OQ Continued on page 2 oeple RlDer 11 ,LU I D A^k WARNING - Vodry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members onN. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria. DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.Heights-CA_956.1.0 _ Job - 'Truss tTruss Type 1505-066 �HO1 (Diagonal Hip Girder SYSTEMS PLUS LUMBER CO, ANDERSON, CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: B= -55(F=-27, B=-27) L=58(F=29, B=29) N==238(F=-119, 8=-119) -' :'Ace.-, .�.•„•--� .J7;. @.�.,a:,r.c EUTTE COUNTY BUILDING DIVISION APPPVE ,AJ WARNING • verify design palamef— and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 iev. 0211611015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component.. Applicability of design parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is tar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M ITQk• 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/TPI( Dually Criteria. DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 CitruaHeights,-CA_95fi 1505-066 A H02 ! Diagonal Hip Girder ANDERSON, CA ' -5-9-7 4-3-14 5-9-7 —_-- 4.3-14 Gorrill ) R45385117 f.bJU s JUI 26 2015 MiTek Industries, Inc. Thu Sep 10 15:07:16 2015 Page 1 ID:m?BLN6cR HYyDzcfxskciOpz2kWl-kTdhhpgTbOkOK?IJCwBgOACglEmJosRcugOUvjyezR f 3-2-11 3-6.3 Scale = 1:27.8 2x4 i I E LOADING (psi) SPACING- 2-0-0 j CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 TCDL 10.0 Lumber DOL 1.15 I BC 0.08 BCLL 0.0 ' Rep Stress Incr NO I WB 0.08 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x6 OF SS G WEBS 2x4 OF Stud/Std G . --76 1 REACTIONS (Ib%sizd) @,=%q3/0;5 -8,,F-/Mechanical,.Y.:_ < Ha Max oB=127(LC 7) .• Max UpliftB=-355(LC 4), F=-145(LC 8) I DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 K >999 240 MT20 220/195 Vert(TL) -0.02 G -H >999 180 i Horz(TL) 0.00 F n/a n/a Weight: 150 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.... - " In 1_e�,r.. aA 1� d r ,.76!!i ierl?.2C(::htr:�':..• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-917/525, C -D=-697/133 BOT CHORD B -L=-600/925, H -L=-87/599. H -M=-87/599, G -M=-87/599, G -N=-123/668, F -N=-123/668 WEBS C -G=-255/149, D -G=-9/343, D -F=-744/163 NOTES- (11) 1) 2 -ply truss to be connected together with 1 O (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=355, F=145. 9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 Ib down and 46 Ib up at -0-1-15 , and 80 Ib down and 46 Ib up at -0-1-15 on top chord, and 41 Ib up at 2-7-15, 41 Ib up at 2-7-15, 70 lb down and 9 Ib up at 5-5-14, 70 Ib down and 9 Ib up at 5-5-14, 119 Ib down and 44 Ib up at 8-3-13, and 119 Ib down and 44 Ib up at 8-3-13, and 241 Ib down and 37 Ib up at 10-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUTTE COUNTY BUILDING DIVISION APPIR O9R0FESS/0N9 OTN Co IO yF��2c �'G Z ,L 76428 z m � :Z7 EXP. 1213112016' sT CIV(�P �OF CAL1F Continued on Daae 2 .)eptemoer 1 1,1015 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Suite 109 Citrus.Heights._CA_956.10 LOAD CASE(S) Standard . Uniform toads (plf) Vert: A -E=-60, F -I=-20 Concentrated Loads (Ib) Vert: B= -55(F=-27. B=-27) F= -241(F) L=58(F=29, 8=29) N= -238(F=-119, B=-119) x. BUTTE COUNTY BUILDING DIVISION APPROVED I WARNING. Verify dosign pines—him and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE Ml1-7473 rov. 0211612015 BEFORE USE. esign valid for use only with Mlek connectors. This design is based only upon parameters shown, and is loran individual building component.• pplicability of design parameters and proper incorporation of component is responsibilityof building designer- not truss designer. Bracing shown for lateral support of individual web members only. Additional temporary. bracing to insure stability during construction is the responsibillity of the Mire k' rector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding sbricalion. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria. DSB-89 and 8CSI Building Component 7777 Greenback Lane dety Inlonnation available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Suite 109 Citrus-Heights-CA-956.10— - 1 -I R45385118 t !1505-066 iH01 `Diagonal Hip Girder 2 ) _� 2 IJob Reference (optional)___ __ SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. The Sep 10 15:07:17 2015 Page 1 I D:m?BLN6cRHYyDzcfxskciOpz2k Wt-CfB3v9h5Mis Hy9tWmeivyNl?Ve7gXJ816U91 R9yezRe .5-9-7 .4.11.14 8-10.9 11-0.11 5-9-7 4-11-14 3-10.11 2.2.3 Scale n 1:28.7 A 2x4 0 E LOADING (pso SPACING- 2-0-0 TCLL 20.0 I Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 OF SS G 'BOT CHORD 2x6 OF SS G WEBS 2x4 DF�Stud/Std G ?3,aiREACTIONS. (Ib/size) •B=810/0-5-8, G=643/0-5-8 --Max Horz B=127(LC 5) Max Uplift B=-335(LC 4), G=-133(LC 8) 4.11-14 8-10-9 11-0-11 id CSI. i DEFL. in (loc) I/deb Lid I PLATES GRIP TC 0.33 Vert(LL) -0.01 K >999 240 MT20 220/195 BC 0.06 Vert(TL) -0.01 G -H >999 180 WB 0.05 Horz(TL) -0.00 B n/a n/a (Matrix -M) Weight: 148 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-848!767 BOT CHORD B -L=-832/850, H -L=-30/347. H -M=-30/347, M -N=-30/347, G -N=-30/347 WEBS C -H=-49/254, C -G=-330/26, D -G=-261/97 NOTES- (10) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. . Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or. back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=335, G=133. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 Ib down and 46 lb up at -0-1-15, and 80 Ib down and 46 Ib up at -0-1-15 on top chord, and 41 Ib up at 2-7-15, 41 Ib up at 2-7.15, 70 Ib down and 9 Ib up at 5.5-14, 70 lb down and 9 Ib up at 5-5-14, and 119 Ib down and 44 Ib up at 8-3-13, and 119 Ib down and 44 Ib up at 8-3-13 on bottom chord. The design/selection of,such connection device(s) is the responsibility of others. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-60, G-1=-20, F -G=-20 A WARNING - Verify design pammote.s and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE 11111-7473 re, 02116!1015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APP V E 1 Q?,pFESS/0N OT N IO y� �F2 CO i U, r� 76428 z m 0, Of 0 X EXP. 12/31/2016 CIVIL )FOF CAL September 11,2015 MiTek' 7777 Greenback Lane Suite 109 IJob ----:Truss -- ;Truss Type - IR45385118 Oty JPly fGorrill Ranch - --- 7 i f .. 7505-066 'H03 I Diagonal Hip Girder � 2 - � � � __ ; _ I _ 2 IJob Reference (optional)_______ SYSTEMS PLUS LUMBER CO. ANDERSON; CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:17 2015 Page 2 ID:m?BLN6cRHYyDzcfxskciOpz2kVN-CfB3v9h5MisHy9t WmeivyNI?Ve7gXJBl6U91 R9yezRe LOAD CASES) Standard , Concentrated Loads (lb) - - - Vert: B=-55(F=-27; B=-27) L=58(F=29, 8=29) N=-238(F=-119, B=-119) y' Z' LS •""v.r BUTTE COUNTY BUILDING DIVISION APmRr%%/E® A^k WARNING - Venry design paramamrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/7612075 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateralsupport of individual web members only. Additional temporary bracing to insure stabTty. during construction u the responsibillify of the M iTek` erector. Additional permanent bracing of the overall structure is the responsibRity, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria,. DSB-89 and SCSI Building Component ' Grenback Lane Suitee Safety Information available from Truss Plate Institute, 781 N: Lee Sheet, Suite 312, Alexandrio. VA 22314. 7777 7777 109 C1trus.Heights.-CA_956.10 F 4-0.0 - 1-9-13 6x6 % C Scale = 1:15.4 LOADING (psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 G >999 240 i MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 G >999 180 BCLL 0.0 ' Rep Stress Incr YES, We 0.00 Horz(TL) -0.00 A n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) j Weight: 16 Ib FT = 20°h LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purlins, except BOT CHORD 2x4 OF Stud/Std G end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing _- "` be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS. (Ib/size) A=126/0-1-8, D=-4/Mechanical, B=349/0-5-8 .Max Horz B=58(LC 5) Max UpliftA=-26(LC 4), D=-7(LC 16), B=-37(LC 4) Max Grav A=126(LC 1), D=15(LC 3), 8=349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; VUII=I IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BC0L=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWF RS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0,psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, D, B. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IL WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rev. 021161201S BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION A� P Ri 0IV' E®. o9ROFESS/04// !�OTNI co O �2 Z 76428 z m o � EXP. 12/31/2016 m CIVIC �FOFCM_' September 11,2015 MiTek' 7777 Greenback Lane Suite 109 Job ,Truss Truss Type 10ty IPly i Gorrill Ranch R45385120 ,1505-066 iJ02 Jack -Closed 116 I 1 i i _ ___ Job Reference CA 7,630 s Jul 28 2015 Mi(optional)__ SYSTEMS PLUS LUMBER CO. ANDERSON Tek Industries, Inc. Thu Sep 10 15:07:17 2015 Page 1 I D:m?BLN6cR HYyDzcfxskciOpz2k Wt -Cf B3v9h5MisHy9tWmeivyNl0Ze4?XJx16U91 R 9yezRe 40.0 3913 4.0.0 3.9-13 Scale: 3/4"=1' C A Plate Offsets (X Y)_IB:0-6-10,0.0-81--------------------�------- LOADING (psf) I SPACING- 2-0-0 CSI. j DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 IIII Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.24 VeFt(TL) 0.01 D -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 I Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) I ( Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except BOT CHORD 2x4 DF Stud/Std G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . %_ _ MiTek recommends that Stabilizers and required cross bracing-: be installed during truss erection, in accordance wdh Slabiliier • ' - "' "-` `' Installation guide. REACTIONS (Ib/size) D-16/Mechanical, 8=508/0-5-8 Max Horz B=86(LC 4) Max Uplift B=-254(LC 4) Max Grav D=69(LC 3), B=508(LC 1) BUT E COUNTY FORCES. (Ib) - Max. Max. Ten. -All forces 250 (Ib) or less except when shown. BUILDINGDIVISION' TOP CHORD 8-C=-484/577 BOT CHORD B-0=461/369 APPRIOVED NOTES- (8) 1) Wind: ASCE 7-10: Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=254. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. SOF ESS/0 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q N pTNIO CO CO �� y 76428 z m Ir o X EXP. 12131/20 6AV * T,9TFOF CAl1F���\P September 11,2015 Ak WARNING - Varity design p.ramaters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev. 07/16/2015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component.� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITBK• fabrication• quority control• storage. delivery, erection and bracing, consult ANSI/TPII Ouality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 - Cilius.Heights,_CA_956.10 JOO !1505-066 A Jack -Closed j16 1 1 1 !Job CA7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:18 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-grkS6Vij60_8ZJSiJLDBVbHBJ2MxGmBvL8vb_cyezRd -4.0.0 5-9-13 4-0-0 5-9-13 Scale= 1:20.4 2.4 ;1 C B 4.00112 _ ��- 4x5 = D 2x4 it LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.06 O -G >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a j BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) ! Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2x4 DF-Stud/Std G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing. MiTek.recommendsthat,Stabilizers and required cross bracing '' - "•c`=.•?T• ` a �'''^ - '' ' w` -"""-r" -� be Installed-dunngtruss?erection;�ihaccordance �witfi' Stabilizer - i Installation_ guide. REACTIONS. (Ib/size) D=1471Mechanical, B=547/0-5-8 M H= ax orz B-107(LC 71 Max UpliftD=-15(LC 8), B=-236(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-552/471 BOT CHORD B -D=-379/410 NOTES- (8) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft: Cat. 11: Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical leftandright exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except 6t=1b) 8=236. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION PPlu v I oQROFESS10,V �cr�P�OTN10 LIJ76428 M * EXP.1231/2016.r OF CAUF�• Seotember 11.2015 Al WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the MtTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol. storage, delivery. erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Intonnalion available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Suite 109 Citrus.HeiMts._CA_956-1.0 1505-066 A ;Ply !Gorn Ranch R45385122 I1 ... _ .. nv�ocn �, v, rvvertavrv, �r /.620 5 Apr 30 2015 MITek Industries, Inc. Fri Sep 11 07:01:53 2015 Page 1 I D:m?BLN6cRHYyDzcfxskciOpz2k Wt-6xWVaB5Rj6L_VoC4cG5ycEx4AxITOTPHjVagkMyetSi -4-0-0 7-11-11 8.0-0 4-0-0 7-11-11 0-0-5 Scale = 1:23.0 0 ' 4-0-0 ' 7-11-11 7-11-11 8 -o -o 0-0-5 _Plate Offsets (XY=[B:0.0-6 Edge] LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl L/d jjj PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Ven(LL) -0.02 F-1 >999 240 I MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Ven(TL) -0.05 F -I >999 180 - I BCLL 0.0 ' Rep Stress Incr YES WB 0:05 Horz(TL) 0.00 B n/a n/a BCDL' 10.0 Code IBC2012/TPI2007 (Matrix -M) i Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G - ==MiTek recommends that Stabilizers and required cross bracing ,c} ns --t,,'::-be_..installediduring.truss"efettion;'in accordance with Stabilizer u - Aa.-,-o•.x.''.✓r.,•-•=.acvs-:r.1'ti19CY=�lnstaltationgwdes.�..,.-.....,:-. REACTIONS. (Ib/size) D=2/0-1-8 (min. 0-1-8), B=539/0-5-8 (min. 0-1-8), F=334/0-5-8 (min. 0 18)` - Max Horz B=165(LC 4) Max Uplift D=-33(LC 4), B=-224(LC 4), F=-51(LC 8) FORCES. ((b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-548/491 BOT CHORD B -F=-418/391 NOTES- (10) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87Inph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. _ 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint D. 224 Ib uplift at joint Band 51 Ib uplift at joint F. - 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI(rPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rov. 0211612015 BEFORE USE. Design valid for use only with MBek connectors. This design b based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI I Quality Criteria. DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION PP VELD Q?,OF ESS/ON IN I O yF �F2c �'G Z 76428 z m Qf o X EXP. 12/31/2016 ^� September 11,2015 MiTek' 7777 Greenback Lane Suite 109 1505.066 A 1, y (Jack -Closed ___ 'Job Reference (optional)____ NBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:2 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-V?6jNYnUiskl H EvsgcKYISXCoSTo,, .4-0.0 6-5-8 7-11-11 8.0.0 4-0-0 6-5-8 1-6.3 045 2x4 II D LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.t&Btr G *Except* E -F: 2x6 OF No.2 G WEBS 2x4 DF Stud/Std G CSI. DEFL. in (loc)' I/deb L/d TC 0.26 Vert(LL) -0.03 F -I >999 240 BC 0.17 1 Vert(TL) -0.08 F-1 >957 180 WB 0.05 iHorz(TL) 0.00 B n/a n/a (Matrix -M) I BRACING - TOP CHORD _ - BOT CHORD PLATES GRIP MT20 220/195 R45385123 I I 1 Scale = 1:23.4 Weight: 47 Ib FT = 206/ Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. nmends that Stabilizers and required cross bracing during truss erection; in accordance with Stabilizer Lice. REACTIONS. (Ib/size) B=556/0 -5-8,F=312/0-5-8 Max Horz B=137(LC 5) Max UpliftB=-228(LC 4), F=-50(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C-554/446 BOT CHORD B -F=-405/440 WEBS C -F=-260/84 NOTES- (7) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft: Cal. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F except (jt=1b) B=228. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. AL WARNING . Verify design paramotors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rov. 07/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® OQFtOF ESS/ONV w 76428 z m EXP. 12/31/2016 m ��P 9T 0FCAUFO� September 11,2015 MiTek' 7777 Greenback Lane Suite 109 Job-------- iTruss -------------- !Truss Type 1505-066�---SYSTEMS PLUS LUMBER CA A 2x4 II C LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 8CLL 0.0 ' Rep Stress Incr YES BC DL 10.0 Code ISC2012/TPI2007 CSI. j DEFL. in (loc) I/deft Lid TC 0.26 i Verl(LL) -0.07 D -G >999 240 BC 0.33 Verl(TL) -0.21 D -G >427 180 WB 0.00 HOrz(TL) 0.01 B n/a n/a (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) D=241/Mechanical, B=608/0-5-8 (min. 0-1-8) Max Horz B=133(LC 7) Max Uplift D=-37(LC 8), B=-233(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-552/136 80T CHORD B -D=-111/418 PLATES GRIP MT20 220/195 Scale = 1:22.7 Weight: 40111 FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals.. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cros"s be installed during truss erection, in accordance with Stabilizer - -rwf->• � *� I Installation guide. 1 ' NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint D and 233 Ib uplift at joint B. ' 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Al WARNING - Verify design Paramaton: and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mil-7077,ov. 0211612015 BEFORE USE. Design vafid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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, consul) ANSI/TPII Quality Criteria. DSS -89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. BUTTE COUNTY B®U{gIILLDIING DIVISION ° `►P q i1/ Q"pF ESS/ON TNIp '�l w v /Ei4lti z m * EXP. �31/2016ti X' CIVIC T�TFOF CAUF September 11,2015 MR' MiTek" 7777 Greenback Lane Suite 109 A Pf71 I tuornll Ranch R45385125 mo�n vv, rtavrv, ter, 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Sep 11 07:04:04 2015 Page 1 1D:m?BLN6cRHYyDzcfxskciOpz2kWi-m8xO4_hclMrPjwjFnGygOstT6106aijZrNpGgGyelOf -4-0-0 8-0-0 9-11-11 4-0-0 - 8-0-0 1-11-11 Scale = 1:26.7 D a , LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 TCDL 10.0 Lumber DOL 1.15 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code IBC2012frPI2007 I (Matrix -M) DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -0.02 F -I >999 240 MT20 220/195 Vert(TL) -0.05 F -I >999 180 Horz(TL) 0.00 B n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) D=83/0-1-8 (min. 0-1-8), B=535/0-5-8 (min. 0-1-8), F=376/0-5-8 (min. 0-1-8) Mai Horz 8=190(LC 4) Max Uplift D=-53(LC 4), B=-212(LC 4), F=-78(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-571/503 BOT CHORD B -F=-430/395 WEBS C -F=-291/132 Weight: 45 lb FT = 20% Structural wood sheathing directly.applied or 6-0-0 oc,pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection} in'accordance•wllh Stabilizer 1 ' Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph.(3-second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint D, 212 Ib uplift at joint B and 78 Ib uplift at joint F. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D: 8) This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION/��� 9 IPPR® a9 E® 9?,0FESS/0// �IN10 tiF�F�c CO �Z Z 121 76428 z m * EXP.12/31/2016 ^7 CMI 9TFOF CN -W September 11,2015 A WARNING - verify design Paramole. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7471 rev. 0211612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Ouality, Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Cibusli6ghts,.CA-956.10 J A .4-0.0 658 8.0.0 9-11-11 40.0 — 6-58 - 1-6-8 - 1-11-11 - - Scale = 1:28.0 E I CSI. 'd in (loc) o In ` o - o LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/deg L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 G -J >999 240 TCDL 10.0 Lumber DOL 1.15 i BC 0.17 Vert(TL) I -0.08 G -J >959 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00. B n/a n/a BCDL 10.0 Cade IBC2012lrP12007 (Matrix -M) LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 51 Ib FT = 20% TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x4 DF No. 1&Btr G *Except' end verticals. F G 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing. c d11,yVv EeS is 2x4 DF Stud/Std G_ MiTek, recommends that•Stabthzers;and required'crossbracing beinstalletldunnglrusserection,�in-accordance-wllh`Slabilizer ( Installation guide.' REACTIONS. (Ib/size) E=68/0-1-8, B=547/0-5-8. G=377/0-5-8 -- Max Horz B=147(LC 4) Max Uplift E=-31 (LC 8), 8=-21O(LC 4), G=-87(LC 8) FORCES. ((b) - Max. Comp./Max. Ten. - Ag forces 250 (lb) or less except when shown. TOP CHORD B -C=-573/457 BOT CHORD B -G=-414/439 WEBS C -G=-314/113 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, G except Qt=1b) B=210. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473— 02/162015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® Q?,pFESS/ON N 10 �y� co �2 2 LU 76428 z m of o X civil_ OF r. AC September 11,2015 MiTek' 7777 Greenback Lane Suite 109 Job 'Truss 'TrussT a --------------y !Pl---------�–orrill Ranch ------- —• I i YP Ql;Ply �G--�----���---_.__.._.._.. R45385127 1505-066 606 ijack-Open J4 t 1 I n.acR w. r..acna�n, s..s 1.620 s Apr 30 2015 MiTek Industries, Inc. Fri Sep I1 0 ID:m?BLN6cR HYyDzcfxskciOpz2k Wt-31056BzgDks?bcYsBJNJOwsZ30CkC -4-0-0.8-0-0 11.11.11 4.0.0 _ 8-0-0 -- 3-11-11 Scale = 1:30.7 E i7 N D - i I i� o )o !e I� i I 4 , LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 4x5 = 2.4' II SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. DEFL. I in (loc) I/deg L/d PLATES GRIP TC 0.26 Vert(LL) -0.02 G -J >999 240 MT20 220/195 BC 0.14 Vert(TL) -0.05 G -J >999 180 WB 0.06 Hore(TL) 0.00 B n/a n/a (Matrix -M) Weight: 49 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins: BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G =-,_4 rMiLek recommends that, Stabilizers and required cross bracing y •'r- ,� "S'�° be mstalled`tlunng truss erection, in accordance with Stabilizer '`- REACTIONS. All bearings 0-1-8 except Qt=length) 8=0-5-8, G=0-5-8. " + (lb) - Max Horz 6=215(LC 4) Max Uplift All uplift 100 Ib or less al joints) E, G. D except B=-202(LC 4) Max Grav All reactions 250 lb or less at joint(s) E, D except B=535(LC 1), G=379(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-580/505 BOT CHORD B -G=-431/388 WEBS C -G=-293/135 NOTES- (10) 1) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical leg and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chard and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, G, D except (jt=1b) B=202. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, D. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASES) Standard BUTTE COUNTY BUILDING DIVISION A� r �E Q?,OFESS/o/V OTNIo LU 76428 z m 0 X EXP. 12/31/2016 rr7 OF CAL September 11 2015 Al WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for on individual building component. ." Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A 1Te �. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For V' general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria- VA 22314. Suite Greenback 109 Cibus.Heights_CA_956.1.0 --- ---- - ]Job 'Truss , iTruss Type Qty )Ply j Gordo Ranch 1 R45385128 , 11505-066 jJ6A !Jack -Closed 12 1 I ' , ' ""' ""•"'"` ""• ^'•�"`�`�^• `-^ I.0Ja s Jul Lb LU15 MIIex Inaustues, Inc. Thu Sep 1015:07:2 I D:m?BLN6cRHYyDzcfxskciOpz2kWt-zCf5aun6T9s9vOU2EJrnH34NYsp —_4.0-0 6-5-8 8-0-0 10.0.12 11-11-11 4-0-0 6-5-8 1-6-8 2.0-12 1-1015 A F 2x4 4.00 FIT 3x4 D �r '�••' Scale: 318"=1• �i I ' I �^ d l` j io I r Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, H=0-5-8. (lb) - Max Horn B=172(LC 4) Max Uplift All uplift 100111 or less at joint(s) F, H, E except B=-201(LC 4) Max.Grav All reactions 250 lb or less at joint(s) F, E except 8=545(LC 1), H=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-582/458 BOT CHORD B -H=-415/431 WEBS C -H=-317/115 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 1-0-0 wide will .fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F, E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, E except (jt=1b) B=201. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F, E. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A'j WARNING - verily design pit—cuers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rov, O V1612015 BEFORE USE. Design valid for use only with FNTek connectors. This design is based only upon parametersshown, and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 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 responsibilfity 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/1141 Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE. 99,0F ESS/ON ,y� �F2 c Z ,L 76428 z m of 0 X EXP. 12/31/2OJ6 r gTFOF����P September 11,2015 MiTek' 7777 Greenback Lane Suite 109' .—_—_—___.._—.--_______—_—__— 6-2-12 0.2.12 4-0_0_—._ Plate Offsets (X,Y)_—(B:0-0-14,Edgej —1_6-6 — -_----- CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TC0.26 Vert(LL) -0.03 H -K >999 240 MT20 220/195 TCDL 10.0 I 'Lumber DOL 1.15 BC 0.17 Vert(TL) -0.08 H -K >959 180 .BCLL 0.0 ' 1 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 B n/a n/a BCDL 10.0 , Code IBC2012/TP12007 (Matrix -M) Weight: 56111 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G'Except' end verticals. G -H: 2x6 OF No.2 G _ _ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G .aR"�- >',"�. ,.,." _... -" 1 , .pJ> .•r,8,�gr 7YntzrMiTek recommends that Stabilizers and required cross bracing '^'-^e-.r-:ew,a:r`�"-_^-^�:>'Y•r-= —^-• �•`^•� --' be installed during truss erection, in accordance With Stabilizer I r Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, H=0-5-8. (lb) - Max Horn B=172(LC 4) Max Uplift All uplift 100111 or less at joint(s) F, H, E except B=-201(LC 4) Max.Grav All reactions 250 lb or less at joint(s) F, E except 8=545(LC 1), H=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-582/458 BOT CHORD B -H=-415/431 WEBS C -H=-317/115 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 1-0-0 wide will .fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F, E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, E except (jt=1b) B=201. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F, E. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A'j WARNING - verily design pit—cuers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rov, O V1612015 BEFORE USE. Design valid for use only with FNTek connectors. This design is based only upon parametersshown, and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 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 responsibilfity 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/1141 Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE. 99,0F ESS/ON ,y� �F2 c Z ,L 76428 z m of 0 X EXP. 12/31/2OJ6 r gTFOF����P September 11,2015 MiTek' 7777 Greenback Lane Suite 109' .'1505-066 Jack -Open vry :rry '4 1 i R45385129 rmaar< s.u. rrvuarxaurv, Wit, 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Sep 11 07:05:18 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-cNP_cHa 1 S5AvbI NT6pH I QSx6RaGOwAOSsulAO_yelPV -4-0-0 8-0-0 13-11-11 400 800 _..— 5-11-11 B .6. / A 4x5 = LOADING (psf) j SPACING- 2-0-0 TCLL 20.0 Plate Grip.DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 t Rep Stress Incr YES BCDL 10.0 ( Code IBC2012/rP12007 Scale = 1:34.6 F ill ivr E,– o 4.00 (12 2x4 C G H 2.4 i CSI. DEFL. in (loc) Well Lid TC 0.26 Vert(LL) -0.02 H -K >999 240 BC 0.14 Vert(TL) -0.05 H -K >999 180 WB 0.06 Horz(TL) 0.00 B n/a n/a (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G ' E: - 'XY'x'-tu 2/z ..-4:•'ttd9P�'x- u�,. �§'3n�=r —REACTIONS. Allrbearmgs 0-1-8 ezbept Qt=length) B=0-5-8, H=0-5-8. ' (lb) - Max Horz B=239(LC 4) -- Max Uplift All uplift 100 Ib or less at joint(s) F, H, D, E except B=-193(LC 4) Max Grav All reactions 250 Its or less at joint(s) F, D, E except B=535(LC 1), H=379(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-589/505 BOT CHORD B -H=-431/380 WEBS C -H=-293/136 PLATES GRIP MT20 220/195 Weight: 54 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabitiier"''"sir Installation guide. _- 4wW .au-•> •--_- NOTES- (10) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. - 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) F, D, E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, D. E except Qt=lb) B=193. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F, D, E. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard `S WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE 1411.7473 rev. 02/16/2015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibTty, of the building designer. For general guidance regarding fabrication, quality control, storage- delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informolion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COI NT'Y BUILDING DIVISION P OVED O9?,OF ESS/049 01N10 yF�Ftic �2 2 LIJ76428 z m o X s c(vt\� September 11,2015 rat, MiTek' 7777 Greenback Lane Suite 109 iJoo buss '.Truss Type 10ty ;Ply ; Gonill Ranch i R45385130 1505-066 J7A !Jack -Closed -2 1 A ••••"�•• `•"• ^ •�•�^•+••� • ••^ I.CAU s Aur Le zul o ml l ex Inausu,e5. Inc. I nu Sep If tD:m?BLN6cR HYyOzcfxskciOpz2k W1-RODTnEokET_OXY3En 1 MOgHd .4-0.0 6-5-8 8-0.0 10.0. 12 _ 12-0-12 13.11 .11 4.0.0 6-5-8 1-6-8 2-0-12 -- 2-0.0 1-10-15 4x6 = G _ E i 4.00.12 2x4 ' 3x4 ' 0 - �'r•�� ��/ H • Scale = 1:36.0 6.2-12 65 8 &0.0 14-0.0 6.2.12 0.2 121_68 6-0-0 ' Plate Offsets (X,Yj=16:0-0-14,Edge�� NOTES- (9) LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 i Vert(LL) -0.03 I -L >999 240 j MT20 220/195 TCDL 10.0 Lumber DOL 1.15 8C 0.17 Vert(TL) -0.08 I -L >959 180 j BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code ISC2012/TPI2007 (Matrix -M) I void unless by Systems Plus Lumber Co. j Weight: 60 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6'DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G 'Except' end verticals. H -l: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing._. F__ -� WEBS2x4 DF Stud/Std G _ ut' -. Y`,i September 11,2015 ' MiTek recommends that Stabilizers°and-required.crossb[acing "�" Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �+ be installed during truss erection iwaccordance•wlth Stabilizer •-' '` '- - Installation guide. 2. - REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, 1=0.5-8. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' (lb) - Max Horz B=197(LC 4) 7777 Greenback Lane Suite 109 Max Uplift All uplift 100 Ib or less at joint(s) G, I, E, F except 8=-193(LC 4) Max Grav All reactions 250 Ib or less at joint(s) G, E, F except B=545(LC 1), 1=382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OU I A IT/ BUTTE COUNTY TOP CHORD B -C=-591/458 i Vl 1 BOT CHORD B -I=-415/423 BUILDING DIVISION WEBS C -I=-317/115 NOTES- (9) A��p IF �6 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft: Cat. 11; Exp C; enclosed; MWFRS BB �. (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. E, F. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, I, E. F except Qt=1b) B=193. ,0F ESS�O Q // 7) Beveled plate or shim required to full bearing �� provide surface with truss chord at joint(s) G, E, F. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis design this truss. Q�OP ()T N 10 L and of 9) WARNING: Engineering is truss is fabricated �O void unless by Systems Plus Lumber Co. 2 O� L,rJ 76428 z m 0 X ec * EXP. 12/31120 6H T91"F0F CALF���\P September 11,2015 `l WARNING - verify d.sign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rov. 02116/1015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 -- - -- ------- --------Ply-- ....------�_.._..------- ----- Type---�--�----�---�--------�-- �-�ty 'GorrillRanch 1 R45385131 .1505-066 iJ08 Jack.Open i2 t -__--- Reference(optional) PLUS LUMBER CO, ANDERSON, CA 7.620 s Apr 30 2015 MiTek tndustrics, Inc. Fri Sep 11 07:05:41 2015 Page 1 ID:m?BLN6cRHYyDzclxskciOpz2kWt-RolhR9sS1A3esgduz8BQsJ01er7ppajr8zpuk8yelP8 -4-0-0 8-0_0 15-11-11 _ 4.0-0 8-0-0----------- 7-11-11 4.00 ,12 Scale = 1:38.2 LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP]2007 CSI. DEFL. in floc) I/def] L/d TC 0.26 Vert(LL) -0.02 J -M >999 240 BC 0.14 1 Vert(TL) -0.05 J -M >999 180 WB 0.06 Horz(TL)' 0.00 B n/a n/a (Matrix -M) Max Grav All reactions 250 lb or less at joint(s) E. F. G except B=535(LC 1), J=379(LC 1) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD u-- WEBS •- 2x4 DF Stud/Std G �. rs1. r•`E+`� ti4,9--� _.�f:e.1.Lg�.-.;.a-..� :r _ n MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate - REACTIONS. All bearings 0-f-8 except (jt=length) B=0-5-8, J=0-5-8. (lb) - Max Horz 8=262(LC 4) Max Uplift All uplift 100 lb or less at joint(s) J, E, F except B=-185(LC 4), G=-105(LC 5) Max Grav All reactions 250 lb or less at joint(s) E. F. G except B=535(LC 1), J=379(LC 1) PLATES GRIP MT20 220/195 Weight: 58 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommendslhat`Stabllizers and required cross bracing L•,be lnsialIe6rdunng truss erecbon`;iMaccordahce.with' Stabilizer 7-Installation:guide:•'^^a+>��^"��'- ••^_ •^- • • FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-597/505 BUTTE �OU 1 A ITV i V' T BOTCHORD B -J=-431/373 WEBS C -J=-293/136 BUILDING DIVISION NOTES- (10) A W P R IV'D C. 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCD4=6.Opsf; h=25ft;.Cat. II; Exp C; enclosed;{ MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. F, G. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J. E. F except B=185, G=105. SOF ESS/O Nq� (jt=1b) 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, F, G. 8) This truss is designed in QP �� �() N IO yF accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Semi-rigid �� P �` .2 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w 76428 U m LOAD CASES) Standard z Cr X EXP. 1213112016 m * civil, 9�FOFCAUF�� SeDtember 11.2015 A, WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev. 02/1672015 BEFORE USE. Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• - fabrication, quo5ty control, storage, delivery, erection and bracing, consult ANSI/TPII Dually Criteria. DS8.89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus-Heights,.CA_956.10 !Job 'Truss Truss Type- ;Oty - - iPly Gorrill Ranch 1505-066 �JBA Jack -Closed I :2 , R45385132 1 ' ' ! SYSTEMS PLUS LUMBER CO, ANDERSON, CA _ Job Reference o tional - - 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:26 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kWt-RODTnEokET_OXY3En1MOgHdYIG9G8N94BOrOG8yezRV -4-0-0 65-8 8-0-0 10-0-12 12-0-12 14-0-12 15-11-11 4-0-0 6-5.8 ----•-- 1-6-8 2-0-12 2-0-0 22-0-0 1-10-15 Scale = 1:40.0 _ 4.00 j 12 1 4.4 2x4 E 3x4 D 1t� J to A=K K 4x4 4x6 = 5x6 = _ 4.00 .12 62-12_ 65:8 8-0-0 16-0-0 8.0.0 Plate Offsets (X,Y_ B:0-0-14 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 K -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.08 K -N >959 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012I TPI2007 (Matrix -M) Weight: 65 Ib FT = 20% LUMBER-' TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18Btr G'ExcepP J -K: 2x6 DF No.2 G aru_.,_WEBS 2x4 DF Stud/Std G BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD.=. -=-Rigid ceiling directly applied or 6-0.0 oc bracing. },MiTek recommends;lhat;Stabilizers and required cross bracing -__%7_ rbe�ihstalled during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS. All bearings 0-1.8 except Ql=length) 8=0-5-8, K=0-5-8. (lb) - Max Horz B=221(LC 4) Max Uplift All uplift 100 lb or less at joint(s) I. K, F, G, H except B=-184(LC 4) Max Grav All reactions 2501b or less at joint(s) 1, F, G, H except B=545(LC 1), K=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-600/458 BOT CHORD B -K=-415/414 WEBS C -K=-317/115 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1.0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) I, F, G, H. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I, K, F, G, H except Ql=1b) B=184. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) I, F, G, H. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION O,�0F ESS10NV PHOS N 10 ULI Q 76428 z m o � * � EXP.1231/2016.r TFOF September 11-2015 Al WARNING - VCNry design paramdmrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rov- 02/16/2015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus -Heights -CA -956.10 P -4-D-u a -0-o 15-10-15 4-0-0 -- -- 8-0-0 7-10-15 4.00 12 H LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 I Lumber DOL1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code iBC2012ITPI2007 LUMBER - TOP CHORD, 2x6 DF SS G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G CSI. I. DEFL: in (loc) I/defl L/d TC 0.26 Vert(LL) -0.02 J -M >999 240 BC . 0.14 Vert(TL) ( -0.05 J -M >999 180 WB 006 Horz(TL) 0.00 B n/a n/a (Matrix -M) BRACING - Scale = 1:38.1 PLATES GRIP MT20 220/195 Weight: 58 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing r 7 r 3e.+e.f---` c ^ d rr g # 1 _ be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 0-1-8 except (jt=length) B=0-5-8, J=0-5-8. " (lb) - Max Horz B=261 (LC 4) Max Uplift All uplift 100 Ib or less at joint(s) J, E. F except B=-186(LC 4), G=-101(LC 5) Max Grav All reactions 250 Ib or less at joint(s) E, F, G except B=535(LC 1), J=379(LC 1) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-597/505 d BOT CHORD B -J=-431/373 WEBS C -J=-293/136 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, F, G. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, E, F except Qt=lb) 8=186, G=101. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, F, G. 8) This truss is designed in accordance With the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1 9) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPRUVED, oQ?,OF ESS/0/V OTN10 c �'G Z LL; 76428 z rn EXP. 12/31/2016/m off. CIVIL �TFOF CAl OQ September 11.2015 A WARNING • Ven y design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE 114II-7473 rov. 02116/2015 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and B for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibility, of the MITek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery- erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus-Heightsi-CA-956.1.0 ----..__.._._.._-------.._..- :Job ,Truss Truss Type ,1505-066 'J09 Jack -Open R45385134 IMBER CO, ANDERSON. CA 7.620 s Apr 30 2015 Mifek Industries, Inc. Fri Sep 11 07:06:14 2015 Page 1 I D:m?SLN6cRHYyDzcfxskdOpz2kWt-z8o9MRF9GJDyJvfEOaHAhGFgJ9NX2VtikcJ80kye10d -4-0-0 8-0-0 17-11-11 4-0-0 .-- 8-0-0 9-11-11 4.00 r12 i K 4.5 - 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 j Plate Grip DOL 1.15 TC 0.26 TCDL 10.0 Lumber DOL 1.15 BC 0.14 BCLL 0.0 Rep Stress Incr YES i WB 0.06 BCDL 10.0 Code IBC2012rTP12007 (Matrix -M) DEFL. in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.02 K -N >999 240 I MT20 220/195 Vert(TL) -0.05 K -N >999 180 Horz(TL) 0.00 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 bF Stud/Std G REACTIONS. All bearings 0-1-8'except"(jt=length) B=0-5-8, K=0-5-8. (lb) - Max Horz 8=289(LC 4) Max Uplift All uplift 100 Ib or less ai joints) I, K, D, F. G, H except 8=-175(LC 4) Max Grav All reactions 250 Ib or less at joint(s) I, D. F, G, H except B=535(LC 1), K=379(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-607/505 BOT CHORD B -K=-431/364 WEBS C -K=-293/137 Scale = 1:42.2 Weight: 63 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing,,- �- q be installed during truss erection, in accordance willi';Stabilizer" <us11 ti -.ar. ;.ha. Installation guide. NOTES- (10) (10) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) I, D, F, G, H. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I, K, D, F, G, H except Qt=1b) B=175. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) I, D, F, G, H. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPReWED . r . U PROF ESS/0/V pT N l0 w 76428 z m I 0 ;10 * EXP. 12/31/2016 qT CIVIC \FOF C Al Sentemher 11 gf116 AL WARNING - Verily design para—t— and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rov. 02/162015 BEFORE USE. Design valid far use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. too' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of The MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery- erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inloanotion available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Cibus.Heights-CA_956.10 'Job Truss :Truss Type 11505-066 J9A jJack-Closed SYSTEMS PLUS LUMBER C_0 - ANDERSON. CA -4-0.0 - 6-5-8 4-0.0 6-5-8 Fly IPIy ' ' Gorrill Ranch � 1� -! :Job Reference (optional) 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Set I D:m?BLN6cR HYyDzcfxskciOpz2kVVA-OmLDCwq?m4 EjmrDdVSO 8-0-0 10-0-12 12.0-12 14-0-12 16-0-12 , 17-11-11 1-6.8 2-0-12 2-0-0 2-0-0 2-0-0 1.10-15 4.00 12 J 4x6 = L 5x6 = 4.00112 R45385135 '. Scale = 1:43.8 i� `o IN 'd (� ' o _Elate Offsets (x,Y)_[8:0-0-14,Edgej--_. - LOADING (psi) ; SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 L -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.08 L -O >959 180 BCLL 0.0 ' 1 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 B n/a n/a BCDL 10.0 i Code IBC2012/1PI20D7 (Matrix -M) Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G'Except'" end verticals. K L 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 0.0-oc bracing _c WEBS 2x4 DF=Stud/Std G -`-^`� MiTek recommends thaLSlablbze(sand requlreil cross;bracing ..�» y{ p_= -......---... w• ....-_,.r.__" w .............. _ .. be installed during truss•erection^in•accordance'with -Stabilizer-•-•�- •-'- ` Installation guide. REACTIONS. All bearings 0-1-8 exceptOt=length) B=0-5-8, L=0-5,-8. (Ib) Max Horz 8=244(LC 4) Max Uplift All uplift 100 lb or less at joints) L. E, G, H except 8=-177(LC 4), 1=-105(LC 5) Max Grav All reactions 250 Ib or less at joint(s) E, G, H, I except 8=545(LC 1), L=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-607/458 BOT CHORD B -L=-415/407 WEBS C -L=-317/115 NOTES- (9) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed;MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, G, HL ', 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L. E, G, H except 6t=1b) 8=177, 1=105. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, G, H, 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ib !& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev. 021162015 BEFORE USE. Design vol -id for use only with Mlek connectors. This design is based only upon porometers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fw general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consul) ANSI/TPI: Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312: Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APF)"OVED Q?,0FESS/0/V �P�pj N 1 Co 0 yF �F�c �2 2 UJ U76428 z m Of 0 EXP. 12/31/2016 rn September 11,2015 MiTek' 7777 Greenback Lane Suite 109 -Ci1msJ,leighls,-CA_956.10 .Job .Truss 'Truss T e 1505-066 (Jack -Open SYSTEMS PLUS LUMBER CO. ANDERSON. CA - A Ranch 1 .4-0-0 8.0-0 19-11-11 _ 4-0-0 - 8-0.0 11-11-11 4.00 J R45385136 115 Page 1 ---� FMyelMv Scale = 1:45.9 400 800 _Plate Offsets fX,Y)_ _[B:0-0-6,Edgej____-_ LOADING (psi) SPACING -2-0-0 CSI: DEFL. in (loc) I/deft L/d I TCLL 20.0 Plate Grip DOL 1.15 ( TC 0.26 Vert(LL) -0.02 L -O >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.14Vert(TL) -0.05 L -O >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 J n/a n/a BCDL - 10.0 Code IBC2012/TPI2007 (Matrix -M) I PLATES GRIP MT20 220/195 Weight: 67 Ib FT'-- 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and ed cross bracing requir s. be InsCalledi`dunng lruss•.erechon In acriordanceNvith Stabilizer REACTIONS. All bearings 0-1-8 except (jt=length) B=0-5-8, L=0-5-8. (lb) - Max Horz 8=314(LC 4) ' Max Uplift All uplift 100 Ib or less at joint(s) J, L, D, E, G, H, I except 8=-167(LC 4) Max Grav All reactions 250 Ib or less at joint(s) J, D, E. G, H, I except 8=535(LC 1), L=379(LC 1) BUTTE COUNTY VTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BI IIIL DI p A' I G C� DIVISION Iv`S TOP CHORD B -C=-616/505 t V V OI �! BOT CHORD B -L=-431/356 WEBS C -L=-293/138 �P OV NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. " 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) J, D. E, G, H. 1. _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) J, L, D, E. G, H, I B=167. ' �0F ESS/o /y9� except (jt=1b) 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) J, D, E, G, H, 1. COQ N 10 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 ANSI/TPI �pT y and referenced standard 1. "Semi-rigid �� Q �� 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering CO CO Z is void unless truss is fabricated by Systems Plus Lumber Co. v0 76428 m LOAD CASE(S) Standard W z Of ;Q * EXP. 12/31/2016 ^7 CIVIL �P T�TF0 cm_\ - September 11,2015 A& . I AS WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/1015 BEFORE USE. Design valid lot use only with M iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for ,,,,,,support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the M iTek' permanent of overall structure 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 BCSI Building Component Solely Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 A _ -4-0-0 65.8 8-0-0 10.0.12 12.0-12 14-0-12 16.0-12 , 17-11.11 _ _ 19-11-11 , 4-0-0 688 1-6-8 2.0-12 2.0-0 2-0-0 2-0-0 .1-10-15 2.0.0 4.00 r 12 Scale: 114"=1' K J 4.00 12 Plate Offsets (X,Y)_IB:0-0-14 Edge) LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/dell Ud i PLATES GRIP TCLL20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 M -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.08 M -P >959 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 . B n/a n/a BCDL 10.0 Code ISC2012frPI2007 (Matrix -M) Weight: 74 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except . sBOT CHORD 2x4 DF No. 1&Blr G'Except' end verticals. L -M: 2x6 DF No.2 G _. BOT -CHORD -4 -Rigid ceiling directly applied or 6-0-0 oc bracing. ( 5T 3P} Dr ,`WEBS 2x4 DF Stud/Std G , i 1rs tSFD� aee z b MiTek recommends;th'at;Stabilizers and required cross bracing during truss erection, in accordance with Stabilizer "!-Installation guide. REACTIONS. All bearings 0-1-8 except Qt=length) B=0-5-8, M=0-5-8. (Ib) - Max Horz B=268(LC 4) Max Uplift All uplift 100 lb or less at joint(s) M, E, F, H. I except B=-168(LC 4), J=-111(LC 5) Max Grav All reactions 250 Ib or less at joint(s) J, E. F, H, I except B=545(LC 1), M=382(LC 1) ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. I p IT/ � .li TE COU TOP CHORD B -C=-616/458 l C V V i V t I IORD ;5 ?yy�'.JPLDIRIG DIVISION, WEBS C M=-317 NOTES- (9) .). 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS qL' (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) J, E, F, H, I. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joiri M, E, F,H, I except B=168, J=111. ,0F ESS/p /t/,9 Qt=lb) 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) J, E. F. H, 1. OQ NI� �� 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q� tJOT y 9) WARNING: Engineering is truss is fabricated 'per void unless by Systems Plus Lumber Co. (,j Co Z 76428 z m o � * - EXP. 12/31/2016 m CIVIt- TFOF CALIF September 11,2015 %, WARNING - Varity dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA GE MII.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Mflek connectors. This design is based only upon parometers shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek• erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria. 058.89 and BC51 Building Component 7777 Greenback Lane Safely information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Cibus.Heights,.CA-958.10 i JOD I nus i 1505.066 �J11A R45385138 I —crs s . ANUt N, s;H 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:23 2015 Page 1 ID:m?BLN6cRHYyDzcfxskciOpz2kVVt- 1 pYL9DmsxYcRg4Kf6upJCe?l 238ZxOPeVQcMfpyezRY _8-0-0 __10_0_12--_12-0_12—_;_ t4 -0_12 16-0_t2 17-11 11 -__20-0_12__-21_10-8-_., ---- 4.0.0 6-5-e t{.8 2-0-12 2.0.02-0-0 2.0-0 1-10-15 2-1-1 t-9-12 4.00 ,12 L 4x6 = a— — 4.00 112 Scale = 1:51.6 I� I Is I i� IT to �i i ,16 'd Plate Offsets (&yj=_ :0-0-14,EdgeJ LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 I Vert(LL) -0.03 N -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.08 N -Q >959 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 K n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix -M) Weight: 78 1b FT = 20°h LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.t&Btr G *Except* end verticals. M -N: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF, Stud/Std Gcross bracing, Yw 6 nJs ✓T rl y 11 j - 7� a' :f - [installation MiTek recommends that Stabilizers and re uired inq 9 -be installed during truss erection, in accordance with Stabilizer guide. I REACTIONS. All bearings 0-1-8 except.Qt=length) B=0-5-8, N=0-5-8. (lb) - Max Holz B=292(LC 4) Max Uplift All uplift 100 lb or less at joints) N, J, E, F, H, I, K except B=-160(LC 4) Max Grav All reactions 250 Ib or less at joint(s) J. E. F, H, I, K except B=545(LC 1), N=382(LC 1) . FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-624/458 BUILDING DIVISION BOT CHORD B -N=-415/390 WEBS C -N=-317/115 P NOTES- (9) - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) J, E, F. H, I, K. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N. J, E, F, H. I, K SOF ESS/0 except Qt=1b) 8=160. OQ Nq 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) J, E. F, H. I, K. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ✓� rfi 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 76428 z rn o X * EXP. 12/3 /201 sT c)v(� 9�eOF CAl1F()Q September 11,2015 I> WARNING- Verity design Parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 — 0211612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk' 1Te k. 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, DS8-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 :JOU j Irusstruss Type 'oty 'Ply Gorrill Ranch j 11505.066 'Pot Blocking SupportR15385111 ed '10 i 1 ^ 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:28'2015 Page 1 I D:m?BLN6cR HYyDzcfxskciOpz2k Wt-OmLDCwq?m4EjmrDdvSOUviixa4t9clFNehK7K1 yezRT 1-8-5 1-8-5 3x4 = A B —2x4^ LOADING (pso SPACING- 2-0-0 I CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 TCDL 10.0 Lumber DOL 1.15 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code IBC2012lfP12007 (Matrix -M) DEFL. in (loc) I/deb Ud PLATES GRIP Vert(LL) -0.00 D >999 240 i MT20 220/195 Vert(TL). -0.00 D >999 180 Hor,z(TL) -0.00 C n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr,G WEBS 2x4 DF Stud/Std G BOT CHORD ., :... ,.tea.._. ...,.r ..... - .. .. . REACTIONS. (Ib/size) D=56/0-3-8, C=56/0-3-8 Max Harz D=-76(LC 4) Max Uplift D=-68(LC 4), C=-68(LC 5) Max Grav D=79(LC 16), C=79(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.6 Weight: 13 Ib FT = 20% Structural wood sheathing directly applied or 1-8-5 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance,wlth Stabilizer z t. - Kc rads t_ Installation -guide__ —_ ." 1C"3 r. .•-• -+•• NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION 45f U IPPVD Q?,OF ESS/0N ,y�c, �Z Z 76428 z m 0 X EXP. 12/31/2016 ^7 CIVIL. )FOF CAL September 11 2015 `'k WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MII-7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onlyupon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Suite 109 Cibus.Heights-CA-956.10 ,uvu I russ I rUss I ype iuty !Ply ' Gorrill Ranch i R45385140 :1505-066 P02 Blocking Supported - 1104 1 IJobefer Rence_(opti0nal)_— _ SYSTEMS PLUS LUMBER CO, ANDERSON, CA — 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:29 2015 Page 1 ID:m?BLN6cR HYyDzcfxskciOpz2kWi-szvcOGrdXOMaO?opTBwjSvF6MTOLLIXWtL3gsTyezRS 1-10.8 1-10.8 -- 3x4 = - Scale = 1:15.6 A 8 l lei -- D 2x4 3x4 = 1 -tae -- 1-iae LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 j Vert(TL) 0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012riP12007 (Matrix -M) I Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss:erectlon m:accordance-v th;Stabilizer r-, _ 'REACTIONS. (Ib/size) D=63/0-3=8, C=63/0-3-.8 Installation guide - — Max H6rz D=-76(LC 4) Max UplifD=-63(LC 4), C=-63(LC 5) Max Grav D=79(LC 16), C=79(LC 15) BUTTE l 1 C ' FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. B v TTG "(� O `� NTY NOTES- (8) BUILDING DIVISION 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRSp g (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 `1AW6 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QFtOF ESS/ON TN10 CO���P�ptiF�F2c �2 Z 76428 z m p X EXP. 12/31/2016 m TFOF September 11 2015 AL WARNING - Veriy design paramat— and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component.�� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citcus.Heights-CA_9561, Muss type ;uiy •ry Gorrni Hanch ; I R45385141 1.1505-066 P03 i Blocking Supported j6 1 ' IJob Reference (optional)- SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:29 2015 Page 1`- I D: m?BLN6cR HYyDzcfxskciOpz2kWt-szvcOGrdXOMaO?opTgwjSvF61TDM LI V WtL3gsTyezR S 1-9-12 1-9-12 --- 3x4 = . SPACING- A B DEFL. in i — 1 � I 1 ) � .1 I Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 D >999 240 TCDL 10.0 - D 2x4 C Vert(TL) 3x4 -- LOADING (psf) . SPACING- 2-0-0 I CSI.' DEFL. in (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 D >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) 0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES 0.03 Horz(TL) -0.00 C n/a n/a BCDL . 10.0 Code ISC2012/fP12007 iWB (Matrix -M) . LUMBER - TOP CHORD 2x4 DF No.1&8tr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 bF Stud/Std G iREACTIONS. (16/size) D=61/03=8, C=61/0-3-8 Max Horz 0=77(LC 7) Max Uplift D=-66(LC 4), C=-66(LC 5) Max Grav D=80(LC 16), C=80(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:15.8 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing t` be*installed dunng truss erection in accordance with Stabilizer - ^T Installation guide — •- NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=256; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION QROF ESS/ON pT N 1LU 0 �Z 2 76428 z m Of o X er. EXP. 12/31/2016 m 1 CIVIL SOF CAL September 11,2015 AL WARNING - Verify design paremotors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rov. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component 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 responsibillify of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety lnfonnotion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus -Heights -CA -956.10 ID:m?BLN6cR HYyDzcfxskciOpz2kWt-K9T_dcrFliUR09M?OsRy 1.8.15 1.8.15 3x4 = A B I ,1 R45385142 i i Page I i?pDPvyezRR Scale: 314"=1' D 2.4 :1 C • . 3x4 = 1-8-15 1.8.15 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 i Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&BIT G TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I erection,•in accordance with Stabilizer �u ecs Lnstallatiortguide., REACTIONS. (Ib/size) D=58/0-3-8, C=59/0-3-8 --- Max Hoa D=-77(LC 4) Max Uplift D=-69(LC 4), C=-69(LC 5) Max Grav D=81 LC 16), C=811 (LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUTTE COUNTY NOTES- (8) BUILDING DIVISION 1) Wind: ASCE 7.10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS APPROVED (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 dVYO 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROF ESS10N T N l0 yF �F2� �'G 2 76428 z m 0-1 Of o X EXP. 12131/2016 m CIVIL. T9r�OF CAL 0� September 11.2015 %^L WARNING - Vedly design Paramorers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• 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 CualBy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 —Citrus -Heights -CA -956J ,Job �uss ;Truss Type IDIy - Ply Gorrill Ranch - 1 R45385143 i 1505-066 POS � IMonapitch I2 I I L _ _ Job Reference (optional)- _ SYSTEMS PLUS LUMBER CO, ANDERSON, CA — — 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15.07,30 2015 Page I — ID:m?BLN6cRHYyDzcfxskciOpz2kVA-K9T dcrFliUR09M?OsRy_7nHS1YX4Cbg6?pDPvyezRR 2-0-0 2-0-0 4.00 .12 - - Scale = 1:19.3 B D C 2x4 it 3x5 = LOADING (psf). SPACING- 2.0-0 t CSI.i DEFL. in (loc) Well . Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) ' -0.00 D >999 240 TCDL 10.0 Lumber DOL 1.15 I BC 0.02 Vert(TL) -0.00 C -D >999 180 BCLL 0.0 '" Rep Stress Incr YES j; WB 0.04 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) i PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&BIT G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing —� t r3 i r rte,° h d;i �r•r Lbe Installed during truss erection, in accordance with Stabilizer ...,;• .. .._,-......-. - Installationguide_ REACTIONS. (Ib/size) D=68/0 -3-8,'C=68/0-3-8 ' ` -- Max Horz D=102(LC 7) Max Uplift D=-48(LC 4), C=-88(LC 5) MaxGravD=115(LC 16), C=71(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY NOTES- (7) BUILDING DIVISION 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33' 4 Y 0�C7 0 2) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D. C. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING. Venfy doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rov. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 0,0FESS/ON OWO ��1�� Co �Z z w vo 76428 z m * d EXP. 1231/2016ti I� CIVI ' T�TFOF CAUF� September 11,2015 MiTek' 7777 Greenback Lane Suite 109 I Truss (Truss Type 10ly IPIy Gonill Ranch I � I P06 i Monopilch I2 f I 1 ___________ I tJReference (optional) iMBER CO, ANDERSON, CA � 7.6300 s s Jul 28 2015 Mi7ek Indo. ^'ID:m7BLN6cRHYyDzcfxskciOpz2kVv1-oLlMr1 1-8-15 1.8-15 4.0002 B D 3x4 - C 2x4 1; LOADING (pso SPACING- 2-0-0 i CST. DEFL. in (loc) I/deo I L/d 1 TCLL 20.0 Plate Grip DOL 1.15 J TC 0.19 Vert(LL) -0.00 D >999 240 TCDL, 10.0 1 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' I Rep Stress Incr YES i WB • 0.06 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012rrP12007. j (Matrix -M) LUMBER- - BRACING - R45385144 ---1 15 Page I 'pUYnxMyezRO Scale n 1:22.9 PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% TOP CHORD 2x4 DF No.18Blr G TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc purlins, except BOT CHORD 2x4 DF No.18Blr_G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing '7'. a rc2. -. �^ ^Y'-srz '•^t'°- ;a- _ be installed during truss erection; in accordancemith Stabilizer ,.+• 4�,..fi �'•o�n o;, "" '... ^"'-•""-' Installation guide___ -- " r ^�J- .•-• »+ REACTIONS. (lb/size) C=58/0 -3-8-,C-_58/0-3-8 nr - Max Horz D=125(LC 7) Max UpliftD=-99(LC 4), C=-154(LC 5) Max Grav D=171(LC 7), C=103(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE.7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except Qt=lb) C=154. 6) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING - Verrill d4sign paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rav, 0211512015 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION 4PPROVEn YJ OQ?,OF ESS/0/V PHOT N IO L 76428 z m o X s clv(� T9TF0F CA�1F� September 11,2015 MiTek' 7777 Greenback Lane Suite 109 +w awe ;truss Iyl 1505-066 ,P07 Monopit h • � t 3. N 845385145 4us+m co t� r o w i ek inausines. Inc. i nu bep lu 15:u7:J12ut 5 Pagel I D:m?BLN6cR HYyDzcfxskciOpz2kWbOL 1 Mryst3?cldJxCaayBXKKPiHuppeCpLfYnxMyezRO 1-10-8 1-10-8 4.00 112 - Scale c 1:26.4 B 3x4 = 1-10-8 110a ' LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 C n/a n/a j BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 201b FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except 'BOT CHORD 2x4 DF No. 1&Bir G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing k r5?�r1EG • �- -r '. ^ �. "^i- _; ,. be installed during truss erectwn n accordance with Stabilizer, ..---. _ _-,•..._ .._4 »,_> .. ,. __. , Install4tio-n guide j�".wREA'CTIONS: ,(IU/size)- D=63/0-3-8, C=63/0-3-8 ______ _ _ Max Horz'D=148(LC 7) Max UpIifID=-133(LC 4), C=-199(LC 5) Max Grav D=218(LC 7), C=133(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall.. by 1-0-0 wide will fit between the bottom chord and any other members. - 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) D=133, C=199. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' A, WARNING - verily design paromorers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 mv. 0211612015 BEFORE USE. Design valid for use only with MDek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 responsibTty of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Ouali y Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION � F0 Q?,OF ESS/ON OIN10 y�c CD 76428 0 ITT EXP. 12/31/2016 \F OF September 11,2015 rat MiTek' 7777 Greenback Lane Suite 109 ;Job (Truss Truss Type (Ory • I ;1505-066 POB Menopitdr 12 ' ; Ply, Gonill Ranch - R45385146 1 IJobReference(optional)- SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:31 2015 Page I I0:m?BLN6cR HYyDzcfxskciOpz2kWl-oL1 Mrys13?cldJxCaayBXKKN 1 HuopeppLfYnxMyezRO 1-10-8 1.15 1108 10.0 ! ' 4.00 F12 Scale = 1:29.9 B 0.0 ' ; 3x4 2x4-11 YES A i 10.0 i i I ! i 1 i , ,-hl 1Xi D C 2x4 II 3x4'= - 1-10.8 LOADING (psf) I SPACING- 2-0-0 TCLL . 20.0 Plate Grip DOL 1.15 TCDL 10.0 ! Lumber DOL 1.15 BCLL 0.0 ' ; Rep Stress Incr YES BCDL 10.0 i Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF NO.1&Btr G BOT CHORD 2x4 OF No.1&Btr G CSI. I DEFL. in (loc) I/deft TC 0.39 Vert(LL) I -0.00 D -999 BC 0.02 Vert(TL) -0.00 D >999 WB 0.10 Horz(TL) -0.00 C n/a (Matrix -M) I Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 23 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing '"'"rr - > -� =v?r of 1^r.;:A'�p_ - w;,.r «be;mStalled;dunng lrusse?ecUonin�acwrdance with Stabilizer Inslallatwn___ _guide __ `REACTIONS. -(Ib/size) D=63/0-3-8, C=63/0-3-8 —,. Max Horz D=172(LC 7) Max UpliftD=-187(LC 4), C=-267(LC 5) Max Grav D=285(LC 7), C=187(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-270/197 WEBS A -C=-183/267 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=187, C=267. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION Q�,OFESS10V NIO yF�F�c �2 y LIJ 76428 z m 0 X * EXPZ/131/201 �1T CIVIL � 9TFOFCAL_ September 11.2015 Al WARNING. Veri fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16,2016 BEFORE USE. Design valid for use only with MBek connectors. This design's based only upon parameters shown- and is for on individual building component. � Applicability of design parameters and proper incorporation of component is responsibilty, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding MiTek• fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312- Alexandria. VA 22314. Suite 109 Cibus.Heights-CA_95610 :uoo truss Iruss type luty ;Ply ;Gorrill Ranch 1505-066 P09 jMonopitirh - ;2 I I .--!Job Referer SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2r 1-10-8 1108 4.00:12 B 3x4 2x41-.. A D C 2x4 II 3x4 = 1-10-8 1108 R45385147 15 Page I IyZJIKToyezRP Scale = 1:33.4 LOADING(psf) I SPACING -2-0-0 CSI. DEFL. in (loc) I/deo Lid i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 25 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + _i MiTek recommends that Stabilizers and required cross bracing :.:�T+- :..yrsTus--be.lnstalled.during truss erection, in accordance with Stabilizer - w -+Installation guide. REACTIONS. (Ib/size) D=63/0-3-8 C=63/0-3-8 ' - " ,________ Max Horz 0=195(LC 7) Max Uplift D=-251(LC 4), C=-344(LC 5) Max GravD=363(LC 7), C=252(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -D=-347/261 WEBS A -C=-247/343 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottomchord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) D=251, C=344. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A WARNING . worry design paramofm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 mv. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control, storage, delwery, erection and bracing, consult ANSI/TPI) Quality criteria, DSB-89 and BCSI Building Component Safety Inlonnation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION Ppp,-,,VFn V 7�OF ESS/0N N10 76428 z m 0 TJ EXP. 12/31/2016 ^� OF September 11,2015 lal• MiTek' 7777 Greenback Lane Suite 109 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 TCDL 10.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G DEFL. in (loc) I/deft L/d ` PLATES GRIP Vert(LL) -0.00 D >999 240 i MT20 220/195 i Vert(TL) -0.00 D >999 180 Horz(TL) -0.00 C n/a n/a j Scale = 1:36.9 Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with' Stabilizer •�.a*a- -^- `• ! Installation guide___ REACTIONS. (Ib/size) D=63/0-3-8; C=63/0-3-8 " Max Hoa D=218(LC 7) Max UpliftD=-325(LC 4), C=-431(LC 5) Max Grav D=449(LC 7), C=326(LC 6) FORCES. ((b) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-434/335 WEBS A -C=-320/428 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) D=325, , C=431. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A> WARNING - verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGEM11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, ands for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 AN51/TPII Quality Criteria. 05B-89 and SCSI Building Component Safety Information available from Truss Plate Institute- 781 N. Lee Sheet. Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APP tlP E® Q�OF ESS/ON N10 yF�F�c �2 Z 76428 rn * EXP. 2131120166 s' C(V(_ T �FOF CAS September 11,2015 M1• MiTek' 7777 Greenback Lane Suite 109 1-10-s 4.00 12 6 3x4 2x4-.1 A - 1 � �I ei 6,O 1 — i— D C 2x4 I+ 6x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.66 TCDL 10.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G DEFL. in (loc) I/deft L/d ` PLATES GRIP Vert(LL) -0.00 D >999 240 i MT20 220/195 i Vert(TL) -0.00 D >999 180 Horz(TL) -0.00 C n/a n/a j Scale = 1:36.9 Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with' Stabilizer •�.a*a- -^- `• ! Installation guide___ REACTIONS. (Ib/size) D=63/0-3-8; C=63/0-3-8 " Max Hoa D=218(LC 7) Max UpliftD=-325(LC 4), C=-431(LC 5) Max Grav D=449(LC 7), C=326(LC 6) FORCES. ((b) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-434/335 WEBS A -C=-320/428 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) D=325, , C=431. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. A> WARNING - verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGEM11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, ands for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 AN51/TPII Quality Criteria. 05B-89 and SCSI Building Component Safety Information available from Truss Plate Institute- 781 N. Lee Sheet. Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APP tlP E® Q�OF ESS/ON N10 yF�F�c �2 Z 76428 rn * EXP. 2131120166 s' C(V(_ T �FOF CAS September 11,2015 M1• MiTek' 7777 Greenback Lane Suite 109 Max Harz D=241(LC 5) Max UpliftD=-409(LC 4), C=-527(LC 5) Max Grav D=546(LC 7), C=409(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-530/419 WEBS A -C=-403/522 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except (jt=1b) D=409, C=527. 6) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE E COUN l i BUILDING DIVISION L O9?,0FESS/0,V ,!j? co yF�F�c �2 Z 76428 z m o ;0 C�IV(�_ OF r AC Sentemher 11 2015 f^k WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rov. 0211612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Suite 108 Citrus.Heights,-CA_956.1.0 iPly - Gorrill Ranch Job Truss Type Qty (Truss 1505.066 (Pit IMonopitch i2 4 R 5385149 t ; I _ :Job Reference (optional)_ SYSTEMS PLUS LUMBER CO, ANDERSON, CA -_. 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:33 2015 Pagel ID:m?BLN6cRHYyDzcfxskciOpz2kVN-kk86Gdu7adt0tc5ai?_fclPcWSaAH VB6oz1 uOEyezRO 1-10-8 1.10-8 - 4.00;12 Scale 1:40.4 3x4 B 1 I ^; cn: A I i • D C 2x8 !- 6x6 = 1-10_8_ LOADING (psf) SPACING- 2-0-0 I CSI. i DEFL. in (loc). I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 I TC 0.84 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No.1&Blr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance 'WthStablhzer � • c - "'''-'`��'`" - ", """•" i Installation -guide. - - • --c� � - REACTIONS. (Ib/size) D" -63/0-3-81-C=63/0-3-8 Max Harz D=241(LC 5) Max UpliftD=-409(LC 4), C=-527(LC 5) Max Grav D=546(LC 7), C=409(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-530/419 WEBS A -C=-403/522 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except (jt=1b) D=409, C=527. 6) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE E COUN l i BUILDING DIVISION L O9?,0FESS/0,V ,!j? co yF�F�c �2 Z 76428 z m o ;0 C�IV(�_ OF r AC Sentemher 11 2015 f^k WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rov. 0211612015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Suite 108 Citrus.Heights,-CA_956.1.0 Job ;Truss =Trtlss Type Aly ;Ply lGorrill Ranch I I ,1505-066 ,P12 Hip ;2 R45385150 I �-._Halt ------- � _-- -_-__- _ _ _�__ Job Reference (pptional) __'_ SYSTEMS PLUS LUMBER CO. ANDERSON. CA 7.620 s Apr 30 2015 MiTek Industries, __� Inc. Thu Sep 10 15:44:18 2015 Page I I D:m?BLN6cRHYyDzcfxskciOpz2kW1-bFNRlzpNFT_f?OsxwDIMmFEY3x85PIhggXg3uxyeyux 0.8-8 0-fi-8 1-11-0 0-6-8 1.2.8 -- 0_2-0 4.0(5x82- 2x4 ,• Scale 1:41.0 ' I :m n 16 I 1 I I :Xi L• D C ' 2x4 a 3x4 = 1-11-0 -1110 Plate Offsets (x Y)=A:0.2-4,0-1.01---_-- -- LOADING (psf) I- SPACING- 2-0-0 CSI. { DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.00 D >999 240 i MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 ( Vert(TL) -0.00 D >999 180 BCLL •0 0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.00 C n/a n/a I •1BCDL. .,ph�100 J. i;7.Code IBC2012/TPI2007 (Matrix -M) yt�;1 c-riWelght:-38•lb a :FT=_20%% LUMBER-- BRACING• TOP CHORD' 2x6 DF SS G'Except* TOP CHORD Structural wood sheathing directly applied or 1-11-0 oc purlins, A-8: 2x4 DF No.2 G except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x6 DF SS G 'Except' MiTek recommends that Stabilizers and required cross bracing B -C: 2x4 OF No.2 G, A -C: 2x4 DF Stud/Std G I be installed during truss erection, in accordance with Stabilizer I Installation guide. -REACTIONS. (Ib/size) 0=161/0-3-8 (min. 0-1-8), C=1 19/0-3-8 (min. 0-1-8) Max Horz D=166(LC 7) Max Uplift D=-379(LC Max GrravD=278(LC ),,'�273(LC4) BUTTE COUNTY FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. B BUIL DING DIVISION WEBS A -C=-323/374, A -D=-262/388 NOTES- (12) pW-% _ AO FA "D 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate . grip DOL=1.33 3) Provide drainage HSID�y�I adequequ ate 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. �Oo0 N IO 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where 3-6-0 tall by 1-0-0 �0T y a rectangle wide fit between bottom 'per will the chord and any other members. 6) A rating 20% has been Uj 2 plate reduction of applied for the green lumber members.CD 76428m 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 Ib uplift at joint D and 376 Ib uplift at UJU Z rn joint C. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. D_ Q EXP. 12/31/2016 m 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. * 1t 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 277 Ib down and 165 Ib up at 0-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads to the face CML applied of the truss are noted as front (F) or back (B). 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - q OF CAL LOAD CASE(S) Standard SeMeTrlber 11.2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1,1II-7473 mv. 02JI6201S BEFORE USE. Design valid for use onty with Mitek connectors. This design B based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the MiTek' 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. DS6-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Cit u .Heights,.CA-956.10 Job Truss ��--'—'--------Truss Type --•----------�—� Qty - Ply IGorrill Ranch IP 1505-066 12 !HalfHp - -;2 j 1 S-- 11v _._—_______.__�__—____—_ __. ____Job Reference SYSTEMS PLUS LUMBER CO, ANDERSON, CA- 7.620 s Apr 30 2015 - - ID:m?BLN6cRHYyDzcfxskciOpz2kWt-4SxpyJq?Om6WdAR8TxObJSnipLUK8Cxp3BPcQNyeyuw LOAD CASE(S) Standard ----------^-----------��I 845385150 MiTeoan iTek Industries. Inc Thu Sep 10 15:44:19 2015 Paget , 1) Dead + Roof Live (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: A-B=-60, C-D=-20 Concentrated Loads (lb) - Vert: E=-164(B) rr..tt a=..:-• -:.. .s_. as'.'`�*..fi . _,,Ka,^ar}r.i_ :v;��. �w1���F&:• . BUTTECOUNTY BUILDING DIVISION At�'VED Al WARNING - vanity, design parameters'and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7477 rov. 0217612075 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown - - is for lalerol 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 is the MiTek• overall structure responsibility of the building designer. For, general guidance regarding fabrication, quality conhol, storage. delivery, erection and bracing, consul) ANSI/TPII Quality Criteria. DSB-69 end SCSI Building Component Safety Information 7777Greenback Lane available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 CitrusJ feighLs,.CA_956.L0 ;Job Truss •Truss Type IQIy IPIy 1Go11ill Ranch I II I - R45385151 11505-066 IP14 'Roof Special ;2 1 ; Reference (optional)_ I SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Apr 30 2015 MiTek Intluslries, Inc. Thu Sep 10 15:44:58 2015 Page 1 ID:m?BLN6cRHYyDzdxskciOpz2kWt-OyoY8flTn1 oAwdGdbkOguSc3oSnvCY11MAJcyeyuJ 2-0-0 200 4.00 112 Scale ='1:18.9 B D 4.00112 20 i1 LOADING (psf) I SPACING- 2-0-0 i CSI. TCLL 20.0 Plate Grip DOL 1.15 ) TC 0.09 TCDL 10.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' I Re Stress Incr . YES WB 0.03 P BC DL 10.0 — Code IBC2012/TP12007 —'—_—(Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) 0.00 D >999 240 Verl(TL) -0.00 C -D >999 180 Horz L -0.00 C rufa n/a R ) PLATES GRIP MT20 220/195 Weight: 15lb FT=20%— _— LUMBER- BRACING - _— TOP CHORD 2x4 DF No.l&Blf G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 OF No.t&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD :Rigid ceiling, directly applied or 10-070 oc bracing. , MiTek recommends that Stabilizers and required cross bracing i aw�t?-°'� •" - -�- °`E"'-�+'- = 'II.�. `�-'�'-be' Installed during truss erection, in accordance with Stabilizer - - .. --- - - -- - - Installalioriguide. I REACTIONS. (Ib/size) D=68/0-5-8 (min. 0-1-8), C=68/0-3-8 (min. 0-1-8) . Max Horz D=97(LC 5) Max Uplift D=-50(LC 4), C=-92(LC 5) Max Grav D=l 18(LC 16), C=73(LC 15) I' �� BUTTE ' E COU' A� FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. V rjY BUILDING DIVISION NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II;,Exp C; enclosed; MWFRS (envelope), gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate p y1 d g Qap P X�7H �,drH grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint D and 92 Ib uplift at joint C. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. ESS/ONS 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model in the design oQ?,OF N I�" �� was used analysis and of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QT y C �� LOAD CASE(S) Standard D 0� Z 76428 z m 0 ;a EXP,2/31/201 * src)V(� 9rFOFcauF�F September 11,2015 A, WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 0211612015 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibillity, of the MiTek° erector. Additional permanent bracing of the overall structure ¢ the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DST -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 'Job +Truss ;Truss Type BRACING - f01y (Pty Gorrio 1505-066 !P75 ;Roof Special 2x4 DF No:1&Btr G 2x4 DF No. 1&Btr G �2 t' Structural wood sheathing directly applied or 1-8-15 oc putting, except end verticals. ' -` •� WEBS r �JobF SYSTEMS PLUS LUMBER CO, ANDERSON. CA— Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 It 7.620s --• s e ' 3. =' -+`-� --• 3 6� MiTek recommends that Stabilizers and required cross.bracing I be installed during truss erection, in accordance with Stabilizer ID:m?BLN6cRHYyDzcfxskdOp. REACTIONS. (Ib/size) D=58/0-3-8 (min. 0-1 8), C-58/0 3-8 (min. 0-1-8) 1-8-15 Installation guide. 1-8-15 1-8-15 4.00 112 I B R45385152{ Inc. Thu Sep 10 75:45:29 2075 Page 1 baef?9Dg IkZNoYwg694 N JuJyeytq Scale = 1:19.3 9 LUMBER- BRACING - D 4.UU 172 2x4 DF No:1&Btr G 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc putting, except end verticals. WEBS 2x4 DF Stud/Std G' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 It . --• s e ' 3. =' -+`-� --• 3 6� MiTek recommends that Stabilizers and required cross.bracing I be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) D=58/0-3-8 (min. 0-1 8), C-58/0 3-8 (min. 0-1-8) Installation guide. 1-8-15 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deg L/d IfI PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 D >999 240 j MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 D >999 180 BCLL 0.0 i Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 C n/a n/a I BCDL 10.0 t Code IBC2012/TP12007 (Matrix -M) I—Weight: 14 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD BOT CHORD 2x4 DF No:1&Btr G 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc putting, except end verticals. WEBS 2x4 DF Stud/Std G' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . --• s e ' 3. =' -+`-� --• 3 6� MiTek recommends that Stabilizers and required cross.bracing I be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) D=58/0-3-8 (min. 0-1 8), C-58/0 3-8 (min. 0-1-8) Installation guide. Max Horz D=94(LC 5) Max Uplift 0=-59(LC 4). C=-101(LC 5) Max Grav D=118(LC 7), C=74(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; VuI1=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope)gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint D and 101 Ib uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, C. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - LOAD CASE(S) Standard BUTTE COUNTY *JILDING DIVISION OVE Q?,OF ESS/0N �P�OT N IO �y� U 7.6428 z m o � �'T9TFOFw��\P . September 11 2015 A WARNING - Verify design para—ons and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473re, 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781.N. Lee Street Suite 312. Alexandria.. VA 22314. Suite 109 Cibus-11., Ohm. .CA-956.10_ 1505-066 �P16 SVS7EMS PLUS LUMBER CO. ANDE s Type fOty Ply Go 'If Ranch ' I I R45385153 Special 12 I I I --- —---------------- --�--- iJob Reference (optional)--------------------'-----' 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Sep 10 15:45:49 2015 Page I I D:m?BLN6cRHYyDzcfxskciOpz2kM-Rm Ngr5wSgQSkQOKRI(TiyRVAjdCREzp3mBDNbgyeytW 1-10.8 1108 4.00 F12 Scale = 1:19.5 B 4.UU 112 LOADING (psf) SPACING- 2-0-0 j CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 I TC 0.09 Vert(LL) -0,00 D >999 240 MT20 220/195 TCDL. 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 C n/a n/a BCDL — 10.0 Code IBC2012712007 I (Matrix -M) I. Weight: 14 Ib FT = 20% LUMBER- BRACING. ---------------- TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracingi �'L - MiTek recommends that Stabilizers and required cross bracing LU � 76428 z m be installed during truss erection, in accordancewlth".Slabllizer ,! W `REACTIONS. Installation guide. (Ib/size) D=63/0-3 8 (m.n "0-1-8), C=63/0-3-8 (min. 0 -1 -8) - Max Horz D=96(LC 5) - Max Uplift D=117LC 5) September 11,2015 '�ss �p WARNING -Verily design paramotons and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rov. 021/612015 BEFORE USE. 1 ), C=7(LC Max Grav D=117(LC 16), C=73(LC 15) Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. O I i `! BUTTE COUNTY FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250(lb)orless except when shown. �3UILIQING DIVISION V NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp MWFR C; enclosed; sed; �E ® S (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint D and 96 lb uplift at joint C. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, C. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ES$/��� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ,\0FN LOAD CASE(S) Standard �OQ�QF IO �'L - CO Z LU � 76428 z m 0 .X EXP. 12/31/2016 /n s'T CLV1ii�P 9TFOF CAt.1F��� - September 11,2015 '�ss �p WARNING -Verily design paramotons and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rov. 021/612015 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. Applicoblify of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" fabrication- quality control, storage, delivery, erection and bracing, consult ANSI/1P11 quality Criteria. DSB-89 and BCSI Building Component - 7777 Greenback Lane Solely Information ovoiloble from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Suite 109 . 11505-066 1P20 R45385154 7.630 s Jul 28 2015 MiTek Industries. Inc. Thu Sep 10 15:07:36 2015 Page I ID:m?BLN6cRHYyDzcfxskciOpz2kWl-9JgFuf.OIYFbk4g9N7YME01 HXIc—UvkYUxGYcZyezF 1-10.8 1-10-8 3x4 = Scale = 122.9 A B FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where, a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) D=149, C=149. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. `S WARNING - Ven y design,.r tm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/IPII Qua18y Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q?,OF ESS/0N N 10 y� co �F2� c �Z z Iy p 76428z m 0 X EXP. 12/31/2016 �OFWfi� September 11,2015 met MiTek' 7777 Greenback Lane Suite 109 D 3x4 = C 2x4 11 1 -tab ^LOADING 1-10-8 `PLATES (psi) SPACING- 2-0-0 CSI. I . DEFL. in (loc) I/deb L/d ! GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 D >999 240 ( MT20 220/195 TCDL 10.0 j Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 D >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/rP12007 (Matrix -M) j Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No.1&81r G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - 7 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erectipo In accordahce-with Stablliier e,-• , Installation guide ',.REACTIONS. (Ib/size)' D-63/0-3-8, C=63/0-3-8 - n ^' . ^'T •°• --. ... - - . - - Max Horz D=-124(LC 4) Max UpliftD=-149(LC 4), C=-149(LC 5) - Max Grav D=149(LC 7), C=149(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where, a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) D=149, C=149. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. `S WARNING - Ven y design,.r tm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/IPII Qua18y Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED Q?,OF ESS/0N N 10 y� co �F2� c �Z z Iy p 76428z m 0 X EXP. 12/31/2016 �OFWfi� September 11,2015 met MiTek' 7777 Greenback Lane Suite 109 uoo - �Iruss •Iruss type uty IFly iGorrmn Ranch I :1505-066 P21 I Blocking SupposR453B5155 ed 2 i 1 =Job Reference op nal) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 10 15:07:36 2015 Page I ID:m?BLN6cRHYyDzcfxskciOpz2kvdh9JgFufwOtYFbk4g9N7YME01Hvlc UviYUxGYcZyezRL 1-9-12 1-9-12 3x4 = - Scale = 1:22.9 A B 1 2x4-1 2x4 II LOADING (psO SPACING- 2-0-0 CSI. DEFL.in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 D >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC . 0.02 Vert(TL) -0.00 D >999 180 ' BCLL 0.0 ' Rep Stress Incr YES We 0.06 Horz(TL) -0.00 C ' n/a n/a BCDL 10.0 Code IBC2012/7PI2007 (Matrix -M) Weight: 18 Itt FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD ' Structural wood sheathing directly applied or 1-9-12 oc purlins, except BOT CHORD 2x4 DF NO.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. " IIMITek recommends that Stabilizers and required cross bracing v-�•--unan•:+<-��� , �_ae%a ::' -;5„�x'S2 " -.w,be installeditluring-truss erecborr.inlaccordance with Stabilizer "-' .._ `.^, - .--: >..�•Inslallatlon_guide__---- _ •= ^REACTIONS: '(Ib/size) D=61/0-3-8, C=61/0 -3 -8 -- Max Horz D=-124(LC 4) Max Uplift D=-155(LC 4), C=-155(LC 5) Max Grav D=155(LC 7), C=155(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=155, C=155. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION ® • oPP®`W QROF ESS/ON () N �10 yF�F�c co �'G 2 76428 z m 0 M s1T CIVIL �TFOF CAL1FOe September 11,2015 Al WARNING - Ved/y design paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1II.7473 rev. 02/16/1015 BEFORE USE. Design valid lar use only with miTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iTeK� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSII -89 and BCSI Building Component 7777 Greenback Lane ' Salefy Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite Greenback Citrus-Heights-CA-9561.0 Symbols PLATE LOCATION AND ORIENTATION + 1 3/ ' Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -'/1 ' For 4 x 2 orientation, locate plates 0-'A6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI I: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I I dimensions shown in fl-in-sixteenths I I (Drawings not to scale) BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED%LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALSif: ;lt ' ICC -ES Reports:.,�''r' ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR; 3282 s R , a� O U O © 2012 MiTek@ All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 :y w?� :r. , ki: ® General Safety Notes Failure to Follow Could Cause Prop�rtQ Damage or Personal Injury V5 W I. Additional stability bracing for truss system, e.g. Q diagonal or X -bracing, is always required. See BCSI.8 2. Truss bracing must be designed by an engineer. Fore Z wide truss spocing, individual lateral braces themse�e Q may require bracing, or alternative Tor I t bracing should be considered. _J 3. Never exceed the design loading shown and never 5 <� stack materials on inadequately braced trusses. !lgg�'�'"'''' 4. Provide copies of this truss design to the building L designer, erection supervisor, property owner and JM L oil other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face,of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for . use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. QC3060 Thorntree Drive #1.0 S Chico, CA 95973 (530) 894-8833 voice o (530) 894-8882 fax email: cj@r-c-e.com ' Butte County Building Department 7 County Center Drive Oroville, CA 95965. (530) 538-7541 RE: Gorrill Ranch Office Building ' 7935 Midway Durham, CA To Whom It May Concern, , Our office has reviewed the truss calculations from Systems Plus Lumber Company and has found them to be in conformance with our design of the structure for the above project. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questio Sincerely yours, w��'5 i��,� / 038 a 3-31-17 Charles J. Roberts, PE p cl-\� -F� BUTTE COUNTY I SEP 2 9 12015 DEVELOPMENT SERVICES BUTTE COUNTY BUILDING DIVISION ' APPROVED w,- STRUCTURAL CALCULATIONS RCE Job #2015.010 for Gorrill Ranch Office Building 7935 Midway Durham, CA Calculation Index: Page # h Layout 1-2 • Lateral Analysis LI -LIS • Beam Analysis BI -B15 • Footing Analysis FI -F36 Revision Summary: Rev. 0 8/31/15 Initial Issue PERMIT # 4� I C: — Z3 1 2 BUTTE COUNTY DEVELOPMENT SERVICES CODE COMPLLIANCE BUTTE DATE I - O � L•.I�' � I �S� BY COUNTY SEP 29 2015 DEVELOPMENT SERVICES g \- CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 ' 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax ci(@r-c-e.com - http://www.r-c-e.com Structural Calculations Criteria Project: Gorrill Ranch Office Building RCE job Number: 2015.010 Owner: Gorrill Ranch Loaction: Durham, CA Date: August 31, 2015 Code: California Building Code, 2013 Edition. Code Enforcement: Butte County Building Department Loads:, Seismic Design: Seismic Design Catagory: D Risk Category LI Site Class: D Ss: 0.610 g Si: 0.271 g Wind Design: Wind Speed: 85 mph (ASD) Exposure: C Soil Bearing: 2,000 psf Notes: Special Inspection IS required for this project. See Sheet S I. Roberts consulting engineering does not represent that these calculations or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies. CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 CPhone: (530) 894-8833 — Fax: (530) 894-8882 fax ci i-c-e.com - http://www.r-c-e.com GOi�i�l LL RANCH JOB #2015.010 Page SEAM, SMEAR WALL FOOTING LAYOUT ASSUMED NORTH o- II 9-sFVI9-s 11 O swa II o _ L rMLI1 II I1 II � II II LL V 11 11 — II �p II D I 1 II — _ u IL p II II cll �� II II II II o- II 9=1 II II ,I A II, r C�ORRILL RANCH JOB #2015.010 UPPER LEVEL SHEAR WALL LAYOUT ASSUMED NORTH Q O N N p, O i T �t m N N O O o-, El n mage 2 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. job 2015.010 Page L 1 Gravity Loads: Roof Dead Load 1/2" Ply 1.7 psf Slope= Metal Roofing 2.0 psf 4 Framing 5.0 psf to .5/8" Gyp. 2.8 psf 12 Insul. 1.2 psf Misc. 1.8 psf At = 103.0 sf Copyright 2001 - Spyder Software ota (sloped) psf ota oriz ps [Uta axial) ps Roof Live Load IlConstruction 20.0 psf Wall Dead Load T1-11 Siding 2.0 psf (exterior) 2x6 Framing @ 24" o.c. 1.7 psf 1 /2" Gyp. 2.2 psf Insul. 1.0 psf Misc. 2.1 psf Total 9.0 psf Wall Dead Load 2x4 Framing @ 24" o.c. 1.7 psf (interior) 1/2" Gyp. 2 sides 4.4 psf Misc. 1.9 psf Total 8.0 psf Mechanical Dead Load 3/4" Ply 3.0 psf 2x8's @ 24" o.c. 2.0 psf 5/8" Gyp. 2.8 psf Misc. 2.2 psf Total 10.0 psf Copyright 2001 - Spyder Software r 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page LZ Wind Speed: 1 10 mph, Ultimate (LRFD) • 85 mph, ASD Exposure: C 6.8 psf = where: feet @ 8.0 psf = Kzt = 1.00 Figure 6-4 a = 9.5 10.4 psf = zg = 900 ft Roof Slope = 4 Rise to ,12 Horiz. Wind Loading @ Roof - Lines 1 North Mean Roof Height = 9.5 feet Kz = 0.85 Wind Loading @ Roof - Lines 1 to 2 Mean Roof Height = 12.5 feet Kz = 0.85 Wind Loading @ Roof - Lines 2 to 3 (Upper Tower) Mean Roof Height = 28.8 feet Kz = 0.97 Wind Loading @ Roof- Lines 2 to 3 (Lower Tower) Mean Roof Height = 28.8 feet Kz = 0.97 Copyright 2001 - Spyder Software Cnet = 0.43 (IWW) Inward @ Windward Wall Cnet = 0.51 (OLW) Outward @ Leeward Wall Cnet = -0.05 (IWR) Inward @ Windward Roof Cnet = -0.73 (OWR) Outward @ Windward Roof Cnet = 0.66 (OLR) Outward @ Leeward Roof Cnet = 1.09 (OPR) Outward @ Parallel To Ridge Cnet = 1.28 (IWW) Inward @ Windward Parapet Wall Cnet = 0.85 (OLW) Outward @ Leeward Parapet Wall Tributary Normal Tributary' Area Pressure 0.00 feet @ 6.8 psf = 0.00 feet @ 8.0 psf = 2.00 feet @ -0.8 psf = 2.00 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = = F -=- Tributary' . Normal Tributary Area Pressure 4.50 feet @ 6.8 psf = 4.50 feet @ 8.0 psf = 6.00 feet @ -0.8 psf = 6.00 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = F7 --=- = Tributary Normal - = Area Pressure 6.50 feet @ 7.8 psf = 6.50 feet @ 9.2 psf = 1.50 feet @ -0.9 psf = 1.50 feet @ 11.9 psf = 0.00 feet @ 23.2 psf = 0.00 feet @ 15.4 psf = PT- Tributary Normal Resultant Horizontal Area Pressure 6.50 feet @ 7.8 psf = 6.50 feet @ 9.2 psf = 0.00 feet @ -0.9 psf = 0.00 feet @ 11.9 psf = 0.00 feet @ 23.2 psf = 0.00 feet @ 15.4 psf = n= Resultant Horizontal Force 0lbs. (IWW) 0lbs. (OLW) -2 lbs. (IWR) 21 lbs. (OLR) 0 lbs. (IWP) 0lbs. (OLP) 10 n _ hnri7 Resultant Horizontal, Force 31 lbs. (IWW) 36 lbs. (OLW) -5 lbs. (IWR) 62 lbs. (OLR) 0lbs. (IWP) 0lbs. (OLP) 174 n - nr!7 Resultant Horizontal Force 51 lbs. (IWW) 60 lbs. (OLW) -1 lbs. (IWR) 18 lbs. (OLR) 0lbs. (IWP) 0lbs. (OLP) 177 n - hnr17 Resultant Horizontal Force 51 lbs. (IWW) 60 lbs. (OLW) 0lbs. (IWR) 0lbs. (OLR) 0lbs. (IWP) 0lbs. (OLP) n _ hnri7 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. job 2015.010 Page Wind Loading @ Roof - Lines 2 to 3 (Upper) Mean Roof Height = 22.3 feet Kz = 0.92 Wind Loading @ Roof - Lines 2 to 3 (Lower) Mean Roof Height = 22.3 feet Kz = 0.92 Wind Loading @ Roof - Lines 3 to 4 Mean Roof Height = 12.5 feet Ki = 0.85 Wind Loading @ Roof - Lines 4 - South Mean Roof Height = 10.5 feet Kz = 0.85 Wind Loading @ Roof - Lines A - West Mean Roof Height = 9.5 feet Kz = 0.85 Wind Loading @ Roof - Lines A to B Mean Roof Height = 1 1.0 feet Kz = 0.85 Copyright 2001 - Spyder Software Tributary Normal Tributary Normal Area Pressure 5.25 feet @ 7.4 psf = 5.25 feet @ 8.7 psf = 2.00 feet @ -0.9 psf = 2.00 feet @ 11.3 psf = 0.00 feet @ 21.9 psf = 0.00 feet @ 14.6 psf = ❑_ Tributary Normal Tributary Normal Tributary Area Pressure 4.50 feet @ 7.4 psf = 4.50 feet @ 8.7 psf = 7.00 feet @ -0.9 psf = 7.00 feet @ 11.3 psf = 0.00 feet @ 21.9 psf = 0.00 feet @ 14.6 psf = Fn = Tributary Normal Tributary Area Pressure 4.50 feet @ 6.8 psf = 4.50 feet @ 8.0 psf = 6.50 feet @ -0.8 psf = 6.50 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = E= - = Tributary Normal Tributary Normal Area Pressure 0.00 feet @ 6.8 psf = 0.00 feet @ 8.0 psf = 4.00 feet @ -0.8 psf = 4.00 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = n= Tributary Normal p= Tributary Normal Area Pressure 0.00 feet @ 6.8 psf = 0.00 feet @ 8.0 psf = 2.00 feet @ -0.8 psf = 2.00 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = p= Tributary Normal Resultant Horizontal Area Pressure 4.50 feet @ 6.8 psf = 4.50 feet @ 8.0 psf = 5.00 feet @ -0.8 psf = 5.00 feet @ 10.4 psf = 0.00 feet @ 20.2 psf = 0.00 feet @ 13.4 psf = Fn = Resultant Horizontal Force 39 lbs. (IWW) 46 lbs. (OLW) -2 lbs. (IWR) 23 lbs. (OLR) 0 lbs. (IWP) 0lbs. (OLP) n - hnri7 Resultant Horizontal Force 33 lbs. (IWW) 39 lbs. (OLW) -6 lbs. (IWR) 79 lbs. (OLR) 0 lbs. (IWP) 0lbs. (OLP) Resultant Horizontal Force 31 lbs. (IWW) 36 lbs. (OLW) -5 lbs. (IWR) 68 lbs. (OLR) 0lbs. (IWP) 0lbs. (OLP) I 9Q n - hnr17 Resultant Horizontal - Force 0lbs. (IWW) 0lbs. (OLW) -3 lbs. (IWR) 42 lbs. (OLR) 0 lbs. (IWP) 0lbs. (OLP) IR n nm Resultant Horizontal Force 0lbs. (IWW) 0lbs. (OLW) -2 lbs. (IWR) 21 lbs. (OLR) 0 lbs. (IWP) 0lbs. (OLP) n - hnrl7 Resultant Horizontal Force 31 lbs. (IWW) 36 lbs. (OLW) -4 lbs. (IWR) 52 lbs. (OLR) 0lbs. (IWP) 0lbs. (OLP) n - hnrl7 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines B to C Area Pressure Force 4.50 feet @ 7.7 psf = 35 lbs. (IWW) Mean Roof Height = 27.6 feet 4.50 feet @ 9.1 psf = 41 Ibs. (OLW) Kz = 0.96 7.00 feet @ -0.9 psf = -6 lbs. (IWR) 7.00 feet @ 11.8 psf = 83 lbs. (OLR) 0.00 feet @ 23.0 psf = 0 lbs. (IWP) 0.00 feet @ 15.2 psf = 0 lbs. (OLP) feet @ 23.2 psf = Fp = 1 152 plf - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines C.2 - C (Upper Tower) Area Pressure Force 7.25 feet @ 7.8 psf = 56 lbs. (IWW) Mean Roof Height = 28.8 feet 7.25 feet @ 9.2 psf = 67 Ibs. (OLW) Kz = 0.97 0.00 feet @ -0.9 psf = 0 Ibs. (IWR) 0.00 feet @ 11.9 psf = 0 lbs. (OLR) 0.00 feet @ 23.2 psf = 0 lbs. (IWP) 0.00 feet @ 15.4 psf = 0 lbs. (OLP) Fp = 1 123 Of - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines C.2 - C (Lower Tower) Area Pressure Force 6.50 feet @ 7.8 psf = 51 lbs. (IWW) Mean Roof Height.= 28.8 feet 6.50 feet @ 9.2 psf = 60 lbs. (OLW) Kz = 0.97 0.00 feet @ -0.9 psf = 0 lbs. (IWR) 0.00 feet @ 11.9 psf = 0 lbs. (OLR) 0.00 feet @ 23.2 psf = 0 lbs. (IWP) 0.00 feet @ 15.4 psf = 0 lbs. (OLP) Fp = I Ill plf - horiz. Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines C to F (Upper) Area Pressure Force 4.00 feet @ 7.4 psf = 29 lbs. (IWW) Mean Roof Height = 22.3 feet 4.00 feet @ 8.7 psf = 35 lbs. (OLW) Kz = 0.92 4.50 feet @ -0.9 psf = -4 lbs. (IWR) 4.50 feet @ 11.3 psf = 51 lbs. (OLR) 0.00 feet @ 21.9 psf = 0 lbs. (IWP) 0.00 feet @ 14.6 psf = 0 lbs. (OLP) Fp = 1 112 plf - horiz Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines C to E (Lower) Area Pressure Force 4.50 feet @ 7.7 psf = 35 lbs. (IWW) Mean Roof Height = 27.6 feet 4.50 feet @ 9.1 psf = 41 lbs. (OLW) Kz = 0.96 7.00 feet @ -0.9 psf = -6 lbs. (IWR) 7.00 feet @ 11.8 psf = 83 lbs. (OLR) 0.00 feet @ 23.0 psf = 0 lbs. (IWP) 0.00 feet @ 15.2 psf = 0 lbs. (OLP) Fn = 1 57 nlf - hnri7 Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines F - F.2 (Upper Tower) Area Pressure Force 7.25 feet @ 7.8 psf = 56 lbs. (IWW) Mean Roof Height = 28.8 feet 7.25 feet @ 9.2 psf = 67 lbs. (OLW) Kz = 0.97 0.00 feet @ -0.9 psf = 0 lbs. (IWR) 0.00 feet @ 11.9 psf = 0 lbs. . (OLR) 0.00 feet @ 23.2 psf = 0 lbs. (IWP) 0.00 feet @ 15.4 psf = 0 lbs. (OLP) Fn = 1 19-4 nlf - hnri7 k - 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page I-Ij Wind Loading @ Roof - Lines F - F.2 (Lower Tower) Mean Roof Height = 28.8 feet Kz = 0.97 Wind Loading @ Roof - Linen E to G Mean Roof Height = 12.5 feet 11 Kz = 0.85 Wind Loading @ Roof - Lines G - East Mean Roof Height = 9.5 feet Kz = 0.85 Copyright 2001 Spyder Software Tributary Normal Resultant Horizontal Area Pressure Force 6.50 feet @ 7.8 psf = 51 lbs. (IWW) 6.50 feet @ 9.2 psf = 60 lbs. (OLW) 0.00 feet @ -0.9 psf = 0 lbs. (IWR) 0.00 feet @ 11.9 psf = 0 lbs. (OLR) 0.00 feet @ 23.2 psf = 0 lbs. (IWP) 0.00 feet @ 15.4 psf = 0 lbs. (OLP) Fp = 1 1 1 Of - horiz. Tributary Normal Resultant Horizontal Area Pressure Force 4.50 feet @ 6.8 psf = 31 lbs. (IWW) 4.50 feet @ 8.0 psf = 36 lbs. (OLW) 6.00 feet @ -0.8 psf = -5 lbs. (IWR) 6.00 feet @ 10.4 psf = 62 lbs. (OLR) 0.00 feet @ 20.2 psf = 0 lbs. (IWP) 0.00 feet @ 13.4 psf = 0 lbs. (OLP) Fp = 124 Of - horiz. Tributary Normal Resultant Horizontal Area Pressure Force 0.00 feet @ 6.8 psf = 0 lbs. (IWW) 0.00 feet @ 8.0 psf = 0 lbs. (OLW) 2.00 feet @ -0.8 psf = -2 lbs. (IWR) 2.00 feet @ 10.4 psf = 21 lbs. (OLR) 0.00 feet @ 20.2 psf = 0 lbs. (IWP) 0.00 feet @ 13.4 psf = 0 lbs. (OLP) Fp = 19 Of - horiz. 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page L to 2013 CBC Seismic Loads - Equivalent Lateral Force Procedure (Using ASCE 7-10 Eq. 8I Tables) where: Seismic Design Category = D Table 11.6-2 Site Class = D Table 20.3-1 Ss = 0.610 g 1, = 1.00 Importance Factor, Table 1.5-2 S, = 0.272 g h,, = 22.25 feet F, = 1.31 Table 11.4-1 R = 6.5 Plywood Shear Walls, Table 12.2-1 F„ = 1.86 Table 11.4-2 C, = 0.020 Table 12.8-2 SMs = 0.800 g x = 0.75 Table 12.8-2 SM, = 0.505 g Ta = 0.20 sec, Appr. Period, Eqn 12.8-7 SDs = 0.534 g TL = 16.0 sec, Figure 22-12 SD, = 0.337 g Cs = (SDS)/(R/le) = 0.082 (Eqn 12.8-2) V = Cs*W = 0.082 *W CS(MAX) = (SD1)/Ta/(R/le) = 0.253 For Ta<=TL (Eqn 12.8-3) Cs(MIN) = 0.044*SDS*le = 0.023 For Sl <0.6g (Eqn 12.8-5) Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 100.00 feet of Roof @ 15.3 psf Wall Lines 1 North 0.00 feet of Snow @ 0 psf 0.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V 125 p onz. 85 pit - honz. ASD (UL Seismic Roof Loading Tributary Weights = 104.00 feet of Roof @ 15.3 psf Wall Lines 1 - 2 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 20.25 feet of Int. Wall @ 8.0 psf V 150 p onz. ULT (LRFD) pit - horiz. ASD (UL Seismic Roof Loading Tributary Weights = 6.00 feet of Roof @ 15.3 psf Wall Lines 2 - 3 (Upper Tower) 0.00 feet of Snow @ 0 psf 11.00 feet of Ext. Wall @ 9.0 psf 2.00 feet of Int. Wall @ 8.0 psf V = ZE horiz. ULT (LRFD) pit - honz. ASD (U Seismic Roof Loading Tributary Weights = 0.00 feet of Roof @ 15.3 psf Wall Lines 2 - 3 (Lower Tower) 0.00 feet of Snow @ 0 psf 6.50 feet of Ext. Wall @ 9.0 psf 6.50 feet of Int. Wall @ 8.0 psf V horiz. pit - hor)z. ASD (UL Seismic Roof Loading Tributary Weights = 53.00 feet of Roof @ 15.3 psf Wall Lines 2 - 3 (Upper) 0.00 feet of Snow @ 0 psf 8.00 feet of Ext. Wall @ 9.0 psf 8.50 feet of Int. Wall @ 8.0 psf V 78 pif - honz. ULT (LRFD) 55 p ora. Seismic Roof Loading Tributary Weights = 56.00 feet of Roof @ 15.3 psf Wall Lines 2 - 3 (Lower) 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 34.50 feet of Int. Wall @ 8.0 psf V horiz. 16.00 feet of Mechanical @ 10 spf p ora. ASD (U Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page L --I Seismic Roof Loading Tributary Weights = 108.00 feet of Roof @ 15.3 psf Wall Lines 3 - 4 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 22.50 feet of Int. Wall @ 8.0 psf V = ZE horiz. ULT (LPFD) pIt - horiz. ASD (UL Seismic Roof Loading Tributary Weights = 100.00 feet of Roof @ 15.3 psf Wall Lines 4 - South 0.00 feet of Snow @ 0 psf 0.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V horiz. ULT (LRFD) ub pit - horiz. ASD (UL Seismic Roof Loading Tributary Weights = 40.00 feet of Roof @ 15.3 psf Wall Lines A - West 0.00 feet of Snow @ 0 psf 0.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V 50 p onz. pit - honz. ASD (LIL Seismic Roof Loading Tributary Weights = 68.00 feet of Roof @ 15.3 psf Wall Lines A - B 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V = ZE horiz. ULT (LRFD) 64 pit - honz. ASD (UL Seismic Roof Loading Tributary Weight = 68.00 feet of Roof @ 15.3 psf Wall Lines B - C 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 9.00 feet of Int. Wall @ 8.0 psf V=. p onz. pit - honz. Seismic Roof Loading f Tributary Weight = 10.00 feet of Roof @ 15.3 psf Wall Lines C - West (Upper Tower) 0.00 feet of Snow @ 0 psf 13.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V = p onz. ULT (LRFD) 16 pit - honz. ASD (UL Seismic Roof Loading Tributary Weight = 0.00 feet of Roof @ 15.3 psf Wall Lines C - West (Lower Tower) 0.00 feet of Snow @ 0 psf 13.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V= p onz. pit - horiz. Seismic Roof Loading Tributary Weight = 20.00 feet of Roof @ 15.3 psf Wall Lines C - D (Upper) 0.00 feet of Snow @ 0 psf 8.00 feet of Ext. Wall @ 9.0 psf 3.00 feet of Int. Wall @ 8.0 psf V horiz. ULT (LRFD) 23 pit - hor¢. AND (U Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page L S Seismic Roof Loading Tributary Weights = 56.00 feet of Roof @ 15.3 psf Wall Lines C - D (Lower) 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 22.25 feet of Int. Wall @ 8.0 psf V = p - onz. 6,4 p ora. Seismic Roof Loading Tributary Weights = 20.00 feet of Roof @ 15.3 psf Wall Lines D - E (Upper) 0.00 feet of Snow @ 0 psf 8.00 feet of Ext. Wall @ 9.0 psf 3.00 feet of Int. Wall @ 8.0 psf V = p - onz. ZJ pIt - honz. ASD (UL Seismic Roof Loading Tributary Weights = 56.00 feet of Roof @ 15.3 psf Wall Lines D - E (Lower) 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 24.50 feet of Int. Wall @ 8.0 psf V horiz. 16.00 feet of Mechanical @ 10 spf Pt pit - honz. ASD Seismic Roof Loading Tributary Weights = 10.00 feet of Roof @ 15.3 psf Wall Lines F - F.2 (Upper Tower) 0.00 feet of Snow @ 0 psf 13.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V 22 p onz. ULT (LRFD) 16 pIt - honz. ASD (U Seismic Roof Loading Tributary Weights = 0.00 feet of Roof @ 15.3 psf Wall Lines F - F.2 (Lower Tower) 0.00 feet of Snow @ 0 psf 13.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V = p onz. ULT (LRFD) pIt - honz. Seismic Roof Loading Tributary Weights = 68.00 feet of Roof @ 15.3 psf Wall Lines E - G 0.00 feet of Snow @ 0 psf 9.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V horiz. p onz. Seismic Roof Loading Tributary Weights = 68.00 feet of Roof @ 15.3 psf Wall Lines G - East 0.00 feet of Snow @ 0 psf 0.00 feet of Ext. Wall @ 9.0 psf 0.00 feet of Int. Wall @ 8.0 psf V horiz. ULT (LRFD) pIt - honz. ASD (UL Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page �-'I Copyright 2001 - Spyder Software Lateral Load Summary First Floor Loadings Wall Line ID Tributary Length Unit Loads Seismic Wind Wall Loads Seismic Wind Controlling Load Case (ft.) (p.l.f.) (p.l.f.) (kips) (kips) 1 North 6.00 88 19 0.53 0.12 Seismic Controls 1 South 8.00 105 124 0.84 1.00 Wind Controls 2 - North 8.00 105 124 0.84 1.00 Wind Controls 2 - South (Upper Tower) 5.00 12 127 0.06 0.64 Wind Controls 2 - South (Lower Tower) 5.00 6 111 0.03 0.55 Wind Controls 2 - South (Upper) 8.00 55 106 0.44 0.84 Wind Controls 2 - South (Lower) 8.00 79 146 0.63 1.17 Wind Controls 3 - North (Upper Tower) 5.00 12 127 0.06 0.64 Wind Controls 3 - North (Lower Tower) 5.00 6 111 0.03 0.55 Wind Controls 3 - North (Upper) 8.00 55 106 0.44 0.84 Wind Controls 3 - North (Lower) 8.00 79 146 0.63 1.17 Wind Controls 3 - South 8.00 110 129 0.88 1.03 Wind Controls 4 - North 8.00 110 129 0.88 1.03 Wind Controls 4 - South 6.00 88 38 0.53 0.23 Seismic Controls A - West 6.00 35 19 0.21 0.12 Seismic Controls A - East 4.00 64 115 0.26 0.46 Wind Controls B - West 4.00 64 115 0.26 0.46 Wind Controls B - East 7.25 69 152 0.50 1.11 Wind Controls C - West 7.25 69 152 0.50 1.11 Wind Controls C.2 - East (Upper Tower) 3.00 16 123 0.05 0.37 Wind Controls C.2 - East (Lower Tower) 3.00 7 1 1 1 0.02 0.33 Wind Controls C - West (Upper Tower) 3.00 16 123 0.05 0.37 Wind Controls C - West (Lower Tower) 3.00 7 1 1 1 0.02 0.33 Wind Controls C - East (Upper) 15.50 23 112 0.36 1.73 Wind Controls C - East (Lower) 15.50 64 152 0.99 2.36 Wind Controls D - West (Upper) 15.50 23 112 0.36 1.73 Wind Controls D - West (Lower) 15.50 64 152 0.99 2.36 Wind Controls D - East (Upper) 7.00 23 112 0.16 0.78 Wind Controls D - East (Lower) 7.00 74 152 0.52 1.07 Wind Controls E - West (Upper) 7.00 23 112 0.16 0.78 Wind Controls E - West (Lower) 7.00 74 152 0.52 1.07 Wind Controls E - East (Upper) 3.50 23 112 0.08 0.39 Wind Controls F - West (Upper) 3.50 23 112 0.08 0.39 Wind Controls F - East (Upper Tower) 3.00 16 123 0.05 0.37 Wind Controls F - East (Lower Tower) 3.00 7 1 1 1 0.02 0.33 Wind Controls F.2 - West (Upper Tower) 3.00 16 123 0.05 0.37 Wind Controls F.2 - West (Lower Tower) 3.00 7 1 1 1 0.02 0.33 Wind Controls E - East 10.25 64 124 0.66 1.28 Wind Controls G - West 10.25 64 124 0.66 1.28 Wind Controls G - East 1 6.00 60 1 19 0.36 0.12 Seismic Controls Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 Page L 10 Chord 81 Drag Force Summary (worst cases) Chord Data Unit Load (w) Seismic Wind (plf) (plf) Max Chord Force (T)= w•L2 (Kips) " 8•D # Nails Required At Each Chord Chord Chord Boundary Line Length (L) Depth (D) (ft) (ft) House Roof Diaphragm Chord Forces C to D 1 30 16 64 152 1.07 9 Sinker Nail Size = Nail Shear Capacity = Max Number Required = 16d Sinker Nails 125 pounds 9 Sinker Nails - o l6) .3J Copyright 2001 - Spyder Software t,o-7 k 8/31/2015 - Lateral Analysis Gorrill Ranch - R.C.E. Job 2015.010 1 1.37 st eve 4.00 1.30 Fast -West Direction HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Story Shear 6.81 kips 0.090 0.38 (ASD Loads) HDU2 w/ DBL 2x POST et SSTBI6 A.B. I st Seismic HDU8 w/ DBL 2x POST 81 SST828 A.B. Wall Une Lateral Wall Wall 3.57 Wali Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load I I Height Length P Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 4.00 (plf) (kiF) (kips) (Foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 1 1.37 9.00 4.00 1.30 178 HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. 6.41 0.090 0.38 1.508 HDU2 w/ DBL 2x POST et SSTBI6 A.B. I st Seismic HDU8 w/ DBL 2x POST 81 SST828 A.B. Level Horizontal Diaphragm Lengths u Stresses 365 37.75 0.090 3.57 East Side West Side HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. L5 Sill Plate Shear Anchorage for above wall line - Level - 9.00 6.00 1.30 178. Horizontal Diaphragm Lengths at Stresses 9.61 0.090 0.85 1'.460 HDU2 w/ DBL 2x POST s[ SSTBI6 A.B. 1.11 9.00 4.00 Sill Plate Shear Anchorage for above wall line 1 1 1 _ 4.00 0.090 0.43 0.892 HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Spacing 30 in. o.c. Wind 9.00 6.00 1 1 1 6.00 0.090 0.97 0.838 HDU2 w/ DBL 2x POST 81 SSTBI6 A.B. Horizontal D(aphragm Lengths et Stresses -U East Side West Side LI 5111 Plate Shear Anchorage for above wall line feet I (feet) I Bolt Dfa. in. Ca acI kis Sacro Shear Wall ID 2 0.500 1.037 48 (n. o.c. 2 0.44 12.00 4.00 1.30 142 6.81 0.120 0.50 1.577 MST37 w/ HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Upper Seismic HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Lower Level 0.84 12.00 4.00 211 10.13 0.120 0.58 2.388 MST48 w/ HDU2 w/ DBL 2x POST BL SSTB 16 A.B. 3.13 Wind HDU8 w/ DBL 2x POST 81 SST828 A.B. Level Horizontal Diaphragm Lengths u Stresses 365 37.75 0.090 3.57 East Side West Side HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. L5 Sill Plate Shear Anchorage for above wall line - feet I feet) I (pIQ - 2.388 65.21 0.090 Bolt Dia.Lin. Ca acit kis Spacing 161 Common 0.225 10 in. o.c. Shear Wall ID 2 5.360 2 2.009.00 11.50 1.30 226 23.42 0.090 3.13 1.764 HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Lower Seismic 0.64 1.00 6.00 106 1.577 41.55 0.090 3.13 3.341 HDU8 w/ DBL 2x POST 81 SST828 A.B. Level 4.19 9.00 11.50 365 37.75 0.090 3.57 2.972 HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. L5 Wind feet I feet I - 2.388 65.21 0.090 3.57 5.360 HDU8 w/ DBL 2x POST a SSTB28 A.B. Horizontal Diaphragm Lengths at Stresses 0.19 0.050 0.05 0.070 MST37 w/ HDU2 w/ DBL 2x POST u SSTBI6 A.B. East Side West Side 5.00 Lkis Sill Plate Shear Anchorage for above wall line 159 _ 1.76 feet I feet I 0.06 0.852 Bolt Dia. in. Ca aci 0.500 1.037 Spacing 30 in. o.c. Shear Wall ID 4 2813 Tower 0.06 1.00 6.00 1.30 13 0.08 0.010 0.09 No Net Uplift) No Holdov w/ No Hoidown Required) Top Seismic 0.19 Level 0.64 1.00 6.00 106 0.64 0.010 0.11 0.088 MST37 w/ HDU2 w/ DBL 2x POST et SSTBI6 A.B. Mid Wind 1 1 Horizontal Diaphragm Lengths 81 Stresses East Side West Side L5 Sill Plate Shear Anchorage for above wall line feet I feet I - 5.00 Bolt Dia. in. Ca aci kips Spacing 16d Common 0.225 16 in. o.c. Shear Wall ID I 1.30 280 Tower 0.06 5.00 2.00 1.30 19 0.19 0.050 0.05 0.070 MST37 w/ HDU2 w/ DBL 2x POST 8t SSTBI6 A.B. Mid Seismic 1 Horizontal Diaphragm Lengths at Stresses FastSide West Side ESill Plate Shear Anchorage for above wall line Level - 5.00 2.00 1.30 19 0.19 0.050 0.05 0.070 MST37 w/ HDU2 w/ DBL 2x POST u SSTBI6 A.B. 0.64 5.00 2.00 159 0.088 1.76 0.050 0.06 0.852 MST37 w/ HDU2 w/ DBL 2x POST & SSTB 16 A.B. Wind 5.00 2.00 159 1.59 0.050 0.06 0.764 MST37 w/ HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses Fast Side West Side LI Sill Plate Shear Anchorage for above wall line feet I feet Bolt Dia. in. Ca aci kis 5 acin _ Shear Wail I 16d Common 0.225 16 In. o.c. 2813 Tower0.06 8.00 6.00 1.30 13 0.070 1.04 0.080 0.76 0.047 MST37 w/ HDU2 w/ DBL 2x POST ai SSTB16 A.B. Bot. Seismic Level 0.64 8.00 6.00 106 0.852 10.20 0.080 0.86 1.556 MST37 w/ HDU2 w/ DBL 2x POST 8[ SSTBI6 A.B. Wind 1 1 Horizontal Diaphragm Lengths at Stresses FastSide West Side ESill Plate Shear Anchorage for above wall line (feet) I feet I - Bolt Dia. in. Ca aci kis Spacing 16d Common 0.225 16 in. o.c. Shear Wall ID I Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. ]ob 2015.010 3 2.04 9.00 10.50 1.30 163 15.41 0.090 2.61 1.219 HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. Lower Seismic Level 9.00 5.75/ 1.30 163 8.44 0.090 0.78 1.331 HDU2 w/ DBL 2x POST 81 SST816 A.B. 1.27 9.00 4.00 127 1.699 18.20 0.090 0.78 3.030 HDU4 w/ DBL 2x POST at SSTB24 A.B. 4.23 9.00 10.50 1 260 24.61 0.090 2.98 2.061 HDU2 w/ DBL 2x POST BE SSTB 16 A.B. Wind 9.00 / 127 6.83 0.090 0.97 0.977 HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths et Stresses 9.00 5.75 260 13.48 0.090 0.89 2.189 HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. Bolt Dia. in. Ca aclt kis SE acin Shear Wail ID 2 0.500 1.037 48 o.c. 2.566 28.23 0.090 0.89 4.755 HDUB w/ DBL 2x POST 8c SST828 A.B. Horizontal Diaphragm Lengths Bt Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I (ee[ I Bol[ Dia. in. Ca ad kis 5 adn Shear Wall ID 3 0.500 1.037 40 Inct. 4 1.41 9.00 4.00 1.30 183 6.58 0.090 0.38 1.550 HDU2 w/ DBL 2x POST at SSTB16 A.B. I st Seismic Level 9.00 6.00 1.30 183 9.87 0.090 0.85 1.503 HDU2 w/ DBL 2x POST et SSTB16 A.B. 1.27 9.00 4.00 127 4.56 0.090 0.43 1.031 HDU2 w/ DBL 2x POST Bt SSTB16 A.B. Wind ` 9.00 6.00 127 6.83 0.090 0.97 0.977 HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths et Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aclt kis SE acin Shear Wail ID 2 0.500 1.037 48 o.c. Copyright 2001 - Spyder Software 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. )ob 2015.010 A Ist Level 1.30 87 Nonh-South Direction Story Shear 7.89 kips Seismic (ASD Loads) 14.23 Level Wall Une Lateral Wall Wall Wind Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comments ID • Load I Height I Length pi Stress Uniform Point I OTM Uniform Point OTM Force Used 100%of Tabulated Values See Note (kips) (feet) (feet) 6.31 (pin (klf) (kips) (foot -kips) (klf) (kips) i (foot -kips) (kips)' Simpson Products A 0.47 9.00 7.00 / 1.30 87 5.48 0.090 1.16 0.617 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 1st Seismic Seismic 14.23 Level 0.57 9.00 7.00 82 5.17 0.090 1.32 0.550 HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. 31 Wind No Net Uplift! No Holdov w/ No Holdotvn Required! Horizontal Diaphragm Lengths 8[ Stresses 1 1 " East Side West Side -E Sill Plate Shear Anchorage for above wall line (feet) I feet I Fast Side West Side 9.00 Bolt Dia. in. Capacity kis Spacing 0.500 1.037 48 in. o.c. Shear Wall ID I Sill Plate Shear Anchorage for above wall line B 0.77 9.00 6.50 1.30 155 9.05 0.090 1.00 1.239 HDU2 w/ DBL 2x POST a SSTB 16 A.B. Ist Seismic Seismic 14.23 Level 1.72. 9.00 6.50 264 15.46 0.090 1.14 2.203 HDU2 w/ DBL 2x POST 8t SSTB 16 A.B. 31 Wind No Net Uplift! No Holdov w/ No Holdotvn Required! Horizontal Diaphragm Lengths 8t Stresses 1 1 " Fast Side West Side -E Sill Plate Shear Anchorage for above wall line feet i feet I Fast Side West Side 9.00 Bolt Dia. in. Capacity kis Spacing 0.500 1 1.037 1 40 in, o.c. Shear Wali ID 3 Sill Plate Shear Anchorage for above wall line C-Tower0.05 7.00 12.00 1.30 5 0.42 0.070 2.65 No Net Uplift! No Holdov w/ No Holdown Required! Upper Seismic 14.23 0.090 1.51 Level 0.37 7.00 12.00 31 2.59 0.070 3.02 No Net Uplift! No Holdov w/ No Holdotvn Required! Wind 1 1 Horizontal Diaphragm Lengths 8[ Stresses -E Level Fast Side West Side 9.00 11.00 Sill Plate Shear Anchorage for above wall line 134 feet I feet I 13.23 0.090 Bolt Dia. in. Capacity kis Spacing 0.943 HDU2 w/ DBL 2x POST 8E SSTB 16 A.B. 6.31 16d Common 0.225 16 in. o.c. Shear Wall ID I C 1.95 9.00 8.00 1.30 134 0.575 14.23 0.090 1.51 1.589 HDU2 w/ DBL 2x POST ez SSTB16 A.B. Lower Seismic 6.541 HDU8 w/ 4x POST a SSTB28 A.B. Wind 1 1 1 Horizontal Diaphragm Lengths 8t Stresses Level East Side West Side 9.00 11.00 1.30 134 feet I feet I 13.23 0.090 2.86 0.943 HDU2 w/ DBL 2x POST 8E SSTB 16 A.B. 6.31 9.00 8.00 332 3.357 50.76 0.090 1.73 6.129 HDU8 w/ 4x POST at SSTB28 A.B. Wind 9.00 11.00 332 32.87 0.090 3.27 2.691 HDU2 w/ DBL 2x POST 8E SSTB 16 A.B. Horizontal Diaphragm Lengths 8i Stresses -U- Fast Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. !n. Capacity kis 5 acin Shear Wall ID 4 0.500 1.037 30 In. o.c. D2.03 9.00 11.50 1.30 230 0.342 27.71 0.090 3.13 2.138 HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Lower Seismic Level 5.94 9.00 11.50 f 516 2.204 78.80 0.090 3.57 6.541 HDU8 w/ 4x POST a SSTB28 A.B. Wind 1 1 1 Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. In. Capacity kis Spacing 0.500 1.037 22 In. o.c. Shear Wall ID 5 Copyright - py er o tware 8/31/2015 - Lateral Analysis - Gorrill Ranch - R.C.E. Job 2015.010 E 0.24 12.00 9.50 1.30 33 3.78 0.120 2.84 0.099 MST37 w/ HDU2 w/ DBL 2x POST & SSTB16 A.B. Upper Seismic �SO05 7.00 12.00 31 2.59 0.070 3.02 No Net Uplift! No Holdov w/ No Holdown Required! 1 st Seismic Level 1.17 12.00 9.50 123 14.05 0.120 3.25 1.137 MST37 w/ HDU2 w/ DBL 2x POST & SST816 A.B. Wind feet I feet I 9.00 Bolt Dia. in. Ca aci kis Spacing . I6d Common 0.225 16 in. o.c. Shear Wall ID I 1.30 134 Horizontal Diaphragm Lengths & Stresses 6.63 0.090 0.72 1.076 HDU2 w/ DBL 2x POST & SSTB16 A.B. - East Side West Side 9.00 5.50 Sill Plate Shear Anchorage for above wall line 223 - (feet) I feet) (plo 0.82 1.855 Bolt Dia. in. Capacity (kips) I6d Common 0.225 Spacing 16 in. o.c. Shear Wall ID I E 1.49 9.00 25.50 1.30 76 17.44 0.090 15.37 0.081 HDU2 w/ DBL 2x POST & SSTB16 A.B. Ist Seismic 11.02 0.099 19.95 0.090 15.37 0.180 HDU2 w/ DBL 2x POS e[ SSTB 16 A.B. Level 4.23 9.00 25.50 166 38.09 0.090 17.56 0.805 HDU2 w/ DBL 2x POST & SSTB16 A.B. Wind Sill Plate Shear Anchorage for above wall line 1.137 67.09 0.090 17.56 1.942 1 HDU2 w/ DBL 2x POST & SSTB16 A.B. Horizontal Diaphragm Lengths & Stresses Shear Wall ID 2 0.500 1.037 48 in. o.c. - East Side Wes[ Side 5111 Plate Shear Anchorage for above wall line feet I (feet) I Bolt Dia. in. Capacity kis Sacro 0.500 1.037 48 in. o.c. Shear Wall ID 2 F -Tower 7.00 12.00 1.30 5 0.42 0.070 2.65 No Net Uplift! No Holdov w/ No Holdown Required! Upper c 6.63 Level �SO05 7.00 12.00 31 2.59 0.070 3.02 No Net Uplift! No Holdov w/ No Holdown Required! 1 st Seismic Horizontal Diaphragm Lengths & Stresses , EastSide West Side Sill Plate Shear Anchorage for above wall line feet I feet I 9.00 Bolt Dia. in. Ca aci kis Spacing . I6d Common 0.225 16 in. o.c. Shear Wall ID I 1.30 G 1.13 9.00 5.50 1.30 134 6.63 0.090 0.72 1.076 HDU2 w/ DBL 2x POST & SSTB16 A.B. 1 st Seismic Level 9.00 5.50 1.30 134 6.63 0.090 0.72 1.076 HDU2 w/ DBL 2x POST & SSTB16 A.B. 2.45 9.00 5.50 223 11.02 0.090 0.82 1.855 HDU2 w/ DBL 2x POST & SSTB16 A.B. Wind 9.00 5.50 223 _ 11.02 0.090 0.82 1.855 HDU2 w/ DBL 2x POST & SSTB 16 A.B. Horizontal Diaphragm Lengths & Stresses Fast Side West Side Sill Plate Shear Anchorage for above wall line fee[ 1 feet I Bol[ Dia. in. Capacity kis S acin Shear Wall ID 2 0.500 1.037 48 in. o.c. G3� Copyright 2001 - Spyder Software WLUW WWW wuw z=:r :A (r, L? ^oo _11oo N N N.N N N N I I R X WL,, G i+ ---z- 1,23 -7 �o (vim -`- -7° v= tt via LL _ (I-t7QUpUI-�(�E, I . 12. LL' -70 -7 o h � � L --Z., rA rte, k nn V, ro, e:Gr, 12 y 3' y `° k .5 �yYl A ->C N L� U �f r a -F a�v G—N ► N U '� �, 5 Vwat-A. 0\0) ( C1 R X55 -� sc M, TS 12 L15 pG '61 COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° 3060 Thorntree Drive, Ste. 10 7935 Midway ChicoCA95973 DurhamCA I (530) 864-8833 R.C.E. 2015.010 Aug. 31, 2015 15:13 Bm1.wwb " Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit Fv' = 170 1110 Bending(+) Roof Live tern Start End Start End Live Defl'n Factored: JackTruss.D Dead Full UDL Total Defl'n = L/599 135.0 plf JackTruss.L Roof live Full UDL 2112 1 135.0 plf Bearing: Self -weight Dead Full UDL 1 14.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) 15' 8" 0' 14' 10" Unfactored• Value Desi n Value Anal sis/Desi n Dead 1110 Fv' = 170 1110 Bending(+) Roof Live 1001 fb/Fb' = 0.61 1001 Live Defl'n Factored: 0.49 = L/360 0.28 Total Defl'n = L/599 0.74 = L/240 0.40 Total 2112 2112 Bearing: Length 5.50 5.50 Min re 'd 1.00* 1.00* *Minimum bearing length setting used: 1" for end supports Timber -soft, D.Fir-L, No. 1, 6x12 (5-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15' 8'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Value Desi n Value Anal sis/Desi n Shear = 44 Fv' = 170 fv/Fv'=0.26 Bending(+) rAnalis = 810 Fb' = 1330 fb/Fb' = 0.61 Live Defl'n = <L/999 0.49 = L/360 0.28 Total Defl'n = L/599 0.74 = L/240 0.40 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks ° Type COMPANY RCE Drive, Ste. 10 PROJECT Gorrill Ranch Office Building 7935 Midway Location [ft] Magnitude Chic , CA gree Chico, CA 95973 Durham, CA SOFTN'AREFOR WOOD DESIGN 497 (530) 864-8833 R.C.E. 2015.010 Start End rAnaalis = July 16, 2015 15:55 Bm2.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 I Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 555 Roof Live 497 tern Start End Start End rAnaalis = TruSSJ4A.D Dead Full UDL fb/Fb' = 0.68 Live Defl'n 80.0 plf TrussJ4A.L Roof live Full UDL Bearing: = 80.0 plf Self -weight Dead Full UDL Length Min re 'd 9.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) 12'6" 4 12-5" Unfactored: value Desi n Dead 555 Shear 555 Roof Live 497 170 497 Factored: rAnaalis = 813 Fb' = 1200 fb/Fb' = 0.68 Live Defl'n = Total 1052 L/360 1052 Bearing: = L/459 0.62 = 1.00* 0.52 1.00* Length Min re 'd 1 1.00* 1.00* -minimum Dearing iengin setting usea: V Tor ena supports Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12'6"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usinq NDS 2012: Criterion value Desi n value Anal sis/Desi n Shear = 35 Fv' = 170 fv/Fv' = 0.21 Bending(+) rAnaalis = 813 Fb' = 1200 fb/Fb' = 0.68 Live Defl'n = L/973 0.41 = L/360 0.37 Total Defl'n = L/459 0.62 = L/240 0.52 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PC, 3 COMPANY PROJECT RCE Gorrill Ranch Office Building Wood Works ° 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 July 16, 2015 15:52 Bm3.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit Shear 177 Fv' = 170 Roof Live tern Start End Start End Fb' = Factored: TrussAlO.D Dead Point 0.01 = 2.13 325 lbs TrussAlO.L Roof live Point 340 2.13 325 lbs Bearing: Self -weight Dead Full UDL Length 7.2 plf 1.00* Maximum Reactions (lbs) and Bearing Lengths (in) 4'3" 0' 4-2" Unfactored: Analysis Value Design Value Dead 177 Shear 177 Fv' = 170 Roof Live 163 fb = 163 Fb' = Factored: fb/Fb' = 0.25 Live Defl'n 0.01 = <L/999 0.14 = L/360 0.05 Total 340 <L/999 340 L/240 Bearing: Length 1.00* 1.00* Min re 'd 1.00* 1.00* *Minimum bearing length setting used: 1" for end supports Timber -soft, D.Fir-L, No. 1, 6x6 (5-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4' 3'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 17 Fv' = 170 fv/Fv' = 0.10 Bending(+) fb = 300 Fb' = 1200 fb/Fb' = 0.25 Live Defl'n 0.01 = <L/999 0.14 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.21 = L/240 0.07 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. l>jF,L COMPANY PROJECT RCE Gorrill Ranch Office Building Wood Works ° 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA OOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 31, 2015 15:13 Bm4.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Fv' = 170 TrussAl7.D Dead Point 417 0.92 355 lbs TrussAl7.L Roof live Point 0.92 355 lbs 590 TrussA16.D Dead Point 2.92 349 lbs Length TrussAl6.L Roof live Point 2.92 349 lbs 1.00* Self -weight Dead Full UDL 7.2 plf Maximum Reactions (lbs) and Bearing Lengths (in) 4'8" 0' 4-7" Unfactored: Value Desi nValue Anal sis/Desi n Dead 434 Fv' = 170 303 Bending(+) Roof Live 417 fb/Fb' = 0.36 287 Live Defl'n Factored: 0.15 = L/360 0.10 Total Defl'n 851 0.23 = L/240 590 Total Bearing: Length 1.00* 1.00* Min re 'd 1.00*. 1.00* *Minimum bearing length setting used: 1" for end supports Timber -soft, D.Fir-L, No. 1, 6x (5-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4' 8' Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Value Desi nValue Anal sis/Desi n Shear = 42 Fv' = 170 fv/Fv' = 0.25 Bending(+) rAnalis .= 432 Fb' = 1200 fb/Fb' = 0.36 Live Defl'n = <L/999 0.15 = L/360 0.10 Total Defl'n = <L/999 0.23 = L/240 0.13 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. IW COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA SOFTWARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 5, 2015 16:17 Bm5.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 1861 Roof Live 1770 fb = 1166 tern Start End Start End Live Defl'n 0.15 = <L/999 TrussA21.D Dead Full UDL Total Defl'n Total 285.0 plf TrussA21.L Roof live Full UDL 285.0 plf Self -weight Dead Full UDL 1.06 14.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) 12'6-1/8" 0' 12'5-1/16" Unfactored: Analysis Value Design Value Analysis/Design Dead 1861 fv = 74 1861 Roof Live 1770 fb = 1166 1770 fb/Fb' = 0.87 Live Defl'n 0.15 = <L/999 Factored: 0.35 Total Defl'n Total 3631 0.48 3631 Bearing: Length 1.06 1.06 Min req'd 1.06 1.06 Timber -soft, D.Fir-L, No. 1, 6x12 (5-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12' 6-1/8"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 74 Fv' = 170 fv/Fv' = 0.44 Bending(+) fb = 1166 Fb' = 1334 fb/Fb' = 0.87 Live Defl'n 0.15 = <L/999 0.41 = L/360 0.35 Total Defl'n 0.30 = L/496 0.62 = L/240 0.48 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5 COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA W (530) 864-8833 R.C.E. 2015.010 Aug. 25, 2015 16:36 Bm6.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit TrussA21.D Dead Full UDL 265 -446 174.0 plf TrussA21.L Roof live Full UDL 5220 Live Defl'ri 174.0 plf Wall.D Dead Full UDL 1.57 Length 126.0 plf TrussE02.D Dead Partial UDL 3.25 15.25 60.0 60.0 plf TrussE02.L Roof live Partial UDL 3.25 15.25 60.0 60.0 plf WindOTM.1 Wind Point 1.75 546 lbs WindOTM.2 Wind Point 16.75 -546 lbs Self -weight IDead IFull UDL I 1 1 15.9 1pif Maximum Reactions (lbs) and Bearing Lengths (in) 18'6" " 12, 18'4-7/16" I Unfactored: Analysis Value Design Dead 3262 Shear 3262 Wind 446 265 -446 Roof Live 1958 1936 1958 Factored: 5220 Live Defl'ri 5220 Total Bearing: 1.57 0.50 1.57 Length Min re 'd 1 1.571 1.57 Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x13-1 9 laminations, 5-1/8" maximum width, Supports: All - Hanger , Total length: 18' 6'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Val ueAnal sis/Desi n Shear fv = 101 Fv' = 265 fv/Fv' = 0.38 Bending(+) fb = 1936 Fb' = 2298 fb/Fb' = 0.84 Live Defl'ri 0.31 = L/721 0.61 = L/360 0.50 Total Defl'n 0.80 = L/279 0.92 = L/240 0. 87 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Irl ® WoodWorks COMPANY RCE 3060 Thorntree Drive, Ste. 10 PROJECT Gorrill Ranch Office Building 7935 Midway Pat- tern Chico, CA 95973 Durham, CA SOF7wAFf FOR {voOD DESIGN (530) 864-8833 R.C.E. 2015.010 Point Aug. 5, 2015 17:00 Bm7.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Bm6.D Dead Point 265fv/Fv' 20.33 3262 lbs Bm6.L Roof live Point = 0.97 20.25 1958 lbs Bm8.D Dead Point Total 22.42 685 lbs BmB.L Roof live Point 22.42 455 lbs Bm6.W Wind Point 20.33 689 lbs Self -weight IDead Full UDL I 1 1 19.5 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 29' 9-314" 28'7-3/16" Unfactored: Analysis Value Design Dead 1383 Shear 3136 Wind 195 265fv/Fv' 476 Roof Live 674 1934 1739 Factored: = 0.97 Live Defl'n 0.47 = L/749 0.98 = L/360 0.48 Total 2056 L/265 4876 Bearing: 0.90 Length 1.00* 1,42 Min req'd 1.00* 1.42** *Minimum bearinq lengtH setting used: 1" for end supports **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x16-1/2" 11 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 29' 9-3/4'; Pitch: 2.8/12; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design ValueTalysis/Design Shear fv = 84 Fv' = 265fv/Fv' = 0.32 Bending(+) fb = 1934 Fb' = 2001fb/Fb' = 0.97 Live Defl'n 0.47 = L/749 0.98 = L/360 0.48 Total Defl'n 1.33 = L/265 1.47 = L/240 0.90 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI Al 90.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY- PROJECT ® RCE Gorrill Ranch Office Building Woo-dWorks 3060 Chico, Drive, Ste. 10 7935 Midway Chico,, CA CA 95973 Durham, CA SOFTWARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 5, 2015 16:48 Bm8.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 I Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Jack.D Dead Full UDL 170 455 50.0 plf Jack.L Roof live Full UDL fb/Fb' = 0.45 Live Defl'n 50.0 plf TrussCO2.D Dead Full UDL Bearing: 0.03 160.0 plf TrussCO2.L Roof live Full UDL Length 160.0 plf Wall.Misc Dead Full UDL 1.00* 99.0 plf Self -weight IDead IFull UDL I 1 1 7.2 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 4' 5" A"; Unfactored: Analysis Value Design Dead 685 Shear '685 Roof Live 455 170 455 Factored: fb = 534 Fb' = 1200 fb/Fb' = 0.45 Live Defl'n 0.01 Total 1140 L/360 1140 Bearing: 0.03 = <L/999 0.22 = L/240 0.16 Length 1.00* 1.00* Min re 'd 1.00* 1.00* Wnnunwn ucdnng ieng[n setting usea. i Tor eno suppons Timber -soft, D.Fir-L, No. 1, 6x6 (5-1/2"x5-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 4' 5'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 170 fv/Fv' = 0.26 Bending(+) fb = 534 Fb' = 1200 fb/Fb' = 0.45 Live Defl'n 0.01 = <L/999 0.14 = L/360 0.09 Total Defl'n 0.03 = <L/999 0.22 = L/240 0.16 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° Chic 959 Thor Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA SOFTWARE FOR WOOD DFSIGN (530) 864-8833 R.C.E. 2015.010 - July 31, 2015 12:53 Bm9.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Fv' = 170 TrussA01.D Dead Full UDL 2057 fb/Fb' = 0.86 268.0 plf TrussA01.L Roof live Full UDL Total Defl'n 268.0 plf 0.37 TrussCO2.D Dead Full UDL 4607 160.0 plf Bearing: TrussCO2.L Roof live Full UDL 1.34 160.0 plf Length Wall.Misc Dead Full UDL 1.34 88.0 plf Self -weight Dead Full UDL 14.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) 9'8-11/16" 9'7 /16" Unfactored: Analysis Value Desi n Value Anal sis/Desi n Dead 2550 Fv' = 170 2550 Bending(+) Roof Live 2057 fb/Fb' = 0.86 2057 Live Defl'n Factored: 0.32 = L/360 0.25 Total Defl'n 0.18 = L/654 0.48 = L/240 0.37 Total 4607 4607 Bearing: 1.34 1.34 Length Min re 'd 1.34 1.34 Timber -soft, D.Fir-L, No. 1, 6x 2 (5-1/2"x11-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 9'8-11/16"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv = 89 Fv' = 170 fv/Fv' = 0.52 Bending(+) fb = 1145 Fb' = 1337 fb/Fb' = 0.86 Live Defl'n 0.08 = <L/999 0.32 = L/360 0.25 Total Defl'n 0.18 = L/654 0.48 = L/240 0.37 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3: Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Pq -616 COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks' 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA SOFEAARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 10, 2015 17:10 Bm10.wwb Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Truss A15.D Dead Point Roof Live 0.58 779 lbs Truss A15.L Roof live Point 0.58 779 lbs Truss A16.D Dead Point 2.58 993 lbs Truss A16.L Roof live Point 2.58 993 lbs Truss A17.D Dead Point 4.58 810 lbs Truss A17.L Roof live Point Min re 'd 4.58 810 lbs Truss A18.D Dead Point 6.58 687 lbs Truss A18.L Roof live Point 6.58 687 lbs Self -weight IDead IFUll UDL I 1 1 12.1 1plf Maximum Reactions (lbs) and Bearing Lengths (in) 7' 2" 0, 7' 1 Unfactored: Analysis Value Design ValueAnal Dead 1742 Shear 1612 Fv' = 170 Roof Live 1699 fb = 1570 Fb' = 1350 fb/Fb' = 0.63 Live Defl'n 0.04 = Factored: 0.24 = L/360 0.18 Total 3441 L/979 3182 L/240 0.25 Bearing: Length 1.00 1.00* Min re 'd 1.00 1 1.00* *Minimum bearing length setting used: 1" for end supports Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7'2"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design ValueAnal ss/Desi n i Shear fv* = 85 Fv' = 170 fv*/F' = 0.50 Bending(+) fb = 856 Fb' = 1350 fb/Fb' = 0.63 Live Defl'n 0.04 = <L/999 0.24 = L/360 0.18 Total Defl'n 0.09 = L/979 0.35 = L/240 0.25 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. "t �Boise Cascade Single,9-1/2" BCI® 5000-1.7 DF Rafter\CA , Dry 1_span I No cantilevers 10/12 slope , • August 31, 2015 15:24:06 BC CALCO Design Report 24' OCS Repetitive ,Build 4137 File Name: BC Ceiling.bcc • Job Name: Description: Designs\CJ1 Address: Specifier: - ' City, State, Zip: , .' Designer: ' Customer: Company: Code reports: ESR -1336 ,. Misc: �° 1' • • s I' I I I I 1 1 1 1 1 1 1 1 I I I I I �a......:r,i....r-i �,... ;:+-+:-"-..v. :-r i ... :a"---_�3s _ -^�-1 �%%•-� 'fes __'�'. "�iN._ ._� _ _ +r - ry,m+,F. _=is � : - - .1,� z ..rkG.i�r-. .-.-F.r �.-� isf4• . - ,. f a.i...3P�. -Fml� .L h - ' �r-i+r � 24•..s .• d BO • 14-04-00 y • B1 • Total Horizontal Product Length = 14-04-00 ' ' Reaction Summary (Down / Uplift) ( lbs) Bearing Live Dead Snow Wind Roof Live BO, 4" y.,:.: 287/0 143/0 B1 4" ' 287,/0 ;x.143 / 0'. �. Live' - Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ft-2) L 00-00-00 14-04-00 20 • -10 24 .. Controls Summary Value % Allowable Duration 'Case Location - Disclosure Completeness and accuracy of input must Pos. Moment 1,427 ft -lbs 58% 100% 1 07-02-00 be verified by anyone who would rely on , End Reaction " 430 lbs -38.2% 100% 1. 00-00-00 output as evidence of suitability for End Shear 410 lbs 27.8% ` 100%' . 1 ' . 00-04-00 particular application. Output here based: on building code -accepted design ` Total Load Defl. " ' U500 (0.331") 48% n/a `" 1 • 07-02-00 properties and analysis methods. ' Live Load U750 (0; 221 ") 48% n/a 5 07-02-00 Installation of BOISE engineered wood _Deft. . —Max Defl. 0.331" 33.1% n/a 1 07-02-00 products must be in accordance with r - Span / Depth 17:4 - n/a ' n/a 0 00-00-00 - current Installation Guide and applicable , 'building codes. To obtain Installation Guide or ask questions, please call - % Allow % Allow (800)232-0788 before installation. Bearing Supports' Dim. (L x W) Value Support Member Material .,BO Wall/Plate - 4" x 2". 430 lbs n/a . 38.2% Unspecified BC CALCO, BC FRAMER@ , AJSM B1 Wall/Plate 4" x 2" 430 lbs n/a 38.2% Unspecified ALLJOISTO , BC RIM BOARDT"" BCIO , d' v .. . BOISE GLULAMT" SIMPLE FRAMING _ s` SYSTEM@ , VERSA -LAM@, VERSA -RIM . . Cautions, PLUS@ , VERSA -RIM@, For roof members with slope (1/4)/12 or less final design must ensure that ponding instability VERSA -STRAND@, VERSA -STUD@ are will not occur. trademarks of Boise Cascade Wood - 'For roof members with slope (1/2)/12 or less final design must account for•Rain-on-Snow - Products L.L:C.. surcharge load. -! , Notes _ t Design meets User specified (U240) Total load deflection criteria. R, . . •, Design meets User specified (U360) Live load deflection criteria. Design meets arbitrary (1'`) Maximurn total load deflection criteria. ' Calculations assume Member is Fully Braced. r • - Design based on Dry Service Condition.` £ .. ` Deflections less than 1/8" were ignored in the results.. .' Page 1 of 1 { WG _l_L COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° Chicree Drive, Ste. 10 7935 Midway Chico,, CA CA g 95973 Durham, CA S..,,.. WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 31, 2015 15:17 Stud1.wwc Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit fv = wind 90 288 tern Start End Start End fb = 193 TrussA01.D Dead Axial UDL 0.15 (Ecc. = 0.00") 397 plf TrussA01.L Roof live Axial UDL 0.30 (Ecc. = 0.00") 397 plf Fc* = Wind Wind Full Area Support Bearing fcp = 10.00 (24.0)* psf 781 Self -weight Dead Axial UDL compression + side 9 if Eq.3.9-3 = *Tributary width (in) Lateral Reactions (lbs): 9. in a CD 0' 91 Unfactored• Analysis Value Desi n Dead Analysis/Design Shear fv = wind 90 288 90 Roof Live Bending(+) fb = 193 Factored: 1288 fb/Fb' = 0.15 54 fc = 54 L ->R Lumber Stud, D.Fir-L, Stud, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness Spaced at 24.0" c/c; Total length: 9% Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Analysis/Design Shear fv = 10 Fv' = 288 fv/Fv' = 0.03 Bending(+) fb = 193 Fb' = 1288 fb/Fb' = 0.15 Axial fc = 195 Fc' = 653 fc/Fc' = 0.30 Axial Bearing fc = 195 Fc* = 850 fc/Fc* = 0.23 Support Bearing fcp = 195 Fcp = 781 fcp/Fcp = 0.25 Combined (axial compression + side load bending) Eq.3.9-3 = 0.18 Live Defl'n 0.06 = <L/999 0.90 = L/120 0.07 Total Defl'n 1 0.06 = <L/999 1 0.90 = L/120 0.07 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 4 COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° Chic 959 Thor Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA SOF11f ARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 31, 2015 15:21 PostA04.wwc Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 90 90 Roof Live fb = 83 tern Start End Start End Axial Factored: TrussA04.D Dead Axial, 54 (Ecc. = 0.00") 1552 lbs TrussA04.L Roof live Axial load bending) (Ecc. = 0.00") 1552 lbs 0.02 = <L/999 Wind wind Full Area Total Defl'n 0.02 = <L/999 10.00 (2.00)* psf Self -weight _ Dead Axial 41 lbs *Tributary Width (ft) Lateral Reactions (lbs): 9' m o m 0' 9. Unfactored• Analysis Value Design Value Dead Shear wind 90 90 Roof Live fb = 83 Fb' = 1872 fb/Fb' = 0.04 Axial Factored: Fc' = 460 fc/Fc' = 0.36 L ->R 54 54 Lumber Post, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Support: Non -wood; Bearing length = column width Total length: 9'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 4 Fv' = 288 fv/Fv' = 0.01 Bending(+) fb = 83 Fb' = 1872 fb/Fb' = 0.04 Axial fc = 163 Fc' = 460 fc/Fc' = 0.36 Axial Bearinc fc = 163 Fc* = 1485 fc/Fc* = 0.11 Combined (axial compression + side load bending) Eq.3.9-3 = 0.13 Live Defl'n 0.02 = <L/999 0.90 = L/120 0.03 Total Defl'n 0.02 = <L/999 0.90 = L/120 0.03 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. A V 9 COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° Chicree Drive, Ste. 10 7935 Midway Chico,, CA CA 95973 Durham, CA SOFTWARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 Aug. 31, 2015 15:21 PostA13.wwc Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: " *Tributary Width (ft) Lateral Reactions (lbs): 9' N p y o' 9' Lumber Post, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Support: Non -wood; Bearing length = column width Total length: 9'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld:,1.0 x 9.0 = 9.0 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Load Type Distribution Pat- Location [ft] Magnitude Unit Fv' = Wind 90 tern Start End Start End Fb' = TrussAl3.D Dead Axial Axial (Ecc. = 0.00") 1892 lbs TrussAl3.L Roof live Axial L ->R (Ecc. = 0.00") 1892 lbs Wind Wind Full Area load bending) 10:00 (2.00)* psf .Self -Wei ht Dead Axial L/120 41 lbs Unfactored: Analysis Value Design Value Dead Shear fv 4 Fv' = Wind 90 0.01 90 Roof Live Fb' = 1872 fb/Fb' = Factored: Axial fc = 199 Fc' = 960 fc/Fc' = 0.93 Axial Bearing L ->R 54 1985 59 Criterion Analysis Value Design Value Analysis/Design Shear fv 4 Fv' = 288 fv/Fv' = 0.01 Bending(+) fb = 83 Fb' = 1872 fb/Fb' = 0.04 . Axial fc = 199 Fc' = 960 fc/Fc' = 0.93 Axial Bearing fc = 199 Fc* = 1985 fc/Fc* = 0.13 Combined (axial compression + side load bending) Eq.3.9-3 = 0.17 Live Defl'n 0.02 = <L/999 0.90 = L/120 0.03 Total Defl'n 0.02 = <L/999 0.90 = L/120 0.03 Load ?e' bIS WoodWorks° COMPANY RCE Thor Drive, Ste. 10 PROJECT Gorrill Ranch Office Building 7935 Midway Magnitude Chic 959 Chico, CA 95973 Durham, CA SOFMARE FOR WOOD DESIGN (530) 864-8833 R.C.E. 2015.010 - tern Aug. 24, 2015 17:31 PostB01.wwc Design Check Calculation Sheet 54 Woodworks Sizer 10.0 Dead Loads: Axial Bearing Load Type Distribution Pat- Location (ft] Magnitude Unit 90 90 Roof Live fb = 53 tern Start End Start End Axial 54 TrussB02.D Dead Axial Axial Bearing (Ecc. = 0.00") 4622 lbs TrussB02.L Roof live Axial load bending) (Ecc. = 0.00") 4622 lbs 0.02 = <L/999 Wind Wind Full Area Total Defl'n 0.02 = <L/999 10.00 (2.00)* psf Self -weight Dead Axial 65 lbs *Tributary width (ft) Lateral Reactions (lbs): 9' O CD U (D 0' 9' Unfactored• Analysis Value Design Value Dead Shear Wind 90 90 Roof Live fb = 53 Fb' = 1200 Factored: Axial 54 54 L ->R Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood; Bearing length = column width Total length: 9'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 3 Fv' = 272 fv/Fv' = 0.01 Bending(+) fb = 53 Fb' = 1200 fb/Fb' = 0.04 Axial fc = 308 Fc' = 559 fc/Fc' = 0.55 Axial Bearing fc = 308 Fc* = 700 fc/Fc* = 0.44 Combined (axial compression + side load bending) Eq.3.9-3 = 0.18 Live Defl'n 0.02 = <L/999 0.90 = L/120 0.02 Total Defl'n 0.02 = <L/999 0.90 = L/120 0.02 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:39 PM C � � Company Info Project Info R. C. E. JProject: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 JLocation: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 JClient: Lenn Goldmann Fax: (530) 894-8882 JJob No.: 2015.010 E-mail: cj@spydersoftware.com IFooting Id:, F1 Wall Line 1 FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Soil Bearing Results, psf (actual / allowable): Gravity Case Length, ft. Width, ft. Depth, inches .311 / 2,000 408 / 2,660 Section: 1 14.00 1.50 12.00 Section: 1 ........................... Column & Wall Data: required Punching Shear Stresses: Wall 1 ........................... Type Center Length Width Col-f'c Col-Fy Dowel Bars Column 3 ........................... ft. in. in. psi ksi No. & Size Column 2 Other 0.33 3.00 6.00 n/a n/a n/a Column 3 Other 4.33 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use 0.43 3-#4 0.29 #4 @ 8.3in. ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 7.13 13.75 6.00 0.83 150 Yes Soil Bearing Results, psf (actual / allowable): Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Gravity Case Wind Case Seismic Case Section: 1 .311 / 2,000 408 / 2,660 466 / 2,660 Beam Shear Stresses: Section: 1 ........................... 9.28 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 6.39 psi Column 3 ........................... 4.10 psi Reinforcing. Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: inz, Design in 2, Design int/ft, Spacing int, Spacing Section: 1 Strength:.. 0.11 1-#4 0.06 1-#4 0.00 -....N/A.... Not Reqd... T&S:.. Longitudinal: 0.43 3-#4 0.29 #4 @ 8.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:39 PM Footing Id: F1 Page: 2 PP r=2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + 1.OLL + 1.0SL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.0WL 1.ODL + 1.OLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.6DL + 1.0WL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 1.80 0.00 0.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0•.00 1.00 0.00 1.60 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -1.00 0.00 -1.60 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 5.808 kips 1.ODL + 1.OLL = 6.496 kips 1.ODL + 1.OLL + 1.OSL = 6.496 kips 1.ODL + LOLL + 1.OWL = 6.496 kips 1.ODL + LOLL - 1.OWL = 6.496 kips 1.ODL + 1.OLL + 1.OEQ = 6.496 kips 1.ODL + 1.OLL - 1.OEQ = 6.496 kips 0.6DL + 1.OWL = 5.087 kips 0.6DL - 1.OWL = 5.087 kips 0.6DL + 0'.7EQ = 5.087 kips 0.6DL - 0.7EQ = 5.087 kips Envelope Case = 6.496 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:39 PM Footing Id: F1 Page: 3 O&HI l Col#3 r 0 -ft. i i i i FS #11 1.5 kips 14 -ft. V, kips 0 -1.5 kips M, ft -kip; 0 466 psf Bearing psf 0 Defl, in. 0 0.078 4.7 ft -kips -4.8 ft -kips Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 1Job No.: E-mail: cj@spydersoftware.com (Footing Id Wall Line 2 Section: FOUNDATION PARAMETERS Material Properties: 8/31/2015 3:32:40 PM h Project Info 'd Gorrill Ranch Office Building 7.935 Midway Durham, CA Lenn Goldmann 2015.010 F2 Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 1.00 3.00 24.00 Section: 2 13.00 1.50 24.00 Section: 3 1.00 5.00 24.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 0.92 3.00 6.00 n/a n/a n/a Column 3 Other 8.33 3.00 6.00 n/a n/a n/a Column 4 Other 12.17 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 7.38 14.75 6.00 21.00 18 No Soil Bearing Results, psf (actual/ allowable): Gravity Case Wind Case Seismic Case Section: 1 983 / 2,000 1,550 / 2,660 1,341 / 2,660 Section: 2 969 / 2,000 1,465 / 2,660 1,282 / 2,660 Section: 3 761 / 2,000 1,229 / 2,660 1,050 / 2,660 Beam Shear Stresses: Section: 1 ........................... 3.44 psi Stirrups not required Section: 2 ........................... 15.52 psi Stirrups not required Section: 3 ........................... 12.49 psi Stirrups not required Punching Shear Stresses: .Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:40 PM Footing Id: F2 Page: 2 r-5 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design int, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.00 0-#4 0.00 0-#4 0.00 -....N/A.... Not Regd... T&5:.. Longitudinal: 1.73 9-#4 0.58 #4 @ 4.2in. Section: 2 Strength:.. 0.07 1-#4 0.13 1-#4 0.00 -....N/A.... Not Regd... T&5:.. Longitudinal: 0.86 5-#4 0.58 #4 @ 4.2in. Section: 3 Strength:.. 0.00 0-#4 0.03 1-#4 0.04 #4 @ 56.Oin. Not Regd... T&5:.. Longitudinal: 2.88 15-#4 0.58 #4 @ 4.2in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OWL l.ODL + LOLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.6DL + l.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL-.0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 6.31 0.00 6.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 3.28 0.00 2.04 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 2.53 0.00 1.70 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -5.81 0.00 -3.74 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 17.351 kips 1.ODL + 1.OLL = 23.664 kips 1.ODL + 1.OLL + 1.OSL = 23.664 kips 1.ODL + 1.OLL + 1.OWL = 23.664 kips 1.ODL + 1.OLL - 1.OWL = 23.664 kips 1.ODL + 1.OLL + 1.OEQ = 23.664 kips 1.ODL + 1.OLL - 1.OEQ = 23.664 kips 0.6DL + 1.OWL = 14.826 kips 0.6DL - 1.OWL = 14.826 kips 0.6DL + 0.7EQ = 14.826 kips 0.6DL - 0.7EQ = 14.826 kips Envelope Case = 23.664 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:40 PM Footing Id: F2 Page: 3 ZR p to Wall#Col#2 Col#3 Col#4 0 -ft. FS #il i 1 S #2 i i i i i FS #P 15 -ft. 4.3 kips V, kips 0 -5.9 kips 12.0 ft -kips Lm R] -7.1 ft -kips 1,550 psf Bearing psf 0 Defl, in. 0 0.258" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:46 PM Company Info R. C. E. 3060 Thorntree; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@spydersoftware.com Wall Line 3 T7 I Project Info v (Project: Gorrill Ranch Office Building (Location: 7935 Midway I Durham, CA (Client: Lenn Goldmann (Job No.: 2015.010 (Footing Id: F3 FOUNDATION PARAMETERS Type Center Length Width Material Properties: Dowel Bars ft. in. in. Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 2 Other f'c, psi 3.00 Cover, in. Cover, in. Fy, ksi' Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Section: 4 3,000 HardRock 3.00 2.00 60 Section: 5 3,000 HardRock 3.00 2.00 60 Section: 6 3,000 HardRock .3.00 2.00 60 Section: 7 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): 57.25• 3.00 Length, ft. Width, ft. Depth, inches n/a n/a Section: 1 1.50 3.00 16.00 6.00 n/a Section: 2 13.00 1.50 16.00 Other 59.75 Section: 3 1.50 5.00 16.00 n/a Section: 4 29.00 1.50 16.00 Height Density Section: 5 1.50 3.00 16.00 ft. ft. Section: 6 12.50 1.50 16.00 Wall 1 Section: 7 1.50 5.00 16.00 16 Column & Wall Data: Beam Shear Stresses: Section: 1 ........................... 1.54 psi Stirrups not required Section: 2 ........................... 9.75 psi Stirrups not required Section: 3 ........................... 10.64 psi Stirrups not required Section: 4 ........................... 27.04 psi Stirrups not required Section: 5 ........................... 4.92 psi Stirrups not required Section: 6 ........................... 22.81 psi Stirrups not required Section: 7 ........................... 7.57 psi Stirrups not required �i Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 4.33 3.00 6.00 n/a n/a n/a Column 3 Other 14.67 3.00 6.00 n/a n/a n/a Column 4' Other 15.75 6.00 6.00 n/a n/a n/a Column 6 Other 25.50 6.00 6.00 n/a n/a n/a Column 7 Other 35.50 6.00 6.00 n/a n/a n/a Column 8 Other 53.83 3.00 6.00 n/a n/a n/a Column 9 Other 57.25• 3.00 6.00 n/a n/a n/a Column 10 Other 59.25 3.00 6.00 n/a n/a n/a Column 11 Other 59.75 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. - ft. pcf Stiffness? Wall 1 Stud 7.75 14.50 6.00 9.00 16 No Wall 5 Stud 48.13 24.25 6.00 21.00 16 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 210 / 2,000 374 / 2,660 285 / 2,660 Section: 2 438 / 2,000 496 / 2,660 474 / 2,660 Section: 3 481 / 2,000 •547 / 2,660 522 / 2,660 Section: 4 746 / 2,000 775 / 2,660 764 / 2,660 Section: 5 660 / 2,000 738 / 2,660 709 / 2,660 Section: 6 652 / 2,000 757 / 2,660 709 / 2,660 Section: 7 618 / 2,000 838 / 2,660 757 / 2,660 Beam Shear Stresses: Section: 1 ........................... 1.54 psi Stirrups not required Section: 2 ........................... 9.75 psi Stirrups not required Section: 3 ........................... 10.64 psi Stirrups not required Section: 4 ........................... 27.04 psi Stirrups not required Section: 5 ........................... 4.92 psi Stirrups not required Section: 6 ........................... 22.81 psi Stirrups not required Section: 7 ........................... 7.57 psi Stirrups not required �i Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:46 PM Footing Id: F3 Page: 2 �G F� Punching Shear Stresses: Bottom Steel Transverse Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Wall 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi Column 7 ........................... 0.00 psi Column 8 ........................... 0.00 psi Column 9 ........................... 0.00 psi Column 10 ........................... 0.00 psi Column 11 ........................... 4.21 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in 2, Design in Z, Design inz/ft, Spacing in 2, Spacing Section: 1 Strength:.. 0.00 0-#4 0.01 1-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 1.15 6-#4 0.38 #4 @ 6.3in. Section: 2 Strength:.. 0.14 1-#4 0.16 144 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 3 Strength:.. 0.14 1-#4 0.17 144 0.02#4 @ 103.5in. Not Regd... T&S:.. Longitudinal: 1.92 1044 0.38 #4 @ 6.3in. Section: 4 Strength:.. 0.09 144 0.27 2-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 344 0.38 #4 @ 6.3in. Section: 5 Strength:.. 0.08 1-#4 0.03 144 0.01#4 @ 188.5in. Not Regd... T&S:.. Longitudinal: 1.15 644 0.38 #4 @ 6.3in. Section: 6 Strength:.. 0.29 244 0.33 244 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 344 0.38 #4 @ 6.3in. Section: 7 Strength:.. 0.00 0-#4 0.02 144 0.05 #4 @ 52.5in. Not Regd... T&S:.. Longitudinal: 1.92 1044 0.38 #4 @ 6.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:46 PM Footing Id: F3 Page: 3 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + LOLL + 1.OSL` 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 2.35 0.00 1.47 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -2.35 0.00 -1.47 0.00 0.00 0.00 Column:4 2.55 0.00 2.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :5 6.98 0.00 6.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:6 5.10 0.00 4.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:7 2.55 0.00 2.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:8 0.00 0.00 0.00 0.00 5.05 0.00 3.28 0.00 0.00 0.00 Column:9 0.00 0.00 0.00 0.00 -2.70 0.00 -1.82 0.00 0.00 0.00 Column:10 0.00 0.00 0.00 0.00 -2.34 0.00 -1.47 0.00 0.00 0.00 Column:ll 0.69 0.00 0.46 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 Total Vertical Contact Forces: 1.ODL = 44.128 kips 1.ODL + LOLL = 59.786 kips 1.ODL + LOLL + 1.OSL = 59.786 kips 1.ODL + LOLL + 1.OWL = 59.790 kips 1.ODL + LOLL - 1.OWL = 59.782 kips 1.ODL + LOLL + 1.OEQ = 59.786 kips 1.ODL + LOLL"- 1.OEQ = 59.786 kips 0.6DL + 1.OWL = 36.988 kips 0.6DL - 1.OWL = 36.980 kips 0.6DL + 0.7EQ = 36.984 kips 0.6DL - 0.7EQ 36.984 kips Envelope Case = 59.790 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software Footing Id: F3 Page: 4 Wall# Uol#2 CGM4 Col#6 V, kips Lm 11 8/31/2015 3:32:46 PM CWf4I#5 Col#8Co1D1 FSS #1 FS #2III �� �#ill 11 � #�{ FS 15 IF #11 1111 HH 6 F� #7 60.5 -ft. -6.3 kips 18.7 ft -kips Bearing psf 0 Defl, in. 0 -17.5 ft -kips 838 psf 0.140" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@spydersoftware.com (Footing Id Wall Line 4 FOUNDATION PARAMETERS Material Properties: 8/31/2015 3:32:47 PM Project Info Gorrill Ranch Office Building 7935 Midway Durham, CA Lenn Goldmann 2015.010 F4 Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 14.00 1.50. 12.00 Column &_Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 0.33 3.00' 6.00 n/a n/a n/a Column 3 Other 4.33 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 7.13 13.75 6.00 9.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 271 / 2,000 428 / 2,660 498 / 2,660 Beam Shear Stresses: Section: 1 ........................... 10.22 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 7.04 psi Column : 3 ........................... 4.59 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: inz, Design int, Design int/ft, Spacing int, Spacing Section: 1 Strength:.. 0.11 1-#4 0.13 1-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.43 3-#4 0.29 #4 @ 8.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:47 PM Footing Id: F4 Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + LOLL + 1.OSL 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.0WL 1.ODL + LOLL + 1.OEQ 1.0DL + LOLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.0WL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.69 0.00 0.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 1.14 0.00 1.65 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -1.14 0.00 -1.65 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 4.952 kips 1.ODL + LOLL = 5.640 kips 1.0DL + 1.OLL + 1.OSL = 5.640 kips 1.0DL + LOLL + 1.OWL = 5.640 kips 1.0DL + 1.OLL - 1.OWL = 5.640 kips 1.0DL + 1.OLL + 1.OEQ = 5.640 kips 1.ODL + 1.OLL - 1.OEQ = 5.640 kips 0.6DL + 1.0WL = 4.677 kips 0.6DL - 1.0WL = 4.677 kips 0.6DL + 0.7EQ = 4.677 kips 0.6DL - 0.7EQ = 4.677 kips Envelope Case = 5.640 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:47 PM Footing Id: F4 Page: 3 @�i 1 Col#3 0 -ft. I I , , I FS # 1.7 kips V, kips 0 -1.6 kips M, ft -kips 0 498 psf Bearing psf 0 Defl, in. 0 0.083" 4.9 ft -kips -4.9 ft -kips 14 -ft. Foot2000 x2.2.8, Copyright © 1999-2010 Spyder Software Company Info R. C. E. JProject: 3060 Thorntree; Suite 10 JLocation: Chico, CA, 95973 1 Phone: (530) 894-8833 lClient: Fax: (530) 894-8882 JJob No.: E-mail: cj@spydersoftware.com IFooting Id Wall Line A 8/31/2015 3:32:48 PM Pq FH Project Info Gorrill Ranch Office Building 7935 Midway Durham, CA Lenn Goldmann 2015.010 FA FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 1 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 20.50 1.50 12.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 13.33 3.00 6.00 n/a n/a n/a Column 3 Other 20.17 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 10.25 20.00 6.00 9.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 310 / 2,000 451 / 2,660 460 / 2,660 Beam Shear Stresses: Section: 1 ........................... 6.42 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 3.03 psi Column 3 ........................... 4.62 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI.Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: inz, Design in Z, Design int/ft, Spacing int, Spacing Section: 1 Strength:.. 0.08 1-#4 0.09 1-#4 0.00 -....N/A.... Not Reqd... T&S:.. Longitudinal: 0.43 3-#4 0.29 #4 @ 8.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:48 PM Footing Id: FA Page: 2 Pq -�.1c--) Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + LOLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + LOLL + 1.OSL 1.ODL + l'.OLL + 1.OWL 1.ODL + LOLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 1.50 0.00 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 0.74 0.00 0.78 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -0.74 0.00 -0.78 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 7.733 kips 1.ODL + LOLL = 9.233 kips 1.ODL + LOLL + 1.OSL = 9.233 kips 1.ODL + LOLL + 1.OWL = 9.233 kips l.ODL + LOLL - 1.OWL = 9.233 kips l.ODL + l.OLL + 1.OEQ = 9.233 kips l.ODL + LOLL - 1.OEQ = 9.232 kips 0.6DL + i.OWL = 7.132 kips 0.6DL - 1.OWL = 7.133 kips 0.6DL + 0.7EQ = 7.133 kips 0.6DL - 0.7EQ = 7.132 kips Envelope Case = 9.233 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:48 PM Footing Id: FA Page: 3 ^1�� G Wall# 1 Col#2 Col#3 0 -ft. FS 11 20-- r.W kips V, kips 0 3.5 ft -kips M, n -3.5 ft -kips Bearing psf 0 Defl, in. 0 -1.0 kips 460 psf 0.077" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:49 PM i7 T�-I Company Info I Project Info R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 ILocation:, 7935 Midway Chico, CA, 95973 I Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: FB Wall Line B FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 1.00 3.00 12.00 Section: 2 13.00 1.50 12.00 Section: 3 1.00 3.00 12.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 8.33 3.00 6.00 n/a n/a n/a Column 3 Other 14.67 3.00 6.00 n/a n/a n/a Column 4 Other 12.75 3.00 6.00 n/a n/a n/a Column 5 Other 10.75 1.50 6.00 n/a n/a n/a Column 6 Other 8.75 1.50 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 7.50 14.50 6.00 9.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 252 / 2,000 339 / 2,660 303 / 2,660 Section: 2 650 / 2,000 884 / 2,660 787 / 2,660 Section: 3 677 / 2,000 1,023 / 2,660 879 / 2,660 Beam Shear Stresses: Section: 1........................... 1.00 psi Stirrups not required Section: 2 22.14 psi Stirrups not required Section: 3 ........................... 22.42 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 8.14 psi Column 3 15.21 psi Column 4 6.34 psi Column 5 .:......................... 0.51 psi Column 6 ........................... 4.36 psi Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:49 PM Footing Id: FB Page: 2 F, Reinforcing Standards per ASTM-A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: inz, Design inz, Design int/ft, Spacing int, Spacing Section: 1 ' Strength:.. 0.00 0-#4 0.00 0-#4 0.01#4 @ 331.7in. Not Regd... T&S:.. Longitudinal: 0.86 5-#4 0.29 #4 @ 8.3in. Section: 2 Strength:.. 0.23 2-#4 0.28 2-#4 0.00..... N/A.... Not Regd... T&S:.. Longitudinal: 0.43 3-#4 0.29 #4 @ 8.3in. Section: 3 Strength:.. 0.04 1-#4 0.06 1-#4 0.03 #4 @ 70.9in. Not Regd... T&S:.. Longitudinal: 0.86 5-#4 0.29 #4 @ 8.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL +•1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + LOLL + 1.OEQ 1.2DL + LOLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + 1.OLL + 1.OSL 1.ODL + LOLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un-Factored Loads, ft-kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ. FY MZ FY MZ FY MZ FY MZ Wall :1 1.77 0.00 1.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 2.38 0.00 1.39 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -2.38 0.00 -1.39 0.00 0.00 0.00 Column:4 1.31 0.00 1.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:5 0.19 0.00 0.19" 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:6 0.17 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 Total Vertical Contact Forces: 1.ODL = 8.436 kips 1.ODL + LOLL = 11.874 kips 1.ODL + LOLL + 1.O3L = 11.874 kips 1.ODL + LOLL + 1.OWL = 11.873 kips 1.ODL + 1.OLL - 1.OWL = 11.873 kips 1.ODL + LOLL + 1.OEQ = 11.874 kips 1.ODL + LOLL - 1.OEQ = 11.873 kips 0.6DL + 1.OWL = 7.062 kips 0.6DL - 1.OWL = 7.062 kips 0.6DL + 0.7EQ = 7.062 kips 0.6DL - 0.7EQ = 7.062 kips Envelope Case = 11.874 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:49 PM Footing Id: FB Page: 3 Wall#1 COMM Col#5 Col#4 Col#3 0 -ft. FS #11 1 i i VS #2 1 i i i i FS #P 15 -ft. 2.8 kips V, kips 0 10.9 ft -kips M, ft -kip; 0 -9.9 ft -kips Bearing psf 0 Defl, in. 0 -3.7 kips 1,023 psf 0.170" Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:53 PM §mac F2C> Company Info I Project Info R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 (Location: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: FC Wall Line C FOUNDATION PARAMETERS Material Properties: Soil Bearing Results, psf (actual / allowable): Gravity Case Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 1 390 / 2,000 f'c, psi / 2,660 393 Cover, in. Cover, in. Fy, ksi Section: 1 3,000 560 HardRock 3.00 Section: 2.00 60 Section: 2 3,000 / HardRock 3.00 4 595 2.00 60 Section: 3 3,000 2,660 HardRock 3.00 / 2,000 2.00 60 Section: 4 3,000 Section: HardRock 3.00 586 2.00 60 Section: 5 3,000 7 399 HardRock 3.00 / 2,660 2.00 60 Section: 6 3,000 HardRock 3.00 2.00 60 Section: 7 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 1.50 5.00 16.00 Section: 2 14.50 1.50 16.00 Section: 3 1.50 5.00 16.00 Section: 4 14.00 1.50 28.00 Section: 5 1.50 3.00 16.00 Section: 6 14.50 1.50 16.00 Section: 7 1.50 5.00 16.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column : 2 Other 20.58 3.00 6.00 n/a n/a n/a Column 3 Other 28.42 3.00 6.00 n/a n/a n/a Column 4 Other. 37.08 3.00 6.00 n/a n/a n/a Column 5 Other 47.92 3.00 6.00 n/a n/a n/a Column 6 Other 2.50 3.00 6.00 n/a n/a n/a Column 7 Other 46.50 3.00 6.00 n/a n/a n/a Type Center Length ,Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 8.50 16.00 6.00 9.00 18 No Wall 8 Stud 40.50 16.00 6.00 9.00 18 No Wall 9 Stud 24.50 16.00 6.00 21.00 18 No Soil Bearing Results, psf (actual / allowable): Beam Shear Stresses: Section: 1 ........................... Section: 2 ........................... Section: 3 ........................... Section: 4 ........................... Section: 5 ........................... Section: 6 ........................... Section: 7 ........................... 1.30 psi Stirrups not required 9.42 psi Stirrups not required 11.18 psi Stirrups not required 22.17 psi Stirrups not required 26.31 psi Stirrups not required 22.70 psi Stirrups not required 13.64 psi Stirrups not required Gravity Case Wind Case Seismic Case Section: 1 390 / 2,000 397 / 2,660 393 / 2,660 Section: 2 529 / 2,000 632 / 2,660 560 / 2,660 Section: 3 544 / 2,000 644 / 2,660 575 / 2,660 Section: 4 595 / 2,000 653 / 2,660 608 / 2,660 Section: 5 579 / 2,000 594 / 2,660 583 / 2,660 Section: 6 569 / 2,000 586 / 2,660 575 / 2,660 Section: 7 399 / 2,000 617 / 2,660 477 / 2,660 Beam Shear Stresses: Section: 1 ........................... Section: 2 ........................... Section: 3 ........................... Section: 4 ........................... Section: 5 ........................... Section: 6 ........................... Section: 7 ........................... 1.30 psi Stirrups not required 9.42 psi Stirrups not required 11.18 psi Stirrups not required 22.17 psi Stirrups not required 26.31 psi Stirrups not required 22.70 psi Stirrups not required 13.64 psi Stirrups not required Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:53 PM Footing Id: FC Page: 2 Stirrups Sections:. Punching Shear Stresses: Design int/ft, Wall 1 ........................ 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ............................ 0.00 psi Column 6 ........................... 0.00 psi Column 7 ........................... 0.00 psi Wall 8 ........................... 0.00 psi Wall 9 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections:. int, Design in Z, Design int/ft, Spacing int, Spacing Section: 1 Strength:.. 0.00 0-#4 0.02 1-#4 0.01#4 @ 165.8in. Not Regd... T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 2 Strength:.. 0.12 1-#4 0.16 1-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 3 Strength:.. 0.15 1-#4 0.25 2-#4 0.03 #4 @ 80.8in. Not Regd... T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 4 Strength:.. 0.17 1-#4 0.34 2-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 1.01 6-#4 0.67 #4 @ 3.6in. Section: 5 Strength:.. 0.15 1-#4 0.34 2-#4 0.01#4 @ 251.3in. Not Regd... T&S:.. Longitudinal: 1.15 6-#4 0.38 #4 @ 6.3in. Section: 6 Strength:.. 0.15 1-#4 0.19 1-#4 0.00 -....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 7 Strength:.. 0.00 0-#4 0.02 1-#4 0.03 #4 @ 74.1in. Not Reqd... T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Z�` Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:53 PM Footing Id: FC Page: 3 �- Vz Loading Parameters:. Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + LOLL + 1.OEQ 1.2DL + LOLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.0DL 1.0DL + LOLL 1.0DL + LOLL + 1.0SL 1.0DL + LOLL + l.OWL 1.0DL + LOLL - l.OWL 1.0DL + LOLL + 1.OEQ 1.0DL + LOLL - 1.OEQ 0.6DL + 1.0WL 0.6DL - 1.0WL 0.6DL + 0.7EQ 0.6DL --0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 2.24 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 6.63 0.00 2.03 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -6.63 0.00 -2.03 0.00 0..00 0.00 Column:4 0.00 0.00 0.00 0.00 2.99 0.00 1.20 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 -2.99 0.00 -1.20 0.00 0.00 0.00 Column:6 0.56 0.00 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:7 0.56 0.00 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :8 2.24 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :9 3.60 0.00 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL 1.0DL + LOLL l.ODL + LOLL + 1.OSL l.ODL + LOLL + 1.OWL 1.0DL + LOLL - 1.0WL l.ODL + LOLL + 1.OEQ 1.0DL +'LOLL - 1.OEQ 0.6DL + 1.0WL 0.6DL - L.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Envelope Case = 36.264 kips = 45.462 kips = 45.462 kips = 45.462 kips = 45.462 kips = 45.462 kips = 45.462 kips = 32.585 kips = 32.585 kips = 32.585 kips = 32.585 kips = 45.462 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:53 PM Footing Id: FC Page: 4 - n Waliffdl#6 Wall#9 Col#2 Col#3 Wall#8 Col#4 CoW#5 O -ft. IiiiiiiiiiiiiiiiiiiiiiVsi#4iiiiiiiiiiiiiiiiiiiiiiiil 8.0 kips 49 -ft. V, kips M, 0 0 Bearing psf 0 Defl, in. N 653 psf 0.109" -7.0 kips 36.3 ft -kips -19.5 ft -kips #7 Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:54 PM�� Company Info I Project Info J R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 ILocation: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 JClient: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: FD Wall Line D FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 1.00 6.00 16.00 Section: 2 14.50 1.50 28.00 Section: 3 1.00 6.00 16.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 4.33 3.00 6.00 n/a n/a n/a Column 3 Other 15.67 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 8.25 16.00 6.00 21.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 538 / 2,000 1,142 / 2,660 760 / 2,660 " Section: 2 563 / 2,000 1,078 / 2,660 749 / 2,660 Section: 3 552 / 2,000 1,194 / 2,660 792 / 2,660 Beam Shear Stresses: Section: 1 ........................... 7.82 psi Stirrups not required Section: 2 ........................... 44.53 psi Stirrups not required Section: 3 ........................... 41.66 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:54 PM Footing Id: FD Page: 2 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design in 2, Design int/ft, Spacing int, Spacing Section: 1 MZ FY MZ FY MZ FY MZ Strength:.. 0.01 1-#4 0.10 1-#4 0.17 #4 @ 13.8in. Not Regd... T&S:.. Longitudinal: 2.30 12-#4 0.38 #4 @ 6.3in. Column:2 0.00 Section: 2 0.00 0.00 7.27 0.00 2.77 0.00 0.00 Strength:.. 0.11 1-#4 0.45 3-#4 0.00 -....N/A.... 0.00 0.00 Not Regd... T&S:.. Longitudinal: 1.01 6-#4 0.67 #4 @ 3.6in. Contact Forces: Section: 3 Strength:.. 0.00 0-#4 0.07 1-#4 0.18 #4 @ 13.1in. Not Regd... T&S:.. Longitudinal: 2.30 12-#4 0.38 #4 @ 6.3in. = 18.636 kips Note: Strength = Steel Required for Strength.. 1.ODL + 1.OLL T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: 1.0DL + 1.OLL + 1.OWL = 18.636 kips Concrete Design Ultimate Strength Load Cases Considered: 1.0DL + 1.OLL 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + LOLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL - 1.OEQ 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: = 16.396 kips 1.0DL 1.0DL + 1.OLL 1.0DL + 1.OLL + 1.OSL 1.0DL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 1.0DL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.6DL + 1.OWL = 16.397 kips 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ 0.6DL - 0.7EQ = 16.396 kips Un -Factored Loads, ft -kips: IF 1.5 Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 5.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 7.27 0.00 2.77 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -7.27 0.00 -2.77 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 18.636 kips 1.ODL + 1.OLL = 18.636 kips 1.ODL + 1.OLL + 1.OSL = 18.636 kips 1.0DL + 1.OLL + 1.OWL = 18.636 kips 1.0DL + 1.OLL - 1.OWL = 18.636 kips 1.0DL + 1.OLL + 1.OEQ = 18.637 kips 1.0DL + 1.OLL - 1.OEQ = 18.636 kips 0.6DL + 1.OWL = 16.396 kips 0.6DL - 1.OWL = 16.396 kips 0.6DL + 0.7EQ = 16.397 kips 0.6DL - 0.7EQ = 16.396 kips Envelope Case = 18.637 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:32:54 PM Footing Id: FD Page: 3��� Wall# 1 Col42 Col#3 FS J FS #3 0 -ft. i i i FS 12 13.3 kips 16.5 -ft. V, kips 0 M, ft -kip 0 -12.3 ft -kips Bearing psf 0 Defl, in. 0 49.0 ft -kips -10.1 1,194 psf 0.199" Foot2000uv2.2.8, Copyright © 1999-2010 Spyder Software Length, ft. 9/2/2015 11:21:42 AM Company Info Seismic Case Project Info 1 R.'C. E. 5.00 JProject: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 Section: Location: 7935 Midway 1.50 Chico, CA, 95973 16.00 1 Durham, CA Section: Phone: (530) 894-8833 1.50 JClient: Lenn Goldmann 16.00 Fax: (530) 894-8882 / 2,660 JJob No.: 2015.010 14.00 E-mail: cj@spydersoftware.com 4 662 JFooting Id: FE 760 Wall Line E 5 1.50 5.00 Section: FOUNDATION PARAMETERS / 2,000 Section: 6 Material Properties: 1.50 2,660 16.00 6 525 Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi 16.00 Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Section: 4 3,000 HardRock 3.00 2.00 60 Section: 5 3,000 HardRock 3.00 2.00 60 Section: 6 3,000 HardRock 3.00 2.00 60 Section: 7 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Soil Bearing Results, psf (actual / allowable): Gravity Length, ft. Width, ft. Depth, inches Seismic Case Section: 1 1.50 5.00 396 16.00 389 / Section: 2 14.50 1.50 2,000 16.00 / 2,660 531 Section: 3 1.50 5.00 / 16.00 620 / 2,660 Section: 4 14.00 1.50 4 662 16.00 2,000 760 Section: 5 1.50 5.00 Section: 16.00 / 2,000 Section: 6 14.50 1.50 2,660 16.00 6 525 / Section: 7 1.50 5.00 / 16.00 Section: 7 469 Column & Wall Data: 591 / 2,660 524 / 2,660 Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 22.58 3.00 6.00 n/a n/a n/a Column 3 Other 31.92 3.00 6.00 n/a n/a n/a Column 4 Other 47.92 3.00 6.00 n/a n/a n/a Column 5 Other 2.50 3.00 6.00 n/a n/a n/a Column 6 Other 46.50 3.00 6.00 n/a n/a n/a Column 9 Other 21.75 3.50 6.00 n/a n/a n/a Column 10 Other 27.58 3.50 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 8.50 16.00 6.00 9.00 18 No Wall 7 Stud 40.50 16.00 6.00 9.00 18 No Wall 8 Stud 24.50 16.00 6.00 21.00 18 No Soil Bearing Results, psf (actual / allowable): Beam Shear Stresses: Section: 1 ........................... Section: -2 ........................... Section: 3 ........................... Section:"4 ........................... Section: 5 :.......................... Section: 6 ........................... Section:- 7 ........................... 1.27 psi Stirrups not required 5.62 psi Stirrups not required .3.13 psi Stirrups not required 23.70 psi Stirrups not required 13.70 psi Stirrups not required 10.82 psi Stirrups not -required 11.15 psi Stirrups not required Gravity Case Wind Case Seismic Case Section: 1 385 / 2,000 396 / 2,660 389 / 2,660 Section: 2 511 / 2,000 574 / 2,660 531 / 2,660 Section: 3 543 / 2,000 620 / 2,660 569 / 2,660 Section: 4 662 / 2,000 760 / 2,660 698 / 2,660 Section: 5 556 / 2,000 566 / 2,660 560 / 2,660 Section: 6 525 / 2,000 576 / 2,660 525 / 2,660 Section: 7 469 / 2,000 591 / 2,660 524 / 2,660 Beam Shear Stresses: Section: 1 ........................... Section: -2 ........................... Section: 3 ........................... Section:"4 ........................... Section: 5 :.......................... Section: 6 ........................... Section:- 7 ........................... 1.27 psi Stirrups not required 5.62 psi Stirrups not required .3.13 psi Stirrups not required 23.70 psi Stirrups not required 13.70 psi Stirrups not required 10.82 psi Stirrups not -required 11.15 psi Stirrups not required Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 9/2/2015 11:21:42 AM Footing Id: FE Page: 2 �G F "C/ Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi Wall 7 ........................... 0.00 psi Wall8 ........................... 0.00 psi Column 9 ........................... 0.00 psi Column 10 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: inz, Design int, Design inz/ft, Spacing Section: 1 Strength:.. 0.00 0-#4 0.02 1-#4 0.01#4 @ 169.7in. T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 2 Strength:.. 0.08 1-#4 0.04 1-#4 0.00 -....N/A.... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 3 Strength:.. 0.07 1-#4 0.00 0-#4 0.03 #4 @ 86.Oin. T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 4 Strength:.. 0.13 1-#4 0.32 2-#4 0.00 -....N/A.... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 5 Strength:.. 0.15 1-#4 0.07 1-#4 0.03 #4 @ 95.Oin. T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 6 Strength:.. 0.14 1-#4 0.06 1-#4 0.00 -....N/A.... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 7 Strength:.. 0.00 0-#4 0.03 1-#4 0.03 #4 @ 87.Oin. T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Stirrups inz, Spacing Not Regd... Not Regd... Not Regd... Not Regd... .Not Reqd..: Not Regd... Not Regd... Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 9/2/2015 11:21:42 AM Footing Id: FE Page: 3 -zq Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.0EQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + 1.OLL + 1.OWL l.ODL + LOLL - 1.OWL 1.ODL + 1.OLL - 1.OEQ 0.6DL + 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OEQ 0.6DL- 1.OWL Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 2.24 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 2.97 0.00 1.08 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -1.48 0.00 -0.40 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -1.49 0.00 -0.68 0.00 0.00 0.00 Column:5 0.56 0.00 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:6 1.23 0.00 1.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :7 2.13 0.00 2.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :8 1.12 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:9 3.14 0.00 0.48 0.00 0.48 0.00 0.00 0.00 0.00 0.00 Column:10 3.14 0.00 0.48 0.00 -0.48 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 38.059 kips 1.ODL + 1.OLL = 47.402 kips 1.ODL + 1.OLL + 1.03L = 47.402 kips 1".0DL + 1.OLL + 1.OWL = 47.402 kips 1.ODL + 1.OLL - 1.0WL = 47.402 kips 1.ODL + LOLL + 1.OEQ = 47.402 kips 1.0DL + LOLL - 1.OEQ = 47.402 kips 0.6DL + 1.OWL = 32.642 kips 0.6DL - 1.OWL = 32.642 kips 0.6DL + 0.7EQ = 32.642 kips 0.6DL - 0.7EQ = 32.642 kips Envelope Case = 47.402 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 9/2/2015 11:21:42 AM Footing Id: FE Page: 4 WaDdl#5 Wall#8 C616FW2 Col#10 CbVgH#7 Co@&#4 0 -ft. IFS #1 i i� 42, FS IIIi i 11i 114 i i i i i i i F�5 i i i Fis #7 5.5 kips 49 -ft. V, kips 0 M, 0 Bearing psf 0 Defl, in. 0 760 psf 0.127" 18.1 ft -kips -9.2 ft -kips Foot2000•v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:33:06 PM Company Info I Project Info `J R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 ILocation: 7935 Midway Chico, CA, 95973 I Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: FG Wall Line G FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 48.50 1.50 12.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 1 Other 0.33 3.00 6.00 n/a n/a n/a Column 2 Other 5.67 3.00 6.b0 n/a: n/a n/a Column 3 Other 46.25 3.00 6.00 n/a n/a n/a Column 4 Other 44.25 1.50 6.00 n/a n/a n/a Column 9 Other 42.83 3.00 6.00 n/a n/a n/a Column 10 Other 48.17 _3.00 6.00 n/a n/a n/a Column 11 Other 2.25 3.00 6.00 n/a n/a n/a Column 12 Other 4.25 1.50 6.00 n/a n/a n/a Column 13 Other 12.83 3.00 6.00 n/a n/a n/a Column 14 Other 17.83 3.00 6.00 n/a n/a n/a Column : 15 Other 30.50 3.00 6.00 n/a n/a n/a Column : 16 Other 35.67 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 5 Stud 3.00 5.50 6.00 9.00 18 No Wall 6 Stud 15.42 5.33 6.00 9.00 18 No Wall 7 Stud 33.17 5.33 6.00 9.00 18 No Wall 8 Stud 45.50 5.50 6.00 9.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case . Wind Case Seismic Case Section: 1 926 / 2,000 1,258 / 2,660 1,126 / 2,660 Beam Shear Stresses: Section: 1 30.58 psi Stirrups not required Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software Footing Id: FG Page: 2 Punching Shear Stresses: Column 1 14.61 psi Column 2 12.64 psi Column 3 8.29 psi Column 4 2.47 psi Wall 5 ....... 3.53 ................. psi Wall 6 5.13 psi Wall 7............. ; ............. 5.15 psi Wall 8 ............................ 3.53 psi Column 9 ........................... 12.63 psi Column 10 14.61 psi Column 11 ........................... 8.29 psi Column,: 12 ........................... 2.48 psi Column 13 8.51 psi Column 14 ........................... 10.85 psi Column 15 ........................... 10.13 psi Column 16 ........................... 9.03 psi 8/31/2015 3:33:06 PM Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design int, Design inz/ft, Spacing in 2, Spacing Section: 1 Strength:.. 0.21 2-#4 0.29 2-#4 0.00 -....N/A.... Not Reqd... T&S:.. Longitudinal: 0.43 3-#4 0.29 #4 @ 8.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + LOLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ T 3z Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 8/31/2015 3:33:06 PM Footing Id: FG Page: 3 RT 'F '�3 Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY, MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 2.00 0.00 1.21 0.00 0.00 0.00 Column:2 1.74 0.00 1.70 0.00 -2.00 0.00 -1.21 0.00 0.00 0.00 Column:3 1.89 0.00 1.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:4 0.82 0.00 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :6 1.42 0.00 1.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :,7 1.42 0.00 1.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:9 1.74 0.00 1.70 0.00 2.00 0.00 1.21 0.00 0.00 0.00 Column:10 0.00 0.00 0.00 0.00 -2.00 0.00 -1.21 0.00 0.00 0.00 Column:ll 1.89 0.00 1.89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:12 0.82 0.00 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:13 1.61 0.00 1.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:14 1.86 0.00 1.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:15 1.86 0.00 1.77 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 Column:16 1.61 0.00 1.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 31.363 kips 1.ODL + 1.OLL = 49.707 kips 1.ODL + LOLL + 1.OSL = 49.707 kips 1.ODL + LOLL + 1.OWL = 49.707 kips 1.ODL + 1.OLL - 1.OWL = 49.707 kips 1.ODL + 1.OLL + 1.OEQ = 49.707 kips 1.ODL + 1.OLL - 1.OEQ = 49.707 kips 0.6DL + 1.OWL = 23.885 kips 0.6DL - 1.OWL = 23.885 kips 0.6DL + 0.7EQ = 23.885 kips 0.6DL - 0.7EQ = 23.885 kips Envelope Case = 49.707 kips -v Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software Footing Id: FG Page: 4 Q&IA 1#;Gmffd1#2 QM6 Col#14 8/31/2015 3:33:06 PM Li @&i#5 Col#16 a6M9@ol93ol#10 O-ft.I11,11,11FSi#liiiiiiiiiiiiiiiiiiiiiiiiiiiiiiil 4.9 kiIA8.5-ft. V, kips 0 M, ft - -5.0 kips 11.2 ft -kips Bearing psf 0 Defl, in. 0 1,258 psf 0.210" Foot2000 x2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:32:49 PM Company Info I Project Info J R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 (Location: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: F-Bml Beam 1 *2 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 3.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 2.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 2.660 ksf- . Seismic Load Soil Bearing Strength, (1.33 increase) ................ 2.660 ksf Footing Width ...................................................... 1.25 ft. Footing Length ..................................................... 1.25 ft: Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 1.86 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength ............. .00 in' Transverse Bottom Reinforcement Required for Strength .............. 00 in' Gravity Only Soil Bearing .......................................... 1.409 ksf Wind Load Soil Bearing ............................................. 1.409 ksf Seismic Load Soil Bearing ..... :.................................... 1.409 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.11 0.00 0.00 Live Load 1.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 10 d = 12.00" X W = 1.25' Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 8/31/2015 3:33:06 PMS �a Company Info I Project Info Q1 R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 (Location: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 )Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: F-TrussD01 Beam l + Truss DO1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel -Ultimate Strength, Fy........................................ 60.0 ksi Column Size ..................................................... 3.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 2.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 2.660 ksf Seismic Load Soil Bearing Strength, (1:33 increase) ................ 2.660 ksf Footing Width ...................................................... 1.67 ft. Footing Length ..................................................... 1.67 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress ................................ .............. 8.44 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. 00 in' Gravity Only Soil Bearing .......................................... 1.636 ksf Wind Load Soil Bearing ............................................. 1.636 ksf Seismic Load Soil Bearing .......................................... 1.636 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.22 0.00 0.00 Live Load 2.16 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.67' STRUCTURAL CALCULATIONS RCE Job #2015.010 for Gorrill Ranch Office Building 7935 Midway Durham, CA Calculation Index: Page # • Layout 1 • Lateral' Analysis 1-13 • Beam Analysis B3 • Footing Analysis F20 -F23 Revision Summary: Rev. 0 Rev. 1 8/31/15 Initial Issue 12/18/15 PC Response. Change to Shearwall, at Line C per Architect. 1: BUTTE COUNT' ELOPMENTS PERMIT # � E Z RVICES JAN 19 2016 BUTTE COUNTY DEV REVIEWED FOR CODEC MP DEVELOPMENT BYl SERVICES DATE��� �Z CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax c4(@r-c-e.com - http://www.r-c-e.com iiLe:- �'�°i Structural Calculations Criteria Project: Gorrill Ranch Office Building Owner: Gorrill Ranch Loaction: Durham, CA Date: December 18, 2015 Code: California Building Code, 2013 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Design Catagory: D Risk Category II Site Class: D Ss: 0.610 g Si: 0.271 g Wind Design: Wind Speed: 85 mph (ASD) Exposure: C Soil Bearing: 2,000 psf Notes: Special Inspection IS required for this project. See Sheet S 1. RCE job Number: 2015.010 Roberts consulting engineering does not represent that these calculations or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies. CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax co(@r-c-e.com. - http://www.r-c-e.com &ORRI LL RANGH J08 #2015.010 Page BEAM, SHEAF, 1NALL FOOTINC5 LAYOUT --A ASSUMED NORTH G` FVI„9-s 11 II ry � 11 (Ca-LVNIHI-19) 3d 1I ,�9-sz lI IILn11 II ,ice � 11 a it O m II F ii is m G ..0 ld- 11 II 11 II � 11 i V s 12/16/2015 - Lateral Analysis - Gorrlll Ranch - R.C.E. Job 2015.010 A I st Level 1.30 87 North-South Direction Story Shear 7.89 kips Seismic (ASD Loads) Level Wall Line Lateral Wall Wall Wind Wall Applied OTM Forces Applied .Forces Resisting OTM ResistiveNet Uplift Comments ID Load I Height I Length p, Stress Uniform Point I I OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) Seismic (pin (klf) (kips) (foot -kips) (kif) (kips) (foot -kips) (kips) Simpson Products A 0.47 9.00 7.00 1.30 87 5.48 0.090 1.16 0.617 HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Ist Seismic Level 0.57 9.00 1 7.00 82 5.17 0.090 1.32 0.550 HDU2 w/ DBL 2x POST 8t 55TB 16 A.B. Wind Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity kis Spacing 0.500 1.037 48 1n. o.c. Shear Wall ID 1 B 0.77 9.00 6.50 1.30 155 9.05 0.090 1.00 1.239 HDU2 w/ DBL 2x POST 8t 55TB 16 A.B. ISE Seismic Level 1.72 9.00 1 6.50 264 15.46 0.090 1.14 2.203 HDU2 w/ DBL 2x POST 8t SST816 A.B. Wind 1 Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. capacity kis Spacing 0.500 1.037 40 In. o.c. Shear Wall IDID 3 C-TowerFO.05 7.00 12.00 1.30 5 0.42 0.070 2.65, No Net UpliFt! No Holdov w/ No Holdown Required! Upperc Level 7.00 12.00 31 2.59 0.070 3.02 No Net UpliRl No Holdov w/ No Holdown Required! Horizontal Diaphragm Lengths 8i Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Feet I feet I Bolt Dia. in. Ca acit kis Spacing 16d Common 0.225 16 in. o.c. Shear Wall ID ! C 0.42 12.00 8.00 1.30 69 6.62 0.120 2.02 0.575 h15T37 w/ HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Upper Seismic Level 2.430 12.00 8.00 304 29.16 0.120 2.30 3.357 MST60 w/ HDU4 w/ DBL 2x POST 81 S5TB20 A.B. Wind 1 Horizontal Diaphragm Lengths & Stresses East Side West Side LCapacity 5111 Plate Shear Anchorage for above wall line feet I feet (p, Bolt Dia. in. kis Spacing 16d Common 0.225 8 in. o.c. Shear Wall ID 3 C 1.95 9.00 8.001.30 141 0.575 14.76 0.090 1.51 1.656 HDU2 w/ DBL 2x POST BL SSTB16 A.B. Lower Seismic Level 9.00 10.00 1.30 141 12.70 0.090 2.36 1.033 HDU2 w/ DBL 2x POST 8z SSTB16 A.B. 6.31 9.00 8.00 351 3.357 52.09 0.090 1.73 6.296 HDU8 w/ 4x POST 8t SSTB28 A.B. Wind 9.00 10.00 351 31.55 0.090 2.70 2.885 HDU2 w/ DBL 2x POST az SSTB16 A.B. HorizonraI Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aci kis S acing Shear Wall ID 4 0.500 1.037 30 in. o.c. D 0.52 12.00 11.50 1.30 59 8.10 0.120 4.17 0.342 MST37 w/ HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Upper Seismic Level 2.51Wind 12.00 11.50 218 30.11 0.120 4.76 2.204 MST48 w/ HDU2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity kis Spacing 16d Common 0.225 10 in. o.c. Shear Wail ID 2 D 2.03 9.00 11.50 1.30 230 27.71 0.342 0.090 3.13 2.138 HDU2 w/ DBL 2x POST 81 557616 A.B. Lower Seismic Level 5.94 9.00 11.50 516 2.204 78.80 0.090 3.57 6.541 HDU8 w/ 4x POST 8i SST628 A.B. Wind Horizontal Diaphragm Lengths at Stresses East Side West Side 5111 Plate Shear Anchorage for above wall line feet I (feet) I Bolt Dia.in. Ca aci kips) 5 acin 0.500 1.037 22 Ino.c , . Shear Wail ID 5 Copyright 00' - pyer o tware COMPANY PROJECT RCE Gorrill Ranch Office Building WoodWorks° 3060 Thorntree Drive, Ste. 10 7935 Midway Chico, CA 95973 Durham, CA OOD DESIGN (530) 864-8833 R.C.E. 2015.010 Dec. 16, 2015 11:00 Bm3.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type ` Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit fv = 31 TrussAlO.D Dead Point 235 2.13 325 lbs TrussAlO.L Roof live Point 0.02 = 2.13 325 lbs 0Total TrussA09.D Dead Point 488 4.21 210 lbs Bearing: TrussA09.L Roof live Point 4.21 210 lbs 1.00* -Self -weight Dead Full UDL 1.00* 7.2 Plf Maximum Reactions (lbs) and Bearing Lengths (in) 5' 3" 0. ,5- 2" Unfactored: Analysis Value Design Value Dead 253 fv = 31 319 fv/Fv' = 0Bending(+) Roof Live 235 433 300 1200 Factored: Defl'n 0.02 = <L/999 0.17 = L/360 0Total Defl'n Total 488 0.26 = 619 0 Bearing: Length 1.00* 1.00* Min re 'd 1.00* 1.00* *Minimum bearing length setting used: 1" for end supports Timber -soft, D.Fir-L, No. 1, 6x6 (5-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5' 3'; Lateral support: top= at supports, bottom= at supports; ` Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/DesiInShear fv = 31 Fv' = 170 fv/Fv' = 0Bending(+) fb = 433 Fb' = 1200 fb/Fb' = 0Live Defl'n 0.02 = <L/999 0.17 = L/360 0Total Defl'n 0.04 = <L/999 0.26 = L/240 0 r Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Foot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 12/16/2015 11:08:18 AM 2 - Company Company Info I Project Info R. C. E. (Project: Gorrill Ranch Office Building 3060 Thorntree; Suite 10 (Location: 7935 Midway Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 (Client: Lenn Goldmann Fax: (530) 894-8882 (Job No.: 2015.010 E-mail: cj@spydersoftware.com (Footing Id: FC Wall Line C FOUNDATION PARAMETERS Material_ Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 3,000 HardRock 3.00 2.00 60 Section: 2 3,000 HardRock 3.00 2.00 60 Section: 3 3,000 HardRock 3.00 2.00 60 Section: 4 3,000 HardRock 3.00 2.00 60 Section: 5 3,000 HardRock 3.00 2.00 60 Section: 6 3,000 HardRock 3.00 2.00 60 Section: 7 3,000 HardRock 3.00 2.00 60 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Length, ft. Width, ft. Depth, inches Section: 1 1.50 5.00' 16.00 Section: 2 14.50 1.50 16.00 Section: 3 1.50 5.00 16.00 Section: 4 14.00 1.50 28.00 Section: 5 1.50 3.00 16.00 Section: 6 14.50 1.50 16.00 Section: 7 1.50 5.00 16.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 20.58 3.00 6.00 n/a n/a n/a Column 3 Other 28.42 3.00 6.00 n/a n/a n/a Column 4 Other 37.08 3.00 6.00 n/a n/a n/a Column 5 Other 47.92 3.00 6.00 n/a n/a n/a Column 6 Other 2.50 3.00 6.00 n/a n/a n/a Column 7 Other 46.50 3.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 8.50 16.00 6.00 9.00 18 No Wall 8 Stud 40.50 16.00 6.00 9.00 18 No Wall 9 Stud 24.50 16.00 6.00 21.00 18 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 390 / 2,000 398 / 2,660 393 / 2,660 Section: 2 529 / 2,000 635 / 2,660 561 / 2,660 Section: 3 544 / 2,000 646 / 2,660 576 / 2,660 Section: 4 595 / 2,000 656 / 2,660 609 / 2,660 Section: 5 579 / 2,000 591 / 2,660 584 / 2,660 Section: 6 569 / 2,000 596 / 2,660 576 / 2,660 Section: 7 399 / 2,000 631 / 2,660 481 / 2,660 Beam Shear Stresses: Section:'l ........................... 1.30 psi Stirrups not required Section: 2 ......:.................... 9.58 psi Stirrups not required Section: 3 ........................... 11.35 psi Stirrups not required Section: 4 22.46 psi Stirrups not required Section: 5 ... 26.94 psi Stirrups not required Section: 6 .................•.......... 23.41 psi Stirrups not required Section: 7 ........................... 14.20 psi Stirrups not required • Foot2000v2.2.8, Copyright © 1999-2008.Spyder Software 12/16/2015 11:08:18 AM Footing Id: FC Page: 2 Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi' Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... s' 0.00 psi _ Column 6 ........................... 0.00 psi Column 7 ........................... 0.00 psi Wall 8 ........................... 0.00 psi- Wall 9 ........................... 0.00 psi Reinforcing"Standards per ASTM-A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design inz, Design inz/ft, Spacing inz, Spacing Section: 1 Strength:.. 0.00 0-#4 0.02 1-#4 0.01#4 @ 165.8in. Not.Regd... T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 2 Strength:.. 0.12 1-#4 0.16 1-#4 0.00-....N/A.... Not Reqd... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 3 Strength:.. Or15 1-#4 0.26 2-#4 0.03 #4 @ 80.1in. -Not Regd... T&S:.. Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Section: 4 Strength:.. 0.17 1-#4 0.35 2-#4 0.00-....N/A.... Not Regd... T&S:.. Longitudinal: 1.01 6-#4 0.67 #4 @ 3.6in. Section: 5 Strength:.. 0.15 1-#4 0.35 2-#4 0.01#4 @ 251.3in. Not Reqd... ` T&S:.. Longitudinal: 1.15 6-#4 0.38 #4 @.6.3in. Section: 6 " Strength:.. 0.16 1-#4 0.21 2-#4 0.00-....N/A.... Not Regd... T&S:.. Longitudinal: 0.58 3-#4 0.38 #4 @ 6.3in. Section: 7 Strength:.. 0.00 0-#4 0.02 1-#4 0.03 #4 @ 71.4in. -Not Regd... T&S:.: Longitudinal: 1.92 10-#4 0.38 #4 @ 6.3in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. 4 I Foot2000 v2:2.8, Copyright © 1999-2008 Spyder Software 12/16/2015 11:08:18 AM Footing Id: FC Page: 3 & F2LZ Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.0DL + LOLL 1.0DL + LOLL + 1.OSL 1.0DL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 1.ODL + LOLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.6DL + 1.0WL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY' MZ FY MZ FY MZ FY MZ Wall :1 -2.24 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 6.80 0.00 2.10 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -6.80 0.00 -2.10 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 3.16 0.00 1.27 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 -3.16 0.00 -1.27 0.00 0.00 0.00 Column:6 0.56 0.00 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:7 0.56 0.00 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :8 2.24 0.00 2.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :9 3.60 0.00 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 36.264 kips 1.0DL + 1.OLL = 45.462 kips 1.0DL + 1.OLL + 1.OSL = 45.462 kips 1.ODL + 1.OLL + 1.0WL = 45.462 kips 1.0DL + LOLL - 1.0WL = 45.462 kips 1.0DL + LOLL + 1.OEQ = 45.462 kips 1.0DL + LOLL - 1.OEQ = 45.462 kips 0.6DL + 1.OWL = 32.585 kips 0.6DL - 1.OWL = 32.585 kips 0.6DL + 0.7EQ = 32.585 kips 0.6DL - 0.7EQ = 32.585 kips Envelope Case = 45.462 kips Foot2000 v2.2.8, Copyright © 1999-2008 Spyder Software 12/16/2015 11:08:18 AM Footing Id: FC Page: 4 P ► Z� 5 Walill'dl#6 Wall#9 Col#2 Col#3 Wall#8 Col#4 CoW#5 V, kips 0 M, ft -kip, 0 Bearing psf 0 Defl, in. 0 FS 91 FS #2 Fj #3 �I FS #5 FS #6 FS #7 i 8.2 kips 49 -ft. 656 psf 0.109" -7.2 kips 37.0 ft -kips -20.1 ft -kips January 14, 2015 Butte County Department of Development Services 7 County Center Drive Oroville, CA 95965 Plan Check Number: B15-2392 AP Number: 038-200-014 Greetings, Following are my responses to the Butte County Plan Check Review: BUTTE COUNTY JAN 19 2016 DEVELOPMENT SERVICES. NON-STRUCTURAL COMMENTS 1. a) The note has been modified on Sheet 1, clouded and noted with b) The note has been modified on Sheet 1, clouded and noted with b c) I have added a complete Code Analysis to Sheet 1. The new notes re clouded and noted with A. d) The note has been modified on Sheet 1, clouded and noted wit ` e) The note has been added to Sheet 1, clouded and noted with 1e. f) The plumbing fixture occupant load calcs have been removed from Sheet 1. ' 2. Signed and approved Civil drawings are a part of the resubmittal. 3. The detail has been corrected on Sheet C6.0. 4. The MEP sheets have been signed. S. The Egress Occupancy is 68 people. The Safe Dispersal Area has been resized to the correct size. Ple a see sheets C3.0, C4.0, C5.0, and Sheet 2 for the change. The area on Sheet 2 has been clouded and noted with S. - 6. The assumed property line between the partially demolished building and new buildi is now shown on Sheet 2. There is no required fire barrier. See new notes on Sheet 2, clouded and noted with 6. 7. a) No fire-resistant rated assemblies are required. b) The maximum occupant load note has been added to Sheet 3, clouded and noted with7b. c) The tactile xit signs have been placed on the right side of the double doors. The. change has been clouded and noted with Thank you. d) The sign has been removed from the plans. Thank you. e) A wall has been move to provide the required 60" landing inside the office #2 door. The change has been clouded and noted with e. It is not clear to me what additional 18" is required at the entry. 12" clearance is shown at the strike side entrance into Office #2 as required by code. 18" clearance is shown at the strike side of both doors into the building Entry as required by code. I have shown a dashed rectangle with the required clear space in front and clear space next to the strike. f) An additional sink has been provide on the east wall of the Kitchen that meets the accessibility requirements. The sink has been add a Floor Plan, Sheet 3, and'lnterior Elevation 17, Sheet 8. The changes have been clouded and noted with 1 ' 8. The correct has been added to Interior Elevations 16 and 17 on Sheet 8. The change has been clouded and noted withV' HYLAND H. FISHER, ARCHITECT (530) 263-8666 411 normal ave., chico, ca 95928 www.hylandfisherarchitectcom hyland.fisher@gmail.com ACCESSIBILITY COMMENTS AC1. An additional sink has been provide on the east wall of the Kitchen that meets the accessibility requirements. The sink has been added to the Floor Plan, Sheet 3, and Interior Elevation 17, Sheet 8. The require"bstructed clear floor space has been shown on the floor plan. The changes have been clouded and noted with\1 / AC2. a) All accessibility codes have been updated to the current code. Please note that I have rearranged the Accessibility Details to create roof for additional requested detail and t group appropriate details together. Any changed to details referenced in Plan Check Comments have been nod elow with the new detail number. b) The change has been made, it has been clouded and noted with AC2 b\ c) he text has been fixed. T\ a details have been corrected, they are now details 16 and 17. The change has been clouded nC2 d with AC2 cN e) The note has been added to note 13 on Detail 14. The change has been clouded and noted w' f) The requiremen as been added to Detail 14. The change has been clouded and noted wit AC2 g)I have reverse th toilet to show flush controls on the open sid of the toilet. The change has been clouded and noted with AC2 h) I have made the change, it has been clouded and noted with AC2 h. i) Maneuvering clearance areas tAve been shown at all necessary doors on the Floor Plan, Sheet 3. j) The height and clear space fo to the signage has been corrected to the new code on Detail 19. The change has been clouded and noted with AC2 j. AC3. a) All notes have been updated to most recent building code. Modified text has been Youded and noted withWl b) The note has been updated and the modified text has been clouded and noted wit c) The note has been updated and the modified text has been clouded and noted wit VE d) The note has been updated and the modified text has been clouded and noted with MECHANICAL COMMENTS M1. Please refer to sheet M1.0 for equipment specifications and sheet M1.1 for plan with equipment and duct locations. M3. All HVAC equipment has supply air less than 2,000 CFM. M4. Please refer to sheet M1.0 for fan specifications and sheet. M1.1 for fan locations. PLUMBING COMMENTS P1. Refer to sheet P1.0 for Plumbing notes, Plumbing Fixture Schedule, and Pipe Material Schedule. Refer to and P1.1 for plan showing location and sizes if waste 7 vent systems, and potable water systems. There is no gas for this project. ` P3. Note has been added to Plumbing Equip me t Schedule on sheet P1.0. The note has been clouded and noted witA 1• \ ELECTRICAL COMMENTS E1. A one line diagram has been added to Sheet 10. The change has been clouded and noted withWl E2. . All notes have been updated to most recent building code. E3. Means of Porp� illumination to the exit discharge has been added to Sheet 10. The change has been clouded and noted with\ 1/ E4. Emergency power to lighting at exterior -landings has been provided. The change has been clouded and noted with 1 f T-24 ENERGY COMPLIANCE COMMENTS Tl. The resubmitted Title 24 sheets are signed T2.. Lighting mandatory measures have been added to the T24 sheets, clouded and noted wit& CGBSC "CALGREEN" COMPLIANCE COMMENTS CG2.' I have added the CalGreen requirements on new sheets CG -1 and CG -2. CG2. Please seethe attached Construction Waste Management Form completed by the contractor. STRUCTURAL COMMENTS 1. The H1 and H2 hip trusses are included in the new complete Truss Calc Packages. 2. The callout was an error and was supposed to be 27/S6.3.. The callout has been corrected and has been clouded. 3. The callout has been corrected and has been clouded. 4. The tower width- in the elevations has been corrected to 12' wide. The change has been clouded and noted witV FLOOD ZONE COMMENTS 1. 1 The o d elevation certificate has been referenced on the Site Plan, Sheet 2. The note has been clouded and noted with FZ 1. The floor elevation and o nd mounted equipment elevations are now shown on the Site Plan, Sheet 2. These additions have also been noted wit FZ1. The building will be located 1.1' above the flood elevation, therefore per FEMA Flood Damage -Resistant Materials Requirements technical bulletin, no flood resistant materials or flood venting is required on this building. 2. 1 have added the note to Sheet 3. The note. has been clouded and noted with FZ 2. FROM Conroy Constructlon L'. U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Imwance Propin (TUE)SEP 20 2010 10:48/ST.10:47/No.03024419e:2 P 2 y 5lv- JaJ i /- --1' ELEVATION CERTIFICATE IMPORTANT: Follow the instructions on pages 1-9. FOMB No. 1660 0008 xpiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR. INSUiiANICE COMPANY USE Al. Building Owner's Name Gord11 Ranch 1 010 Mm . A2. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: City Durham state CA ZIP Code 95938 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Assessors Parcel Number 038-200-014 in Sections 17 & 18 T 20 N R 2 E A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Nnn Rasidandial A5. Latitude/ Longitude: Lat. 19D 'LSSA 112 G Long. 121 Q 50M 5n 4S Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate Is being used to obtain flood insurance. A7. Building Diagram Number I R A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawispace or enclosure(s) sq ft a) Square footage of attached garage sq ft b) Number of permanent flood openings In the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings In A8.b sq In c) Total net area of flood openings In A9.b sq in d) Engineered flood openings? ❑ Yes ❑ No d) Engineered flood openings? ❑ Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFIP Community Name & Community Number 82. County Name U B3. State Butte County 060017 Butte County C CA B4. Map/Panel Number B5. Suffix 86. FIRM Index Date B7. FIRM Penel Effective/B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone na ❑ feet Revised Date 1 ( A0, use base flood depth) 1 735 E 01/06/2011 01106/20 AE 128.0 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for SFE In Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 012. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ®No Designation Date: / / ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction •A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations - Zones Al. -A30, AE, AH, A (with BFE), VE, Vi -V30, V (with BFE), AR, AR/A, AR/AE, AR/Ai-A30, AR/AH, AR/A0. Complete Items C2.a-h below according to the building diagram specified In Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM 295 Vertical Datum: NGVD 29 Indicate elevation datum used for the elevations In Items a) through h) below. M NGVD 1929 ❑ NAVD 1988 ❑ Other/ Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location In Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ❑ Yes ® No FEMA Form 08633 (Revised 7/12) See reverse side for continuation. ESSfpN RO9�P'Yr �V �tuNS 10� * HERE CIVIL OF �suFO� Replaces all previous editions. CCU OZ U-< 0-i w0 crW D, 0 Check the measurement used. U 129. , 10 ® feet ❑ meters C na . ❑ feet ❑ meters na ❑ feet ❑ meters na ❑ feet ❑ meters ( no ❑ feet ❑ meters } I- + 127. 90 ® feet ❑ meters �J 128. 00 ® feet ❑ metersLU na . ❑ feet ❑ meters OR ARCHITECT CERTIFICATION ? This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ❑ Yes ® No FEMA Form 08633 (Revised 7/12) See reverse side for continuation. ESSfpN RO9�P'Yr �V �tuNS 10� * HERE CIVIL OF �suFO� Replaces all previous editions. CCU OZ U-< 0-i w0 crW D, 0 FROM Conroy Construction 1. ELEVATION CERTIFICATE, page 2 <TUE)SEP 29 2010 10:40/ST.10:47/No.9302441962 P 3 IMPORTANT: In these spaces, copy the conresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite. and/or Bldg. No.) or F0. Route and Box No. Pblky Number: 7935 Midway City State ZIP Code Company NAIC Numbei:, Durham CA 95938 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFT) For Zones AO and A (without BFE), complete Items EI -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items Ei-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) Is []feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the LAG, E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner or uthorized Representative's Name Address Signature Comments city Date C t- 1 Ccs State Telephone ZIP Code C, `3C) r X914 1- 0 Check here if attachments. SECTION 0 - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodpialn management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Items) and sign below. Check the measurement used in Items GO--GIO. In Puerto Rico only, enter meters. Gl. ❑ The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. ❑ The following information (Items G4-GIO) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as-0uilt lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum GIO.Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 08633 (Revised 7/12) Replaces all previous editions_