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HomeMy WebLinkAboutB17-0659 047-200-098 (2)"Butte_County1J W-."RTTITWs Butte County Department of Development Services PERMIT CENTER ` 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 a' www.buttecounty.net/dds PLEASE PRINT CLEARLY ,;� PROPERTY_ OWNER, INFORMATION Last Name , ,Deane First Name Todd Mai ling` Address 15ao Al.,,. Avp Ciry ^ State„ A ZiP15773 PhoneFax Email Email Cell f53o� r_ A I 1,f, 1'0164I it ln'�.'A, CONTRACTOR. Name , Mailing Address Ciry State Zip Phone Fax Email Cell License No. Class ,. • ARCHITECT/ENGINEER Name) 1111 1 SY►11•�-� V /t1 Y'n t 1 Mailing Abdess 1 City Phone State Zip Phone Fax Email , Cell CA State License No. O I • t 'r ' APPLICANT Last Name Denv%e First Name !! Mailing Address ?-5a o rho Ave- veCiry city „ • Clj ` Q State ^ A (� Z p� S9 73 Phone Fax Eail �-cd e p G Irtn i I, cv VA Cell 65, 1 5/e--6 76 � V tI,: la11 APPLICANTrZIGNATURE AND DATE Dat13 e Print Name: DZnn PERMIT NO:r FORM NO DBP -1 f BIN'NO: PROJECT LOCATION ; APN oy7 ao6-o98 Property Address i! o f 98 Los Cruces In City Location must not be in the city limits of Chico, Gridley, Oroville or Paradise, Cb,co 95973 hftp://-(qismaps.buttecounty.net/flexviewer/bcdatasearc WORKER'S COMPENSATION Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click LENDING AGENCY Name Mailing Address Ciry State Zip DESCRIPTION OR SCOPE OF WORK D Mobile Hbme permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: htto://www.hod.ca.gov/codes/mho/HCD Phone: (,9161255-2501 0� Is this a Manufactured/Mobile Home (circle one) Yes rvq U 1 O CN r O JOB VALUATION: (Enter value of labor, including _A non -contracted, plus materials charge) 1 1 $ CO S uare Feet Detail Living Area: Garage: . 1a57 68a Open Area: Covered Area: a q TOTAL SO:� y a C. Structure Built without permits C Proposed Change of Occupancy/Use - Note previous/current use below: ' .y FOR OFFICE USE ONLY Zoning: W7z”Flood Zone: SRA I YE NONPDES YES U NO Code Ent YES NO Legal Lot: YES [3 NO t7 Occupancy V Type Constructio Permit T h: Date: C • *When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Revised 12.19.2016 Page 1 of 1 .� Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENTSERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0659 Owner's Name: TODD AND ALYSHA DENNEY Assessor's Parcel Number: 047-200-098 Date of Application: 4/12/2017 Square Footage Verification. No Change: NOTES: Verified By: �� Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area •1257 Garage Area 682 Covered Area 24 Ope Area. 0 Other U No Change: NOTES: Verified By: �� Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES Building Permit Checklist Name: TODD AND ALYSHA DENNEY Location: , Assessor's Parcel Number: 047-200-098 Permit mber: B17-0659 3 copies site plan 3 sets building plans 3/ :`f energy calcs (if applicable) '✓ . set truss calcs (if applicable) 5. 1set . Mural calcs (if applicable) 6. IPacket !s' ed permit application doer builder (if applicable) c/notice to builders y�.ed summary fire handout f. IDES -form data/sheet Y,�_hW Notification for 26-12 zardous Material Form (commercial) ccessibility Worksheet (commercial) lan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by:. Date: I Z' '1�e i It 1 7-0659 X14 u4--2i10-0t►8 �i NFD (12S?), (:Alt (6x2),(,4) 4/12121117 — I'C:.1 Systems Plus LuMpIT er Co. # 1800 S. Barney Rd. BUTTE COUNTY DEVELMIMENT SERVI Anderson, CA 96007 REVIEW FOR (530) 378-6800 (530) 365-5903 WE COQE CONI 'LIAN( BY+Trusses &Pre Manufactured Wall Panels systpliis@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 fop4russes manufactured by Systems Plus Lumber Co. * OR MiTek""" ICC ES Report ESR -131 1 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.1 Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES■❑ NO ❑ Standard Tnies Detail Title rlotail f( = i.,,.l... h.l Gable End 85 Wind B I Gable End 110 Wind B I A Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 ✓ Toe nail 6 ✓ Bearinp, Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 1 10 Truss Data 1 1 ✓ Purlin Gable 12 BCSI at wwAv.sbcindustrv.com BCSI-B1 Summary Sheet at ww�v.sbcindustry.com Systems Plus Job Number 0317-103 Date 3128117 RevisionQw Customer Denny P V Project Res. COCE Location Chico A DAT �--�`� "'*".' PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES �TrL�ss �v� FL L� C-C>p"1- 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-B I 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 (Mll/SAC51 & Mll/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I 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. DETAIL FORCOMMON AND ;END JACKS Mq/SAC - 8 =40PSF 3/30/2004 PAGE 1 TOP CHORD 2 X.4 SPF 1450F 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 1450F 1.3E AS DESIGN REQ'D 20'-0" 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.V'.MIN) NAILS ® 3° OZ. 2 ROWS NOTE: TOP CHORD PITCH: 3/12--8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3x4 = D i SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5") LGT TOENAILS 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 CONN. W216d COMMON WIRE 6.0-0 8-0-0 X 3.5" LGT) TOENAILS EXT. 2-0.0 4-0-0 —_ 2-0-0 EXT. Y EXT. 24)-0 EXT. 2-0-0 2.0-0 �. CONN. W1316d COMMON WIRE (0.167MIA X 3.6" LGT) TOE NAILS ✓ 13X4 = BOTTOM CHORD LENGTH MAY BE 2'-0° CONN. W12 16d COMMON WIRE(0.162-01A. X'3.5-) LGT ORA BEARING BLOCK . • TOENAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 ego PRESSURESLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 0 SEP Ol 1 20 A. WARMNO • Verify. design parametem and READ NOTES ONTMS AND INCLUDED AUTEX REFERENCE PAGE AM -7473 BERORE USE. ,7777 Greenbecf}.8ne ,Design void for use on with Mtrek connectors. This design Is based on u sure 109 ei g y' eslg y upon Paramelels shown, and is for an individual building component. sCitrusuite Heights, CA, 95 ApplfcobiHyy of design poromenters and proper incorporallon of component is responsibility of building designer - not truss designer. Bracing shown is Ior bteratsuppod of Individual web members only. Additional temporary bracing to insure slabf8ly during construction Is the rosponsibBBty of the erector; Additional permanent bracing of the overall structure Is the responsibNly of the building designer. For general guidance regarddng lubrication, quality control storage, delivery, eraellon and bracing. cansuil ANSIfrPit Quality Criteria, DSS -89 and SCStI Building Component safety Informallan available from7russ Pble Institute. 583 dOnal io Drive, Madison. M 53719. MAX LOADINU(Psi) TCLL 40.0 SrAL;INU 2-0-0 Plates Increase 1.15 BRACING MiTek Industries, Inc. Western TCDL 14.0 Lumber Increase 1.15 TOP CHORD Sheathed. Division BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling dire ctly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X.4 SPF 1450F 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 1450F 1.3E AS DESIGN REQ'D 20'-0" 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.V'.MIN) NAILS ® 3° OZ. 2 ROWS NOTE: TOP CHORD PITCH: 3/12--8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3x4 = D i SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162 -DIA. X 3.5") LGT TOENAILS 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 CONN. W216d COMMON WIRE 6.0-0 8-0-0 X 3.5" LGT) TOENAILS EXT. 2-0.0 4-0-0 —_ 2-0-0 EXT. Y EXT. 24)-0 EXT. 2-0-0 2.0-0 �. CONN. W1316d COMMON WIRE (0.167MIA X 3.6" LGT) TOE NAILS ✓ 13X4 = BOTTOM CHORD LENGTH MAY BE 2'-0° CONN. W12 16d COMMON WIRE(0.162-01A. X'3.5-) LGT ORA BEARING BLOCK . • TOENAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 ego PRESSURESLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 0 SEP Ol 1 20 A. WARMNO • Verify. design parametem and READ NOTES ONTMS AND INCLUDED AUTEX REFERENCE PAGE AM -7473 BERORE USE. ,7777 Greenbecf}.8ne ,Design void for use on with Mtrek connectors. This design Is based on u sure 109 ei g y' eslg y upon Paramelels shown, and is for an individual building component. sCitrusuite Heights, CA, 95 ApplfcobiHyy of design poromenters and proper incorporallon of component is responsibility of building designer - not truss designer. Bracing shown is Ior bteratsuppod of Individual web members only. Additional temporary bracing to insure slabf8ly during construction Is the rosponsibBBty of the erector; Additional permanent bracing of the overall structure Is the responsibNly of the building designer. For general guidance regarddng lubrication, quality control storage, delivery, eraellon and bracing. cansuil ANSIfrPit Quality Criteria, DSS -89 and SCStI Building Component safety Informallan available from7russ Pble Institute. 583 dOnal io Drive, Madison. M 53719. JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST -TOENAIL -SP �0 ® MiTek USA, Ina. Page 1 of 1 NOTES: TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE -MEMBER oQ AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. l�J VI�J� P. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (24 20) - SIDE VIEW 2 NAILS 920) ALS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE NEAR SIDE X ;_ -_ EXAMPLE: NEAR SIDE (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: , 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30"TO 60" VARY FROM 30°T0 60" 45.00" 30°TO 60" 45.00" 45.00 • 9' rU. �.. lfy.>>'... •diicN?7': �, .i;': Asrnn pam3n:r.:r.., -JR5..,• Design volid lot use oNy with Mitox eunneciors. This design is based only upon paransaters shown, and d lot on individual au`Ourcig component. Applkob3ly of design pp�Narsnentets orsd proper Incorporation of component IsresooraitsiGy of building designer. not buss designer. Bracing shown.; Is for lateral suppatt of Inrividuol web members only. Additions l temporary bracing to Insure stability during construction is the resporu b9lity of the erector. Addilionol permanent bracing of the overall structure is the responsibility of the building designer, For genera guidance regarding fabrication, quOly control, storage, delivery. erection and bracing. consult ANSI/TPIi QuoOty Cdtoria, DS11•99 and BCSn BuIldl C ng ompotscnl Solely Information available from Truss Plate institute, 583 D'Onofrio 7777 Greenback Ln. Suite# 109 Drive. Madison, an 53719, Citrus Heights, Ca. 95610 e TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nall) DIAM. SYP DF HF SPF SPF -S .131 68,0 80.6 69.9 68.4 59.7 O.135 93,5 85.6 74.2 72.6 63.4 .162 108.8 99.6 66.4 84.5 73.6 ri Z .128 74.2 67.9 56,9 i 57.6 50.3 .131 75.9 69.5 80.3 59.1) S1.1 N .148 81.4 74.5 64.6 63.2 52.5 of THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (24 20) - SIDE VIEW 2 NAILS 920) ALS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE NEAR SIDE X ;_ -_ EXAMPLE: NEAR SIDE (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: , 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30"TO 60" VARY FROM 30°T0 60" 45.00" 30°TO 60" 45.00" 45.00 • 9' rU. �.. lfy.>>'... •diicN?7': �, .i;': Asrnn pam3n:r.:r.., -JR5..,• Design volid lot use oNy with Mitox eunneciors. This design is based only upon paransaters shown, and d lot on individual au`Ourcig component. Applkob3ly of design pp�Narsnentets orsd proper Incorporation of component IsresooraitsiGy of building designer. not buss designer. Bracing shown.; Is for lateral suppatt of Inrividuol web members only. Additions l temporary bracing to Insure stability during construction is the resporu b9lity of the erector. Addilionol permanent bracing of the overall structure is the responsibility of the building designer, For genera guidance regarding fabrication, quOly control, storage, delivery. erection and bracing. consult ANSI/TPIi QuoOty Cdtoria, DS11•99 and BCSn BuIldl C ng ompotscnl Solely Information available from Truss Plate institute, 583 D'Onofrio 7777 Greenback Ln. Suite# 109 Drive. Madison, an 53719, Citrus Heights, Ca. 95610 e AUGUST 1, 2016 j f� 00 �IF 1, M�(TekkUUSA, Inc. (J 1J U B A.BII Nr AfCdNe .GEN9RA1_SPECWJCAT=S. CONVENTIONAL VALLEY FRAMING DETAIL I Mil-VALLEY1 MITak USA. Inc, RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS VALLEY RAFTERS ( SEE NOTE #2) P,r VALLEY PLATE ( SEE NOTE #4) ( SEE NOTE 08 PLAN DRAWING TRUSS TYPICAL POST (24' O.C.) ( SEE NOTE08) --A / PLAN SECTION POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED). APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD - 15 PSF (MA)O D.O.L. INC - 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a) GABLE END, (b.) GIRDER TRUSS OR (a)'COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN'TO EACH SUPPORTING TRUSS WITH (2 )180 (0.131'X 3.5') NAILS. 5. SET 2 x 8 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48` O.C.. SEVEL.BOTTOM OF POST TO SET EVENLY THE ✓ ✓ t >. ON SHEATHING. FASTEN POST TO RIDGEVNTH (4)10d:(0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING (3) ted (0.131' X 3-1 TOE -NAILS. 6. FRAME VALLEY RAFTERS FROMVALL'EY'PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24'0.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM 'T NTH (9)'18d (0.131° X 3.67) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH � � EJ;. C y� i ) ' ° (3) IN (0.131' X 3.61) TOE -NAILS.. ` ; ..rfs 7. SUPPORT THE'VAILEY RAFTERSYJITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. .' •E'�,• j �,- x,i .15. INSTALL POSTS INA STAGGERED PATTERNAS SHOWN ON PLAN DRAWING. ALUGN POSTS�I. WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.137' % 3°)' NAILS. ¢�,; •. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 160 (0.131' X 3.51) NAILS. �! 8. POSTS SHALL BE 2 x4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED FEB207 (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS -OF IGd (0.131' X 3j-NAILS'8" O.C.. �WAtb1MD•Yafffjdoslpnpcamelon arW7tPAD NOTES O/I.t1dS AND11lCLIfbPO NIf6K RL'FEitENCF PADS MA7l7]nm. faMYtaf9BEFOREIAE ��_- Design-voltl far use only muuffews ammdme. This despn Is band omy upon pmametam sfaam, and is for anindwual busdirfg mrn>ponent, no �r e "U34sysfam, Before UMthe blildMD defignet mus vmCy dro applicability o�dasipn paramelam mM propertyinrorponao thb design uao the OverallblAdRO d"90. SM"WdCalea Is m pmverd bimW tg.ol 4afluldusl lNaa web andlm Chant nlWrnbers any. Add'dloealtempa,,ary and panbsrom Wading f: Is ahvayo regWredim alablltyendtoprawd doilapao.wt(hposslWa psamfalt*fy AM pmpertydamoge. Forgenafalpulaarg,Om ardi?pme (�1j21C (SWftmimt, 84ma9e,delivery, w6ellon Ordbracing o/ trums andfms, symems, aftAtMMm Dua11ty 00110W. DSB40 ar1d OC81 S.MorIg Component 7777 Oteenbaea Lora SmmylnfomwUan awiaoe bmn Trusd plate IhOh". 2%N. tm 81raet, Suis 312, Alexandria, VA 22314. I S,v?a f mr March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE ^=O MTek USA, Inc. Page 1 of 1 �I \V/ II 13 Note: T -Bracing / I Bracing to be used when continuous lateral bracing od is impractical. T -Brace / I -Brace must cover 90% of web length. �a Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. _ Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d I 8" o.c. 2x4 or 2x6 or 2x8 16d 8" O.C. Note: Nail along entire length of T -Brace / I -Brace . (On Two -Ply s Nail.to Both Plies) M Nails M' Brace Size k for Two -Ply Truss —i Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 1 -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x6 T -Brace 2x81 -Brace / TA3RACE ' Nails � Section Detail T -Brace Web r Nails Web, (-Brace Nails C, 7F :a .`F k1-ta,i/yr FEB 0 9 2017 IT -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 9C bracing material, use IND 55 for T-Brace/I Brace . r °o'��`.�Ei+'f�.:2:$�w� aS:.'�»"i.]E:^ices', s�•h. S i. J.r,:. .Y af'r;-.. .�^1�+�:.u.. _..r_...n'4. _ ,r. -.`�.. = d¢. ...uZT7 . .'ler r -i:4 ,acs,:,. i;R e.!!:tc'R Fit!:tt`.• . 7*ZA; 'Y"; e&,7..�.'r�.•:�,. )If;• .. ... :Ifii:...__.. Oeslgn vof€c for use only wiln Mies: connectors. This design's based only upon. paramciers shown, and'¢ for an individuol,ts_+ding cernponent. ApplicablIlty, of design poramenten and proper Incorporation • of component h responsibility of budding 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 responsibiBty, of The erector. Additional permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regarding fdbiicaflon, quality control, storage• delivery. erection and bracing, consult ANSIM11 OuaBty Criteria, OSB -89 and BCSII Building Component Safely information avoiJobie from Truss Plate IruBtute. 583 O.Onof o Drive. Madison, wl 53719. 7777 Greenback Ln. Suite# tog Citrus llezghts. Ca. 95610 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size i 2 i 2x3 or 2x4 1 x4 (*} T -Brace 1 x4 (`) [-Brace 2x6 1 x6 (') T -Brace 2x6 1 -Brace 2x8 2x8 T -Brace 2x8 I -Brace Brace Size k for Two -Ply Truss —i Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 1 -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x6 T -Brace 2x81 -Brace / TA3RACE ' Nails � Section Detail T -Brace Web r Nails Web, (-Brace Nails C, 7F :a .`F k1-ta,i/yr FEB 0 9 2017 IT -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 9C bracing material, use IND 55 for T-Brace/I Brace . r °o'��`.�Ei+'f�.:2:$�w� aS:.'�»"i.]E:^ices', s�•h. S i. J.r,:. .Y af'r;-.. .�^1�+�:.u.. _..r_...n'4. _ ,r. -.`�.. = d¢. ...uZT7 . .'ler r -i:4 ,acs,:,. i;R e.!!:tc'R Fit!:tt`.• . 7*ZA; 'Y"; e&,7..�.'r�.•:�,. )If;• .. ... :Ifii:...__.. Oeslgn vof€c for use only wiln Mies: connectors. This design's based only upon. paramciers shown, and'¢ for an individuol,ts_+ding cernponent. ApplicablIlty, of design poramenten and proper Incorporation • of component h responsibility of budding 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 responsibiBty, of The erector. Additional permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regarding fdbiicaflon, quality control, storage• delivery. erection and bracing, consult ANSIM11 OuaBty Criteria, OSB -89 and BCSII Building Component Safely information avoiJobie from Truss Plate IruBtute. 583 O.Onof o Drive. Madison, wl 53719. 7777 Greenback Ln. Suite# tog Citrus llezghts. Ca. 95610 JANUARY 1, 2009 nl�o 0 00 � oil �a MTek USA, Inc. Nailing Pattern L -Brace size Nail Size, Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. Note': Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) Nails t L -BRACE DETAIL ST - L -BRACE MITek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. DIRECT SUBSTITUTION NOT AMICABLE. SPACING k WE8 ' k L -BRACE L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1x4 *" 2x6 1x6 A. 2x8 2x8 DIRECT SUBSTITUTION NOT AMICABLE. SPACING k WE8 ' k L -BRACE "DIRECT SUBSTITUTlON.NOT APLICABLE. Nails / Section Detail L -Br ace , � U Web 'z C::,,C::s r rf�� L -Brace must be same species grade (or better) as web member. t .9'•i -t 'ri'A•i_ J.:C{ . 7el':; l:rz?iq rt :Jn!f.•e::,wJi:! unaF o:.C.r.� ••<,:'P -S 64 t x{�.: r{ 1 rr , rs„per•. r•r_-q. ...�. ri_v.,afivz: ;�c . .:.. Design valid for use Cf%' with MiTed ccnnecfors. Tnb design is cased c. -y upon ,.o ame!ers snout... one is !or en me iiia ,al trs,i-crag cer.-xnen' AppSCablllty of design paromenfercand properfncorporaflon of component is responsibmfy of building designer • not Iruss designer. Bracing stWwn Is for lateral support of Individual web members only. Additional temporary bracing to insure stability Curing construction Witte responsibility of the erector. Additional permanent bracing of the overall structure is the responsaTmry of the'bulding designer. For general guidance regarding fabrication, quotlty control, storage. delivery. erectiomand bracing. consuff ANSI/11`11 quality Criteria. OSS -99 and eCS11 Building Component Safety Irdormatlon ovoiloble from Truss Plate Institute, 583 D'Onofrio Drive, Modison, wf 53719. FEB 09u � 7777 Greenoack Ln. Suite# 109 C11— HeinMa_ en. 39e10 L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size I 1 2 20 or 2x4 2x4 ••• 2x6 2x6 2x8 2x8 "* -- "DIRECT SUBSTITUTlON.NOT APLICABLE. Nails / Section Detail L -Br ace , � U Web 'z C::,,C::s r rf�� L -Brace must be same species grade (or better) as web member. t .9'•i -t 'ri'A•i_ J.:C{ . 7el':; l:rz?iq rt :Jn!f.•e::,wJi:! unaF o:.C.r.� ••<,:'P -S 64 t x{�.: r{ 1 rr , rs„per•. r•r_-q. ...�. ri_v.,afivz: ;�c . .:.. Design valid for use Cf%' with MiTed ccnnecfors. Tnb design is cased c. -y upon ,.o ame!ers snout... one is !or en me iiia ,al trs,i-crag cer.-xnen' AppSCablllty of design paromenfercand properfncorporaflon of component is responsibmfy of building designer • not Iruss designer. Bracing stWwn Is for lateral support of Individual web members only. Additional temporary bracing to insure stability Curing construction Witte responsibility of the erector. Additional permanent bracing of the overall structure is the responsaTmry of the'bulding designer. For general guidance regarding fabrication, quotlty control, storage. delivery. erectiomand bracing. consuff ANSI/11`11 quality Criteria. OSS -99 and eCS11 Building Component Safety Irdormatlon ovoiloble from Truss Plate Institute, 583 D'Onofrio Drive, Modison, wf 53719. FEB 09u � 7777 Greenoack Ln. Suite# 109 C11— HeinMa_ en. 39e10 JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE QQ ® MiTek USA, Inc. Page 1 of 1 n� Note: Scab -Bracing to be used when continuous ' end lateral bracing at midpoint (or T -Brace) is Lu impractical. Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES (OR BETTER) AS THE WEB. s ' . MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 t u P- "fir •,,,� 4: < C U t 647.8 U. � �`•'r CIti i''v FEB 0 9 . a A. ' Ci V"..Tcr[ �' i dl/o:rrc�L:.•� r_,:i( • y g • •ti , I .Y"�. `-'r.:vcH ..1 .e_cr-:aE,.r..4.rae...>r.•rfi;*.;,:Wc:,„.>.rr.=.•s;:.tY.......s'r,:rraa3Lxry;'r.;;,7r.: .r�xzr� s:vp, Design valid lot use only with N Tek connectors. This design Is based only upon owometers shown, and is for on ineiviciuol buUding component. Appucobi9ty of design aaromenten and proper incorporofion of component h responsiblly at builcingdesigner -not truss designer. Bracing shown i is for lateral suppon of individual web members only. Additional temporarybracing to insure stabilityduring constsuction Is the responsibillity of the I �:(� i,• ; ;'{;.;.1 A erector. Addlilonaf permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regording u�c� �� Ham• H-" a • •, fobscoilon, quality control, storage. dethery, erection and brocing. consult ANSI/TPII Qua81y criteria, OSB.89 and BCSII Building compenenf S Ln. 7777 Greenback upe# 109 Safety ndormotlon available from Truss Plate Institute, 583 D'Onoft Drive. Madison, WI 537 i9. Citrus Heights. k Ln.Ca.95610ull e - � o r g _ v7 U F.. a) N N L OW : E io v` a O< z as dQ a) O MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 0317-103 Fax 916/676-1909 Denny The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R50099168 thru R50099210 My license renewal date for the state of California is December 31, 2018. Q�OFESSIO/V �c<O ONIO h�F.yc C 76428 o: o * EXP. 12/31/2018 ti March 28,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. nny Plate Offsets (X.Y)— fB:0-3-5.0-0-141, (1:0-3-50-0-141 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. LOADING (psf) ��2 R50099168 0317-103 A01 Hip Girder 1 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.12 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:29 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU zY07i-nUXieD8cG4UXm4tak3Xt4AAVBq_2gHLJcp75NzWiiF4 r -2-0-0 I 077� 5-4-9 I 20-0-0 22-8-2 260-40 28-0-0 2�-2 3-3-0-0 -0-2 4--7- 4 4-7-7 -1 2-"2 3-3-14 _1 Scale = 1:49.7 4x4 = O(/ 3x5 = 2x4 I I 08 = 06 = .. ` 2x4 11 .._ ' `V 3x4 =` 4x8 = 3x4 = 4x4 = 5.00 512 4x8 = 2x4 II — _ 3:':"1N110-7-7 15-4.9 20-0-0 22A 6-0-0 3-3-14 2-8-2 4-7-7 Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 4-7-7 2-8-2 3-3-14 Plate Offsets (X.Y)— fB:0-3-5.0-0-141, (1:0-3-50-0-141 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.12 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.36 M -N >869 180 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 fit BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.08 1 n/a n/a 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 Ib uplift at joint B and 410 Ib uplift at BCDL 10.0 Code IBC2015/rP12014 Matrix -MSH 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Weight: 276 Ib FT = 20% LUMBER- BRACING - T>1 CIV o- TFOF TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 67 Ib down at 13-11-4, 67 Ib down at 15-11-4, and 67 Ib down at 17-11-4, and 319 Ib down and 78 Ib up at 19-11-4 on bottom 2-0-0 oc purlins (6-0-0 max.): D -G. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=1979/0-5-8, 1=1979/0-5-8 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Max Horz B=-58(LC 9) MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Uplift B=-410(LC 4), 1=410(LC 5) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4314/826, C -D=-4387/885, D -E=4005/828, E -F=551511149, F -G=-4011/831, G -H=-4393/888, 1-1-1=-4311/827 BOT CHORD B -Q=-699/3959, P-0=699/3959, N -P=1075/5542, M -N=-1075/5542, L -M=-1068/5515, K -L=715/3956,1 -K=-715/3956 WEBS D -P=-157/1261, E -P=1760/368, E -N=01346, F -M=0/332, F -L=-1725/356, G -L=-157/1259, H -L=-118/251 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 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. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 5) Provide FESS/ON 114E adequate drainage to prevent water ponding. 6) This truss has been designed for 10.0 bottom QR ONjO a psf chord live load nonconcurrent with any other live loads. ' ,5 Oji 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 fit will between the bottom chord and any other members. 8) A 2 m C 76428 plate rating reduction of 20% has been applied for the green lumber members. J Z 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 Ib uplift at joint B and 410 Ib uplift at 4 joint I. * y EXP /3112018 ti 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 87 Ib up at 6-0-0, 88 Ib down and 87 Ib up at 8-0-12, 88 tb down and 87 Ib up at 10-0-12, 88 Ib down and 87 Ib up at 12-0-12, 88 Ib down and 87 Ib up at 13-11-4, 88 Ib down 87 Ib 15-11-4, T>1 CIV o- TFOF and up at and 88 Ib down and 87 Ib up at 17-11-4, and 106 Ib down and 87 Ib up at CALF 20-0-0 on top chord, and 319 Ib down and 78 Ib up at 6-0-0, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 13-11-4, 67 Ib down at 15-11-4, and 67 Ib down at 17-11-4, and 319 Ib down and 78 Ib up at 19-11-4 on bottom March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 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, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job, Truss Denny850099168 FrussiTypreQtyPly 0317-103 A01 1' L Jab Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:30 2017 Page 2 ID:XiO7wy1JNOxgp7VFYstYU zYO7i-Fh55sZ8E10c0NESmIn26c0igxEKDnHXUYGZhdpzWiiF3 .12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 7 1) Dead + Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: A -D=-60, D -G=-60, G -J=-60, B-1=20 Concentrated Loads (lb) Vert: D= -88(B) G= -88(B) 0=-50(B) P= -319(B) L=-319(8) V=-88(8) W= -88(B) X= -88(B) Y= -88(B) Z= -88(B) AA= -88(B) AB= -50(8) AC= -50(B) AD= -50(B) AE= -50(B) AF=50(B) . r . ♦ r ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS, Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. - MiTek' 7777 Greenback Lane Job "�•'•"••••' • ••"' �^ Truss Truss Type Qty PlyDenny LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G + 2-0-0 oc purlins (4-10-10 max.): D -F. 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 850099169 0317-103 A02 Hip 1 1 Max Uplift B=-188(LC 4), H=-188(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2183/272, C -D=-1954/261, D -E=-1759/257, E -F=-1759/257, F -G=-1954/261, Job Reference (optional) 0.1 w s mar LO zu1/ MI I eK Inausmes, Inc. mon Mar 27 14:53:31 2017 Page 1 I D:Xi07vvylJNOxgp7VFYstYU_zYO7i-iteT3u9toikF?01 zsUZL9bFnebcWk Wenwl E9Fz WiF2 8-0-0 13.0-0 18-00 21-8-2 26.0-0 28-0-0 2-0-0 4-3-14 3-8-25-0-0 3-8-2 4-3.14 2-0-0 Scale = 1:49.7 4x4 = 3x4 = 4x4 = n 3x5 2x4 II 4x8 = 3x , 6 4x8 = 2x4 II 3x5 = ' = 4-3-14 8-0-0 18-0-0 21-8 6-0-0 4-3-14 3-R-7 ' 1n_n_n LOADING (psf) ' TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL ' 1.15 Lumber DOL 1.15 Rep Stress Incr 1 YES Code IBC2015/TP12014 CSI. f TC 0.21 BC 0.60. WB 0.30 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.21 K -M >999 240 Vert(CT) -0.72 K -M >432 180 Horz(CT) 0.09 H n/a n/a PLATES GRIP MT20 220/195 Weight: 117 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G + 2-0-0 oc purlins (4-10-10 max.): D -F. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) B=1160/0 -5-8,H=1160/0-5-8 Max Horz B=-72(LC 9) Max Uplift B=-188(LC 4), H=-188(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2183/272, C -D=-1954/261, D -E=-1759/257, E -F=-1759/257, F -G=-1954/261, G -H=-2183/272 BOT CHORD B -N=-195/1976, M -N=-195/1976, K -M=-283/2054, J -K=-196/1976, H -J=196/1976 ` ` ,WEBS 0-M=-4/490, E -M=-437/162, E -K=437/162, F -K=-3/490 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 188 Ib uplift at joint B and 188 Ib uplift atapFESSIO& joint H. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q 4 �,� ONjO 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Lt7� c7 J C 76428 z • � a EXP.I31/2018 H * VTq �t� 60FCAU March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not �• a truss system. Before use, the building cesigner must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW R A'�®1�• I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1111 fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job .. Truss Truss Type Qty Ply Denny ,TCDL 10.0 Lumber DOL ` BCLL r 0.0 Rep Stress Incr R50099170 0317-103 A03 Hip 1 1 240 BOT CHORD 2X4 DF No.1 &Btr G Vert(CT) WEBS 2X4 DF Stud/Std G *Except J -K D -J: 2X4 DF No. t&Btr G Job Reference (optional) systems NIUS Lumoer t;o, Anderson, (;A 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:31 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zY07i-iteT3u9toikF?Ol zsUZL9bFonefmwxenwl EgFzwiiF2 2-M 5.3-14 10-0-0 16-0-0 20-8-2 26-0-0 28-0-0 2-0-0 5 3-14 4 8-2 6-0-0 4-8-2 5-3-14 2-0-0 Scale = 1:49.7 1. f �o(f 3x5 = + 2x4 II 3x5 = 3x4 = 08 = 2x4 II 3x5 = 6x6 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 ,TCDL 10.0 Lumber DOL 1.15 BCLL r 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2015rrP12014 LUMBER - K TOP CHORD 2X4 DF No.1 &Btr G 240 BOT CHORD 2X4 DF No.1 &Btr G Vert(CT) WEBS 2X4 DF Stud/Std G *Except J -K D -J: 2X4 DF No. t&Btr G 180 BRACING - 26 -0-0 5.3-14 PLATES GRIP MT20 220/195 Weight: 117 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except 2-0-0 oc purlins (4-9-2 max.): D -E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) B=1160/0 -5-8,G=1160/0-5-8 Max Horz B=-87(LC 9) Max Uplift B=-173(LC 8), G=-173(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2164/226, C -D=-1739/221, D -E=-1554/226, E -F=-1739/221, F -G=-2164/227 BOT CHORD B -M=-207/1951, K -M=-207/1951, J -K=97/1554, 1-J=-126/1950, G -I=-126/1950 WEBS C -K=-438/157, D -K=-2/374, E -J=0/374, F -J=-437/159 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BC0L=6.0psf; 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 I - 3) Provide adequate drainage to prevent water ponding. i 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 173 Ib uplift at joint B and 173 Ib uplift at joint G. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q9OpF ESS ION44 0 N 10 h F2c C-) C 76428 �z m 0 * EXP. 12/31!2018 T9r CIVIL FOFCAI March 28,2017 MiTek' 7777 Greenback Lane 6.0-0 4.8-2 CSI. DEFL. in (loc) Udeft Ud TC 0.40 Vert(LL) , -0.07 K >999 240 BC 0.33 Vert(CT) -0.28 J -K >999 180 WB 0.20 Horz(CT) 0.09 G n/a n/a Matrix -MSH BRACING - 26 -0-0 5.3-14 PLATES GRIP MT20 220/195 Weight: 117 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except 2-0-0 oc purlins (4-9-2 max.): D -E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) B=1160/0 -5-8,G=1160/0-5-8 Max Horz B=-87(LC 9) Max Uplift B=-173(LC 8), G=-173(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2164/226, C -D=-1739/221, D -E=-1554/226, E -F=-1739/221, F -G=-2164/227 BOT CHORD B -M=-207/1951, K -M=-207/1951, J -K=97/1554, 1-J=-126/1950, G -I=-126/1950 WEBS C -K=-438/157, D -K=-2/374, E -J=0/374, F -J=-437/159 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BC0L=6.0psf; 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 I - 3) Provide adequate drainage to prevent water ponding. i 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 173 Ib uplift at joint B and 173 Ib uplift at joint G. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q9OpF ESS ION44 0 N 10 h F2c C-) C 76428 �z m 0 * EXP. 12/31!2018 T9r CIVIL FOFCAI March 28,2017 MiTek' 7777 Greenback Lane Job , Truss Truss Type -_J Qry PlylJob Denny LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD R50099171 0317-103 A04 Hip 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Reference (optional) Dyments rm5 LUMuer Lu, rulaerson, LA 8.110 s Mar 23 2017 Mil ek Industries, Inc. Mon Mar 27 14:53:32 2017 Page 1 10:Xi07wylJNOxgp7VFYstYU zYO7i-C3CrHEAVY?s6dYb9QC4aipo?h2 WF9mOa2nhizWiF1 r -211 6-3.14 122-0 14-0-0 19-8-2 26-0-0 28-0-0 2-0-0 6-3-14 5-8-2 2-0-0 5-8-2 6-3-14 2-0-0 �p 6x6 = 04 = Scale = 1:49.7 3x5 = 2x4 II 3x5 t 3x4 = 4x8 = 2x4 II 3x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.27 BC 0.36 WB 0.42 Matrix -MSH DEFL. in Vert(LL) -0.07 Vert(CT) -0.25 Horz(CT) 0.09 (loc) I/dell Ud K >999 240 K -M >999 180 G n/a n/a PLATES GRIP MT20 220/195 Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 2-0-0 oc purlins (5-8-8 max.): D -E. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1160/0 -5-8,G=1160/0-5-8 Max Horz B=-102(LC 9) Max Uplift B=-191(LC 8), G=-191(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2127/263, C -D=-1535/185, 0-E=-1348/202, E -F=1537/185, F -G=-2126/264 BOT CHORD B -M=-247/1911, K -M=-247/1911, J -K=72/1346, I -J=-146/1910, G-1=-146/1910 WEBS C -M=0/253; C -K=-624/193, D -K=-38/347, E -J=33/348, F -J=-622/194, F-1=0/252 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=115mph (3 -second gust) Vasd=91 mph; 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 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 191 Ib uplift at joint B and 191 Ib uplift at joint G. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �pFESS1ONq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co:' ONIO h� FyC 0 C 76428 �Z � a * XP.1y31/2018 OF CAW March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Denny TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 1 D-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 850099172 0317-103 A05 Common 1 1 Max Uplift B=-199(LC 8), F=-199(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2054/298, C -D=-1825/269, D -E=1825/269, E -F=2054/298 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:33 2017 Pagel ID:XiO7wylJNOxgp7VFYstYU_zY07i-gGmDUaB7JJ?zEhALzvbpEOK8KRlp eAxEEnLE8zWiFO -2-0-0 6-9-14 13-" 19-2-2 26-" 28-0-0 2-0-0 6-9-14 6-2-2 6-2-2 6-9-142-0-0 Scale: 1/4"=1' d LA 44 = D' 3x5 = 5x8 = 3x4 = 3x5 = 1$ LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.34 BC 0.49 WB 0.28 Matrix -MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.13 H -I >999 240 Vert(CT) -0.40 I -L >776 180 Horz(CT) 0.08 F- n/a n/a PLATES GRIP MT20 220/195 Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1160/0 -5-8,F=1160/0-5-8 Max Horz B=110(LC 12) Max Uplift B=-199(LC 8), F=-199(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2054/298, C -D=-1825/269, D -E=1825/269, E -F=2054/298 BOT CHORD B-1=283/1856, H-1=-79/1229, F -H=-173/1856 WEBS D -H=-107/645, E -H=-418/231, 0-1=-107/645, C -I=-418/231 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint B and 199 Ib uplift at joint F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q'�.OFESSIO& ON10 Fy =�40 76428 ZZ 1,`D � o r EXP. 12/31/2018 * OF CAOU March 28,2017 ®WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/0312015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hal ms CA 95610 Job. Truss Truss Type pry Pty Denny DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 850099173 0317-103 A06 Hip 1 1 BC 0.36 Vert(CT) -0.25 K -M >999 180 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint B and 191 Ib uplift at BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:34 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU zY07i-8SKbiwB14d7psrlYXc72nDtKArgj3L4TuXumazVYF? -2-0-06-3-14 12-0-0 14-01 19-8-2 26-0-0 28-0-0 I 2-0-0 6-3-14 5-8-2 2-0-0 5-8-2 6-3-14 2-0-0 6x6 = 4x4 = Scale = 1:49.7 3x5 = 2x4 II 3x5 = , 3x4 = 4x8 = 2x4 II 3x5 = 1¢ 0 6-3-14 5-8-2 I 2-0-0 1 5-8-2 6-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.25 K -M >999 180 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint B and 191 Ib uplift at BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.09 G n/a n/a 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BCDL 10.0 Code IBC2015rTP12014 Matrix -MSH J C-) C 76428 z -3. Weight: 121 Ib FT = 20% LUMBER- BRACING - * TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2X4 OF No.1 &Btr G 2-0-0 oc purlins (5-8-8 max.): D -E. 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 uide. REACTIONS. (Ib/size) 8=1160/0-5-8,G=1160/0-5-8 Max Horz 8=-102(LC 13) Max Uplift B=-191(LC 8), G=-191(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2127/263, C -D=-1535/185, D -E=-1348/202, E -F=1537/185, F -G=-2126/264 BOT CHORD B -M=-247/1911, K -M=-247/1911, J -K=72/1346, I -J=-146/1910, G -I=-14611910 WEBS C -M=0/253, C -K=-624/193, D -K=-38/347, E -J=33/348, F -J=-6221194, F-1=0/252 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=115mph (3 -second gust) Vasd=91 mph; 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 191 Ib uplift at joint B and 191 Ib uplift at joint G. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OFESSIOAt 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ON10 'P 2 J C-) C 76428 z -3. any EXP. 1 /31/2018 rT' * CMI �TFOF CAL March 28,2017 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M WII) connectors. This design is based only upon parameters shown, and is for an individual building component, not �` a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' ■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ty' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Chrus Heights. CA 95610 -Job. ss Truss Type Qty 6-0-0 4-8-2 5-3-14 LOADING (psf) r CSI. DEFL. in �F`IyTDenny R50099174 0317-103 7 Hip 1 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.28 J -K >999 180 eference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:34 2017 Page 1 10:Xi07wyl J NOxq p7 V FY stY U_zY07 i -8S KbiwB]4d7 psrlYXc72nDtlOrgTj6g4TuXumaz Wi F? -21.0 5-3-14 6-0-00 20-8-2 6-0-0 �-0 4-1'12-0-0 5-3-14 4--2 2I2 6x6 = 4x4 = Scale = 1:49.7 3x5 = 2x4 II 3x5 = 3x4 = 4x8 = 2x4 II 3x5 = 5-3-14 I 10.0-0 16-0-0 20-8-2 26-0-0 5-3-14 4.8.2 6-0-0 4-8-2 5-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.07 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.28 J -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.09 G nla n/a BCDL 10.0 Code IBC2015frPI2014 Matrix -MSH Weight: 117 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, BOT CHORD 2X4 OF No.1 &Btr G except WEBS 2X4 OF Stud/Std G *Except* 2-0-0 oc purlins (4-9-2 max.): D -E. O -J: 2X4 OF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) B=1160/0-5-8, G=1160/0-5-8 Max Horz B=87(LC 8) Max Uplift B=-173(LC 8), G=-173(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2164/226, C -D=-1739/221, D -E=-1554/226, E -F=1739/221, F -G=-2164/227 BOT CHORD B -M=-207/1951, K -M=-207/1951, J -K=97/1554, I -J=-126/1950, G -I=-126/1950 WEBS C -K=-438/157, D -K=-2/374, E -J=0/374, F -J=-437/159 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=9lmph; 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 173 Ib uplift at joint B and 173 Ib uplift at joint G. 90ESS10N4 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Oe �NIO (FiL 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. =g�i�Q� yF� G72 C-) C 76428 z o * EXP. 12/31/2018 TqT CIVIL FOFCA� March 28,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based Dory upon parameters shown, and is for an individual building component, not �R a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall �AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus He! his. CA 95610 Job Truss Truss Type Qty Ply,Denny. PLATES GRIP MT20 220/195 Weight: 120 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 cc purlins, except BOT CHORD 2X4 OF No.18Btr G R50099175 0317-103 A06 Hip 1 1 be installed during truss erection, in accordance with Stabilizer ' Installation guide. REACTIONS. (Ib/size) B=116010 -5-8.H=1160/0-5-8 Max Horz B=-72(LC 9) Job Reference o tional .y.r. ....... ..r w, vruerson, v„ 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:35 2017 Pagel ID:XiO7wylJNOxgp7VFYslYU_zY07i-ceu_vGCNrwFgU?Kk5KeHJRQ WoF 1 tSXIDiYGRIOzWi F_ -2-0-0 4-3-14 8-0-0 13-0-0 18-0-0 21-8-2 26-0-0 28.0-0 2-0-0 4-3-14 3-8-2 5-0-0 5-0-0 3-8-2 4-3-14 2-0-0 4x4 = 4x8 = 4x4 = Scale = 1:49.7 3x5 — 2x4 II 4x8 - 3XIS 2x4 II 4x8 = 2x4 II 3x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015rTP12014 CSI. TC 0.21 BC 0.32 WB 0.34 Matrix -MSH DEFL. in Vert(LL) -0.09 Vert(CT) -0.29 Horz(CT) 0.10 - (loc) : I/deft Ud L >999 240 L -N >999 180 H n/a n/a PLATES GRIP MT20 220/195 Weight: 120 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 cc purlins, except BOT CHORD 2X4 OF No.18Btr G 2-0-0 oc purlins (4-11-2 max.): D -F. 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) B=116010 -5-8.H=1160/0-5-8 Max Horz B=-72(LC 9) Max Uplift B=-188(LC 4), H=-188(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2197/263, C -D=-1919/285, O -E=-1728/278, E -F=-1728/278, F -G=-1919/285, G -H=-2197/262 BOT CHORD B -O=-187/1988, N-0=187/1988, L -N=253/2099, K -L=-253/2099, J -K=-188/1988, H -J=188/1988 WEBS C -N=-279/114, D -N=-14/467, E -N=-528/101, E -K=-528/101, F -K=-14/467, G -K=-279/115 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 188 Ib uplift at joint 8 and 188 Ib uplift at Q9,pFESSIO/yq joint H. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��O ��ONjO 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �$ Q C 76428 z Of 0 * EXP /31/2018 ti s� CIVIC �TFOFCAUF March 28,2017 -� WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.747J rev. f 0/OJ/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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his, CA 95610 Job Truss Truss Type Qry Ply Denny PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 850099176 0317-103 A09 Hip Girder 1 1.15 BC 0.55 Vert(CT) -0.43 M -N >730 180 grip DOL=1.33 BCLL 0.0 Rep Stress Incr Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:37 2017 Page 1 ID:XiO7wylJNOxgp7VFYslYU_zY07i-Y t OkKyEdNYVOjJU7CIgIPsVsm3fowR 1 W9slYMVZWIEy 2-0-0 3-3-14 6-0-0 10-7-7 15-4-9 20-0-0 22-8-2 26-0-028-0-0 • 2-0-0 3-3-14 2-8-2 4-7-7 4-9-3 4-7-7 2-8-2 3-3-14 2-0-0 o`F 4x4 = 5.00 12 4x8 = 3x4 = 4x4 = Scale = 1:49.7 JxJ - 3x6 — 2x4 I I 4x8 = 4x6 _ 2x4 11 3x4 = 4x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.14 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.43 M -N >730 180 grip DOL=1.33 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) . 0.09 1 n/a n/a ��� �� BCDL 10.0 Code. IBC2015frP12014 Matrix -MSH U O� C 76428 0;',joint connection (by others) of truss to bearing plate capable of withstanding 461 Ib uplift at joint B and 371 Ib uplift at Weight: 276 Ib FT = 20% LUMBER- Cif EXP. 12/3112018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 87 Ib up at BRACING - 6-0-0, 88 Ib down and 87 Ib up at 8-0-12, and 88 Ib down and 87 Ib up at 10-0.12, and 97 Ib down and 92 Ib up at 12-0-12 on top TOP CHORD 2X4 DF No. t&Btr G chord, and 319 Ib down and 78 Ib up at 6-0-0, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, and 70 Ib down at 12-0-12, and 876 T CIVIL �P TOP CHORD Structural wood sheathing directly applied or 6-0-0'oc purlins, except BOT CHORD 2X6 DF SS G March 28.2017 2-0-0 oc purlins (5-9-6 max.): D -G. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=2197/0-5-8, 1=1837/0-5-8 Max Horz B=-58(LC 28) Max Uplift B=-461(LC 4), 1=371(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-4877/959, C -D=-4941/1015, D -E=-4512/947, E -F=-5936/1247, F -G=-3624/724, G -H=-3981/778, H-1=3962/724 BOT CHORD B -Q=-821/4477, P -Q=821/4477, N -P=-1335/6647, M -N=-1335/6647, L -M=-1165/5936, K -L=621/3635, 1-0-621/3635 WEBS D -P=-202/1456, E -P=-2426/525, E -N=-40/839, E -M=-845/336, F -M=-142/809, F -L=2630/583, G -L=-203/1244 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 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. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed �ypFESSIQNq 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 20.0psf the bottom Q ONIO of on 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 = P tCp 2 plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical U O� C 76428 0;',joint connection (by others) of truss to bearing plate capable of withstanding 461 Ib uplift at joint B and 371 Ib uplift at _, Z I.0 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Cif EXP. 12/3112018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 87 Ib up at 6-0-0, 88 Ib down and 87 Ib up at 8-0-12, and 88 Ib down and 87 Ib up at 10-0.12, and 97 Ib down and 92 Ib up at 12-0-12 on top chord, and 319 Ib down and 78 Ib up at 6-0-0, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, and 70 Ib down at 12-0-12, and 876 T CIVIL �P Ib down and 215 Ib up at 12-4-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. GFCA 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 28.2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w A'�e 1�• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V� R ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type .Ory Ply Denny 850099176 0317-103 A09 Hip Girder 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:37 2017 Page 2 ID:XiO7wylJNOxgp7VFYstYU_ZY07i-Y10kKyEdNYVOjJU7CIgIPsVsm3fowR1 W9slYMvzWiEy 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 -G=-60, G -J=60, B-1=20 Concentrated Loads (lb) Veri: D= -88(F) 0=50(F) P= -319(F) V=88(F)W=-88(F) X=97(F) Y= -50(F) Z= -60(F) AA= -876(F) 1 I ! r i t ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �LiTBk* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1o9 Citrus Heights, CA 95 Job. Truss Truss Type pry PLATES GRIP MT20 220/195 Weight: 289 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ]"'y rDennyR50099177 0317-103 801 Hip Girder 1 Max Uplift B=-435(LC 4), 1=-435(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4619/890, C -D=-4728/953, D -E=4319/892, E -F=6177/1286, F -G=-4327/895, G -H=-4735/957, H-1=-4615/890 ference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:39 2017 Pagel ID:XiO7wylJNOxgp7VFYslYU zY07i-UP7UIdFuv916yceVKAiDUHaSksNfOMCpdAEfQozWIEW -2-0-0 3-3.14 6-0-0 11-0-12 16-34 214-0 24.0-2 274-0 294-0 2-0-0 3-3.14 2-8-2 51-12 5-2-8 5-0-12 2 8-2 3-3-14 4x4 = 5.00 F12 4x8 = 3x4 = 4x4 = Scale = 1:51.9 Hr HV AM 3x0 — 3x6 _ 2x4 II 4x8 = 4x6 = 2x4 II 3x4 = 48 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.28 BC 0.33 WB 0.31 Matrix -MSH DEFL. in (loc) Well Ud Vert(LL) -0.14 M -N >999 240 Vert(CT) -0.44 M -N >750 180 Horz(CT) 0.09 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 289 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (5-6-12 max.): D -G. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=2101/0-5-8, 1=2101/0-5-8 Max Horz B=-58(LC 9) Max Uplift B=-435(LC 4), 1=-435(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4619/890, C -D=-4728/953, D -E=4319/892, E -F=6177/1286, F -G=-4327/895, G -H=-4735/957, H-1=-4615/890 BOT CHORD B -Q=-757/4240, P -Q=757/4240, N -P=-1212/6207, M -N=-1212/6207, L -M=-1204/6177, K -L=-773/4236, I -K=-773/4236 WEBS C -P=-120/287, D -P=-169/1359, E -P=-2118/443, E -N=0/391, F -M=0/376, F -L=-2077/430, G -L=-170/1358, H -L=122/299 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 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. 4) Wind: ASCE 7-10; Vult=l l5mph (3 -second gust) Vasd=91 mph; 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has qjOF ESS/OA/ been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Q 4 F2c 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 �( ONIO h will fit between the bottom chord and any other members. 8) A �e P Fp 2 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 435 lb uplift at joint B and 435 Ib uplift at C 76428 z joint I. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. rr ��y EXP. 12131/2018 AV 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 87 Ib up at 't 6-0-0, 88 Ib down and 87 Ib up at 8-0-12, 88 Ib down and 87 Ib up at 10-0-12, 88 Ib down and 87 Ib up at 12-0-12, 88 Ib down and 87 Ib up at 13-8-0, 88 Ib down and 87 Ib up at 15-3-4, 88 Ib down and 87 Ib up at 17-3-4, and 88 Ib down and 87 Ib up at 19-3-4, T9 IV TFOFCqOF and 106 Ib down and 87 lb up at 21-4-0 on top chord, and 319 Ib down and 78 Ib up at 6-0-0, 67 Ib down at B-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 13-8-0, 67 Ib down at 15-3-4, 67 Ib down at 17-3-4, and 67 Ib down at 19-3-4, and 319 Ib down and 78 Ib up at 21-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of March 28.2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not �, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall n /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal Ms. CA 95610 Job + Truss Truss Type Qty _ Ply Denny 850099177 0317-103 BO1 Hip Girder 1 �t ` Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 14:53:39 2017 Page 2 I D:XiO7wylJNOxgp7VFYstYU_zY07i-UP7UIdFuv916yceVKAiDUHaBksNfOMCpdAEfQozwiEw ' 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 -D=-60, D -G=-60, G -J=60, B -I=-20 y Concentrated Loads (lb) Vert: D= -88(F) G= -88(F) 0=-50(F) P= -319(F) L= -319(F) V= -88(F) W= -88(F) X= -88(F) Y= -88(F) Z= -88(F) AA= -88(F) AB= -88(F) AC= -50(F) AD= -50(F) AE=50(F) AF=50(F) AG= -50(F) AH= -50(F) ( • M • I • I id r �� • WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747J rev. f0/03/2015 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, not �! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addhional temporary and permanent bracing P A'�e l.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. , Suite 109 Citrus Heights, CA 951 Job . SPACING- Truss Type Qty Ply Denny ]Truss I/defl Ud TCLL 20.0 Plate Grip DOL 850099178 0317-103 802 Hip 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(CT) Job Reference (optional) �+T•=' ��� ���_��. ry ��=�� r, i,rw 0.11U s mar Z3 ZU7 / mi IeK Industries, Inc. mon mar Z7 14:53:40 Zo17 Page 1 I D:XiO7wylJNOxgp7 VFYstYU_zYO7i-zchtyzGWgTtzamDhutDSOU7MYGjL7meyrq_CyEzWiiEv -2-0-0- 4-3-14 8-0-0 13-8-0 - 19-4-0 23-0-2 274-0 29-4.0 2-0-0 4-3-14 3-8-2 5-8-0 5-8-0 3-8-2 4-3-14 2-0-0 4x4 = 4x8 = 4x4 = Scale = 1:51.9 3x5 — 2x4 II 4x8 = 3x6 - 2x4 II 4x8 = 2x4 II 3x5 = I 4-3-14 8-0-0 13.8-0 19-4.0 - 0 274-0 4-3.14 3$-2 5-8-0 5-8-0 3-8-2 4-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.11 L >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.35 L -N >946 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.11 H n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MSH 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 REACTIONS. (Ib/size) B=1213/0-5-8, H=121310-5-8 Max Horz B=72(LC 8) Max Uplift B=-199(LC 4), H=-199(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2329/291, C -D=-2063/313, D -E=1862/306, E -F=1862/305, F -G=-2063/313, G -H=-2329/290 BOT CHORD B -O=-213/2109, N -O=-213/2109, L -N=-303/2335, K -L=303/2335, J -K=-213/2109, H -J=213/2109 WEBS C -N=-262/115, D -N=15/499, E -N=-636/124, E -K=-636/124, F -K=-15/499, G -K=-262/116 PLATES GRIP MT20 220/195 Weight: 125 Ib FT = 20% Structural wood sheathing directly applied or 4-3-8 oc purlins, except 2-0-0 oc purlins (4-7-15 max.): D -F. 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 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 199 Ib uplift at joint B and 199 Ib uplift at joint H. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pF ESSlp7yq! P�(ONip C 76428 z * EXE ]x/31/2018 rn S'T9T CI V ll FOFCAL March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r� e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,Y' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Nei his. CA 95610 Job Truss Truss Type Qry Ply Denny ]B03 74-0 4 8 2 5-3- 14 Plate Offsets (X Y)-- IB 0-0-6 Edgel [G:0-0-6 Edgel 850099179 0317-103 SPACING- 2-0-0 Hip 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.10 J -K >999 240 Job Reference (optional) �aJ,lcnu flu, Lw UUCI VU, HIIUGI,UII, VH 6.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:41 2017 Page 1 I D:Xi07wylJNOxgp7 VFYstYU_zY07i-RoFFAJH8Rm?gCwnuRalhZigQAg3PsHe64UjmVgzWlEu 2-"5-3-14 10-" 17.4-0 22 0-2 27 4-0 29.4-0 2-0-0 5-3-14 4 8-2 74-0 4-8-2 5-3-14 YoQ 6x6 = 06 = Scale = 1:51.9 3x5 = 2x4 II 3x5 = 3x4 = 4x8 = 2x4 II 3x5 = 5-3-14 10-0-0 17-4-0 22-0-2 27-4-0 5-3-14 4.8-2 74-0 4 8 2 5-3- 14 Plate Offsets (X Y)-- IB 0-0-6 Edgel [G:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.10 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.38 J -K >866 180 'BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.10 G n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MSH Weight: 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Bir G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 DF Stud/Std G 'Except' 2-0-0 oc purlins (3-8-6 max.): D -E. D -J: 2X4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1213/0-5-8, G=1213/0-5-8 Max Horz B=87(LC 8) Max Uplift B=-175(LC 8), G=-175(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2292/234, C -D=-1890/250, O -E=1698/255, E-17=1891/250, F -G=-2292/235 BOT CHORD B -M=-211/2068, K -M=-211/2068, J -K=127/1698, 1-J=-151/2068, G -I=-151/2068 WEBS C -K=-407/160, O -K=0/402, E -J=0/402, F -J=-407/162 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 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. �OFESSjONq 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint B and 175 Ib uplift at Qe O 10 8 `F joint G. N 0� P�� hCc 2Ci Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �_ 2 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J UO C 76428 Z X Cif * ?E XP.Y3112018 H OF CAIJ March 28,2017 ® WARNING - verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing uMiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.99. Job ' Truss Truss Type Qty Ply 5-8-2 6-3-14 Plate Offsets (X,Y)-- (B:0-0-6 Edgel, [G:0-0-6 Edgel grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 R50099180 FJObReference 0317-103 B04 Hip 1 1 TC 0.27 Vert(LL) -0:08 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:41 2017 Page 1 10:Xi07wylJ NOxq p7JFY stY U_zY07 i-RoF FAJ H 8Rm?q Cwnu RalhZigX Pg 3M sD864 UjmVgzwii Eu -2-0-0 6-3-14 12-M15-4-0 21-0-2 27-4-0 29-0-0 2-0-0 6.3-14 5-8-2 3-4-0 5-8-2 6-3-14 2-0-0 6x6 = 4x4 = Scale = 1:51.9 3x5 = 2x4 II 3x5 = 3x4 = 4x6 = 2x4 II 3x5 = Ii 6 12-0-0 15-0-0 21-0-2 274-0 6-3--3-1414 5-8-2 } 3-4-0 5-8-2 6-3-14 Plate Offsets (X,Y)-- (B:0-0-6 Edgel, [G:0-0-6 Edgel grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0:08 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.27 K -M >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.10 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH FOFCAL Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 DF Stud/Std G 2-0-0 oc purlins (5-5-15 max.): D -E. 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) B=1213/0-5-8, G=1213/0-5-8 Max Horz 8=-102(LC 9) Max Uplift B=-193(LC 8), G=-193(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2262/269, C -D=-1675/190, D -E=1477/207, E -F=1676/190, F -G=-2262/269 BOT CHORD B -M=-252/2035, K -M=-252/2035, J -K=76/1476, I -J=-151/2035, G -I=-151/2035 WEBS C -M=0/251, C -K=-617/194, D -K=-31/374, E -J=17/375, F -J=-616/195 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 pat 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 193 Ib uplift at joint B and 193 Ib uplift at ESS/ON, joint G. 6 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q9'0V O�ONIO �F2 ��lr�P� y� C ' 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �� J f° C 76428 z � o EXP. 12/31/2018 * p�T CMI FOFCAL March 28,2017 '—A WARNING - Ver71y design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473re, 10/03/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall AiT®k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal his, CA 95610 Job Truss Truss Type pry, Ply Denny I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 850099181 0317-103 B05 COMMON 7 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.41 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:42 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-v_pdN8mC47hp4M471Gw5vcjO4MSbZgFJ8TJ 16zWlEl 2-0-0 5-9-2 7-1-14 11-2-0 13�-0 16-2.0 20-2-2 21-6-14 27-4-0 29-4 2-0-0 5-9-2 1-0-12 4-0 2 2 6-0 2 6-0 4-0-2 1-4-12 5-9-2 Scale = 1:50.2. 3x4 = 4x4 = 2x4 II 4x8 = 5x8 = 5x8 = 2x4 II 4x4 = 55--91:2- 9-03-15 112-0 T 16-2-0 5-M -0- I 62 0-1 27-0-0 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.20 L -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.41 J -K >806 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 H n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MSH Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btf G TOP CHORD BOT CHORD 2X4 OF No.1 &BIT G BOT CHORD WEBS 2X4 OF Stud/Std G 'Except' K -L: 2X6 OF SS G REACTIONS. (Ib/size) 8=1313/0-5-8, H=1313/0-5-8 Max Hoa B=115(LC 12) Max Uplift B=-106(LC 8), H=-106(LC 9) FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2539/68, C -D=-2011/0, D -E=-272/0, E -F=-272/0, F -G=-2011/0, G -H=-2539/68 BOT CHORD B -N=-86/2293, L -N=-86/2293, K -L=0/1799, J -K=0/2293, H -J=0/2293 WEBS D -L=0/388, F -K=0/388, C -L=660/235, G -K=-660/236, D -F=-1624/37 Structural wood sheathing directly applied or 4-44 oc purlins Rigid ceiling directly applied or 140-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) 200.01b AC unit load placed on the lop chord, 13-8-0 from left end, supported at two points, 4-40 apart. 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 1-40 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint B and 106 Ib uplift at joint H. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q'?-OFESS/ONgC ONIO F'G C 76428 7 � o * � EXR 12/31/2018 r rOF CAU1 March 28,2017 ® WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job • TrUSS7 Truss Type Qty (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.16 G -H >999 240 MT20 220/195 0317-103 B06 Common 2 [lyIDennyR50099182 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.08 E n/a n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:43 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zY07i-NBN?a?tOzOFYRExGZ?n9e71rcTiEK9DPXoCtZ7-zWiiEs 7-1-14 13-8-0 20-2-2 27-4-0 294-0 7-1-14 6-6-2 , 6-6-2 7-1-14 2-0-0 • Scale: 1/4"=V 4x4 = 4x4 = oxa —, 3x4 = 4x4 = 9-3-15 18-0-1 - 274-0 9-3-15 8-8-2 9-3-15 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.16 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.50 H -K >650 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.08 E n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 109 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1089/0-5-8, E=1218/0-5-8 Max Horz A=-129(LC 9) Max Uplift A=-158(LC 8), E=-207(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=2201/331, B -C=1955/299, C -D=1936/286, D -E=-2178/317 BOT CHORD A -H=-317/1995, G -H=-89/1305, E -G=-187/1970 WEBS C -G=-114/682, O -G=-442/244, C -H=-126/708, B -H=-456/251 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 Ib uplift at joint A and 207 Ib uplift at joint E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQ�OFESS/0A, P�(ONIO F r° C 76428 z X o * EXP. 12/31/2018 f ��• -aC �TF March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/0312015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type. pry Piy floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 7DennyR50099183 0317-103 B07 COMMON 1 1ce BC 0.54 Vert(CT) -0.51 F -M >648 180 BCLL 0.0 ' Rep Stress Incr (optional) aysrems nus Lumber to, mnaerson, LA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:44 2017 Page 1 I D:Xi07wylJNOxgp7VFYstYU_zYO7i-rNxNoLJOkhNP30 Wr7jlOBKIOMt2T3cTYmSyQ67zWiiEr 7-1-14 13-8-0 • 20-2-2 27.4-0 7-1-14 6-6-2 6-0-2 7-1.14 Scale = 1:45.1 r m A 04 = C 3x5 = 5x8 = - 3x4 = 3x5 = I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.16 F -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.51 F -M >648 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.08 E n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G ♦ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1093/0 -5-8,E=1093/0-5-8 Max Horz A=-100(LC 9) Max Uplift A=-159(LC 8), E=-159(LC 9) FORCES. (lb) -Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD A -B=2212/333, B -C=1966/300, C-0=1966/300, D -E=-2212/333 BOT CHORD A -G=-333/2005, F -G=105/1316, E -F=-233/2005 WEBS C -F=126/707, D -F=-457/251, C -G=-126/707, B -G=-457/251 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift at joint A and 159 Ib uplift at joint E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 99'()fESSI0N4e �O �ONIO F� 2 C 76428 z I- 0 `ry EXP. 12/31/20Y8 ti � OF 6AI�' March 28,2017 ® WARNING - Venify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 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, not ■ �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �1r� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSO-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 -- Citrus Heights, CA 95610 Job, TrussTruss Type Oty Ply Denny CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 R50099184 0317-103 808 Hip 1 1 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.27 I -K >999 180 BCLL 0.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:44 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-rNxNoLJOkhNP30 Wr7jlOBK12F1483aVYmSy067zWiEr 6-3-14 12-0-0 15-4-0 21-0-2 27-0.0 6-3-14 5-8-2 34-0 5.8-2 6-3.14 6x6 = 4x4 = Scale = 1:46.7 3x5 = 2x4 II 3x5 3x4 = 4x8 = 2x4 II 3x5 = f� 0 6-3-14 5.8-2 34-0 ---� 5-8-2 6-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.08 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.27 I -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.10 F n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MSH Weight: 120 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 2-0-0 oc purlins (5-5-8 max.): C -D. 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=1093/0-5-8, F=1093/0-5-8 Max Horz A=87(LC 8) Max Uplift A=-146(LC 8), F=146(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=2306/292, B -C=1701/198, C -D=1500/214, D -E=-1703/198, E -F=-2306/293 BOT CHORD A -K=290/2092, I -K=-290/2092, H -I=-98/1499, G -H=-204/2091, F -G=-204/2091 WEBS B -K=0/256, B -I=-6551212, C -I=-36/378, D -H=-20/379, E -H=653/213, E -G=0/255 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 146 Ib uplift at joint A and 146 Ib uplift at joint F. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �oFESS/ONq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. COQ 0N1O y`FZ p C 76428 z • � o * EXP. 12/31/2018 TqT CIV Il. FOFCAI March 28,2017 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10103/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall n a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ty' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hal his. CA 95610 Jcb Truss Truss Type pry Ply Denny P0317-103 TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins, BOT CHORD 2X4 OF No.1 &Btr G R50099185 WEBS 2X4 OF Stud/Std G B08D HIP 1 1 MiTek recommends that Stabilizers and required cross bracing 6) A plate rating reduction of 20% has been applied for the green lumber members. be installed during truss erection, in accordance with Stabilizer 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 Ib uplift at joint A and 570 Ib uplift at Installation uide REACTIONS. (Ib/size) A=1093/0-5-8, F=1093/0-5-8 Job Reference (optional) aysrems rius Lumuer uo, rVlaerson, LA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:45 2017 Pagel ID:VMYNFYXM2dzU439KHtUSWzWiMI-JZM?hKfV?VGhX5fgQpdjYgC6HOwo Wt?6hzeRzWiEq 6-10-2 13-0-8 14-3-8 20-5-14 274-0 6-10-2 6-2.6 1-3-0 6-2.6 6-10-2 ` 6x6 = 04 = f Scale = 1:46.6 4x6 = 2.4 II 3x5 = 3x4 = 4x8 = 2x4 II 4x6 = Ii 0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.35 BC 0.47 WB 0.58 Matrix -MSH DEFL. in Vert(LL) 0.09 Vert(CT) -0.28 Horz(CT) 0.10 (loc) I/deft L/d K -N >999 240 I -K >999 180 F n/a nla PLATES GRIP MT20 220/195 Weight: 123 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins, BOT CHORD 2X4 OF No.1 &Btr G except ' WEBS 2X4 OF Stud/Std G 2-0-0 oc purlins (5-6.7 max.): C -D. BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and required cross bracing 6) A plate rating reduction of 20% has been applied for the green lumber members. be installed during truss erection, in accordance with Stabilizer 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 Ib uplift at joint A and 570 Ib uplift at Installation uide REACTIONS. (Ib/size) A=1093/0-5-8, F=1093/0-5-8 FESSIO Max Horz A=-95(LC 30) � ONI� Max Uplift A=-570(LC 27), F=-570(LC 30) �t`O P C/ FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ? y TOP CHORD A -B=2275/1289, B -C=-1601/713, C -D=-1403/267, D -E=-1604/713, E -F=2273/1289 U O� y rt1 v C 76428 BOT CHORD A -K=1237/2060, I -K=784/2060, H -I=-152/1399, G -H=-690/2058, F -G=-1143/2058 z p � o * EXP 1 3112018)' WEBS B -K=0/283, B -I=-731/253, C -I=-50/369, D -H=-67/379, E -H=727/254, E -G=0/280 1ST CIVIL 1'60F NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 570 Ib uplift at joint A and 570 Ib uplift at joint F. FESSIO 8) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-4-0 for 73.2 � ONI� plf. �t`O P C/ 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ? y 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. U O� y rt1 v C 76428 z p � o * EXP 1 3112018)' 1ST CIVIL 1'60F CAOF March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. r. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 s Citrus Hei his, CA 95610 r Job . Truss Truss Type Qty Ply Denny 1.15 TCDL 10.0 Lumber DOL 1.15 R50099186 0317-103 809 Hip 1 1 Code IBC2015/TPI2014 WB 0.21 Horz(CT) 0.10 G n/a Job Reference (optional) Systems Plus Lumber Go, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:46 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU zY07i-nm28DILHFJd7lhgrE8KsGINHghlCXXZrEmRXAuzWiiEp -2-0-05-3-14 10-0-0 17-4-0 22-0-2 27.4-0 2-0-0 55-3.14 4-8-2 7-4-0 4-8-2 5-3-14 6x6 = 4x6 = Scale = 1:50.0 3x5 — 2x4 II 3x5 = 3x4 = 4x8 = 2x4 II 3x5 = I 5-3-14 10-0-0 17-0-0 22-0 2 27 -4 -0 - S -'1-1d � i I w r, wen ., .. 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 IBC2015/TPI2014 CSI. DEFL. in (loc) Udell Ud TC 0.73 Vert(LL) -0.10 I -J >999 240 BC 0.40 Vert(CT) -0.38 I -J >861 180 WB 0.21 Horz(CT) 0.10 G n/a n/a Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.18Btr G WEBS 2X4 DF Stud/Std G *Except* BOT CHORD D -I: 2X4 DF No. 1&Btr G WEBS REACTIONS. (Ib/size) G=1089/0-5-8, B=1218/0-5-8 Max Horz B=101(LC 12) Max Uplift G=-127(LC 9), B=-175(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2303/238, C -D=-1902/253, D -E=1716/266, E -F=1911/263, F -G=-2337/270 BOT CHORD B -L=227/2078, J -L=227/2078, I -J=-146/1709, H -I=-203/2124, G -H=-203/2124 WEBS C -J=407/160, D -J=0/402, E-1=0/406, F -I=-450/182 PLATES GRIP MT20 220/195 Weight: 119 Ib FT = 20% Structural wood sheathing directly applied or 4-1-8 oc purlins, except 2-0-0 oc purlins (3.8-0 max J: D -E. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt D -I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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 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 127 Ib uplift at joint G and 175 Ib uplift at �pFESS/0&4 joint B. Q 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �N)0 y Fy 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �Z C 76428 z � o * ESP.1231/2018 ti OF CATV March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 11111-7473re, 1010312015 BEFORE USE. r Design valid for use only with Mrfek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MiTek' iT®kw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type City Ply Denny 1.15 TCDL 10.0 Lumber DOL 1.15 R50099187 0317-103 B10 Hip 1 1 Code IBC2015/TPI2014 n/a nla Matrix -MSH Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:47 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zY07i-FycWQNMvOclzwrF2orr5ozwZ156xGwF_SQA4iKzWiEo -2-M 4-3-14 8-0-0 13-8-0 19-4-0 23-0-2 274.0 2-0-0 4-3-14 3.8-2 5-8-0 5-8-0 3-8-2 4-3-14 4x4 = 4x8 = 4x4 = Scale = 1:50.0 3x5 — 2x4 II 4x8 = 3x6 = 2x4 II 4x8 = 2x4 II 3x5 = 4-3-14 8-0-0 13-8-0 IQ -4-023-0-2 274.0 4-3-14 3-8-2 5-8-0 5-8-0 3.8-2 4 LOADING (psf)SPACING- DEFL. 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 SCOL 10.0 Code IBC2015/TPI2014 LUMBER - TOP CHORD 2X4 DF No.1&Btf G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G CSI. DEFL. in (loc) I/deft Ud TC 0.27 Vert(LL) -0.11 K >999 240 BC 0.37 Vert(CT) -0.35 J -K >934 180 WB 0.50 Horz(CT) 0.11 H n/a nla Matrix -MSH BRACING - TOP CHORD BOTCHORD REACTIONS. (Ib/size) H=1089/0-5-8, B=1218/0-5-8 Max Horz B=87(LC 8) Max Uplift H=-134(LC 5), 8=-200(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2340/297, C -D=-2074/317, D -E=-1872/308, E -F=1886/321, F -G=-2091/331, G -H=-2391/331 BOT CHORD B -N=-232/2119, M -N=-232/2119, K -M=-324/2354, J -K=-324/2354, I -J=-267/2179, H -I=-267/2179 WEBS C -M=-262/115, 0-M=-17/504, E -M=-645/130, E -J=633/122, F -J=-20/514, G -J=-314/140 PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 20% Structural wood sheathing directly applied or 4-2-5 oc purlins, except 2-0-0 oc purlins (4-7-8 max.): D -F. 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 J Installation guide NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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. �)FESS/0& 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint H and 200 Ib uplift at joint B. Oe ON10 <<c �� P�� 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. y 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. V O� y m Q C 76428 z Q� 0 * �y XP. 1y31/2018 ti r OF CAU' March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not Wit a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 1.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M Il fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job • Truss Truss TypeOty Ply Denny LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (5-9-3 max.): 0-G. R50099188 0317-103 B11 Hip Girder 1 2 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4493/855, C -D=-4594/916. D -E=-4198/859, E -F=5892/1201, F -G=4072/808, .] G -H=-4467/861, H -I=-4587/843 Job Reference (optional) t3.1lu s Mar Z3 ZU1 I Mi I eK Industries, Inc. Mon Mar 27 14:53:49 2017 Page 1 I D:XiO7wyl J NOxq p7 V F Y sIYU_zY07 i -C LkG2 N9YEOh99 POvGuZu 0?vkupEkttHwkfBn Cz WiE m -2-0-0 3-3-14 6-0-0 11-0.12 16-3-0 21-4-0 24-0-2 Al27 2-0-0 3-3-14 2-8-2 5.0-12 5-2-8 —�— 5-0-12 2.8-2 3-3-14 4x4 = 5 00 F 4x8 = 3x4 = 04 = Scale = 1:49.6 N. AB --- AC AD - AE AF AG 4x6 = 2x4 4x4 = 2x4 II 4x8 = 4x6 _ 2x4 II 3x4 = 4x8 _ II r 34 6-0-0 110-12 16.3-4X7-4 0 3-3-14 2.8-2 5-0-12 5-2-8 5-0-12 2-8-2 3-3-14 LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in floc) I/deft • Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.14 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.42 L -M >781 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.09 1 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -MSH Weight: 283 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (5-9-3 max.): 0-G. WEBS 2X4 DF Stud/Std G _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=2040/0.5-8, B=2051/0-5-8 r Max Horz B=72(LC 27) Max Uplift 1=-371(LC 5), B=-420(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4493/855, C -D=-4594/916. D -E=-4198/859, E -F=5892/1201, F -G=4072/808, G -H=-4467/861, H -I=-4587/843 BOT CHORD B -P=-753/4123, O -P=753/4123, M-0=1158/5963, L -M=-1158/5963, K -L=-1132/5892, J -K=750/4222, I -J=-750/4222 WEBS C -O=-116/277, D -O=-153/1306, E -O=-1983/406, E -M=0/374, F -L=0/371, F -K=-2039/435, G -K=-106/1211 NOTES- (12) 1) 2 -ply truss to be connected together with tOd (0.131"0") nails as follows: Top chords connected as follows: 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. 4) Wind: ASCE 7-10; VuR=115mph (3 -second gust) Vasd=91 mph; 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 5) Provide drainage to FESS/0/y adequate prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' �,0 ��ONIO 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 <u chord and any other members. O 2 m 8) A plate rating reduction of 20% has been applied for the green lumber members. 'Ui U C 76428 Z 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint I and 420 Ib uplift at Q 0 joint B. 10) Graphical purlin representation does not depict the size or the one of the purlin along the top and/or bottom chord. * EXP. 12/31/20,1,8 H f( / OF CNC March 28,2017 WN, WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.747J raw.10/03/1015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, antl is for an individual building component• not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall r� building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI7 Quality Criteria, DSO -89 and BCS] Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95i Job" Truss Truss Type Qry Ply Denny R50099188 0317-103 811 Hip Girder 1 Job Reference (optional) �Y­,^. • , ­^ .. — rv,ac,a� . — , C.l IU s mar [s ZU1 / ml I ex InausineS, Inc. Mon Mar Z/ 14:b3:49 ZU17 Page Z NOTES- (12) ID:XiO7wylJNOxgp7VFYstYU zY07i-CLkGr2N9YEOh99PQvGuZuO?vkupEkttHwkfBnCzWiiEm 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 87 Ib up at 6-0-0, 88 Ib down and 87 Ib up at 8-0-12, 88 Ib down and 87 Ib up at 10-0-12, 88 Ib down and 87 Ib up at 12-0-12, 88 Ib down and 87 Ib up at 14-0-12, 88 Ib down and 87 Ib up at 16-0-12, 88 Ib down and 87 Ib up at 18-0-12, 88 Ib down and 87 Ib up at 20-0.12, and 166 Ib down and 109 Ib up at 22-0-12, and 171 Ib down and 109 Ib up at 26-0-12 on top chord, and 319 Ib down and 78 Ib up at 6-0-0, 67 Ib down at 8-0-12, 67 Ib down at 10-0-12, 67 Ib down at 12-0-12, 67 Ib down at 14-0-12, 67 Ib down at 16-0-12, 67 Ib down at 18-0-12, 67 Ib -down at 20-0-12, 68 Ib down at 22-0-12, and 68 Ib down at 24-0-12, and 68 Ib down 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 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, G-1=-60, 13-1=20 Concentrated Loads (lb) Vert: D=-88(8) N=-50(8) 0=-319(8) L= -50(B) F=-88(8) J=52(13) Q=-131 R= -52(B) U= -88(B) V= -88(B) W= -88(B) X= -88(B) Y=-88(8) Z=-88(8) AA= -131 AB= -50(B) AC=50(13) AD= -50(B) AE= -50(B) AF=50(B) AG= -52(B) r ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10103/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandria, VA 22314. aff MiTek' 7777 Greenback Lane Job .. Truss Truss Type Qty Ply Denny F• TC 0.37 TCDL 10.0 Lumber DOL 1.15 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 10.0 850099189 0317-103 CO1 Common 1 1 - n' BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G Job Reference o tional u.1 iu s Mar zj 2ul t MI lex Industries, Inc. Mon Mar 27 14:53:50 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-gXle200nJX8YnJ_cTzPoQbX2Z18kTMpR80PkJfzWiiEl ' 6-9-0 _ 13-M 6.9-0 r 6-9-0 n m A Scale = 1:22.2 4x6 = B 3x5 = 6-9-0 6-9-0 Plate Offsets (X Y)— FA:0-2-8 Edgel IC:0-2-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 TCDL 10.0 Lumber DOL 1.15 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 10.0 Code IBC20151TPI2014 Matrix -MSH LUMBER - C n/a TOP CHORD 2X4 DF NO.1&Btf G n' BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G r DEFL. in (loc) I/def! Lid PLATES GRIP Vert(LL) -0.06 D -J >999 240 MT20 220/195 Vert(CT) -0.17 D -J >968 180 Horz(CT) 0.02 C n/a n/a Weight: 42 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. ^_^� �•�• (ID/size) A=540/Mecnamcal, G=540/0-5.8 - Max Horz A=50(LC 8) '. Max Uplift A=-78(LC 8), C=-78(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=881/116, B -C=-881/115 BOT CHORD A -D=-58/754, C -D=-58/754 WEBS B-01=0/320 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint A and 78 Ib uplift at joint C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. OQ�pf FSS/0"144 ONIO F v C 76428 �z IY 0 * �-y EX 31/2018 Ar S' civil- OF MIOF CA1.1F March 28,2017 MiTek' 7777 Greenback Lane Suite 109 �a Job •• Truss Truss Type city Ply Denny Plate Grip DOL 1.15 TC 0.37 r, MT20 220/195 TCDL • 10.0 850099190 0317-103 CO2 Common _ 2 1 WB 0.13 Horz(CT) 0.02 C , n/a n/a _ Code IBC2015rrPI2014 Matrix -MSH Job Reference (optional Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:50 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU zYO7i-gXle200nJX8YnJ_cTzPo0bX2X18mTNrR8OPkJfzWiiEl 6-9-0 13-M15& • 6-9-0 6-9-0 2-0-0 ` ••' Scale=1:25.3 ri A 4x6 = B 3x5 = I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.06 E -H >999 240 MT20 220/195 TCDL • 10.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.17 E -H >944 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.02 C , n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -MSH _ ' Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ► Installation guide. REACTIONS. (Ib/size) A=531/Mechanical, C=669/0-5-8 „ Max Horz A=-79(LC 13) Max Uplift A=-77(LC 8), C=-128(LC 9) " FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B-849/101, B -C=-853/112 BOT CHORD A -E-40/725, C -E=-40/725 WEBS B -E=0/315 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint A and 128 Ib uplift at joint C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.Q�QFESSION41 ONIO J C 76428 z any EXP. 12/31/2018 r ID CIVIL March 28,2017 WARNING - Verily design paramarers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuat building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss'Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job I. Truss Truss Type Qty Ply Denny TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 850099191 0317-103 E01 Common Girder 1 t Max Uplift B=-96(LC 4), D=-96(LC 5) • Max Grav B=362(LC 19), D=362(LC 20) ' FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Job Reference(optanal aysrenrs rms utmoer k Q. Anuerson, LA - B.TIu s Mar 23 Zu17 MiTek Industries, Inc. Mon Mar 27 14:53:51 2017 Page 1 ID:XiO7wylJNOxgp7VFYslYU zY07i-8js1GkPP4rGPPSYplhwlzp4FziZgCrGaN28lr5zWiEk 2-0-03-M 6-M 8-0-0 2-0-0 3-M 3-M 2-0-0 Scale c 1:18.7 4x4 = C Ii • - LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 t BCDL 10.0 �r 3-0-0 CSI. TC 0.20 BC 0.06 WB � 0.05 Matrix -MP 3-0-0 ' DEFL. in floc) I/defl Ud Vert(LL) -0.00 F >999 240 Vert(CT) -0.01 F >999 180 Horz(CT) 0.00 D n/a n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer A 4x4 = C Ii • - LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 t BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015rrP12014 3-0-0 CSI. TC 0.20 BC 0.06 WB � 0.05 Matrix -MP 3-0-0 ' DEFL. in floc) I/defl Ud Vert(LL) -0.00 F >999 240 Vert(CT) -0.01 F >999 180 Horz(CT) 0.00 D n/a n/a PLATES GRIP MT20 220/195 Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ` REACTIONS. (Ib/size) B=362/0-5-8, D=362/0-5-8 Max Horz B=37(LC 31) Max Uplift B=-96(LC 4), D=-96(LC 5) • Max Grav B=362(LC 19), D=362(LC 20) ' FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-263/24, C -D=-263/24 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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. 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 96 Ib uplift at joint B and 96 Ib uplift at joint D. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 Ib down and 61 Ib up at 3-0-0 on top chord, and 61 Ib down and 1 Ib up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OFESSIO& ON10 �2C LOAD CASE(S) Standard _ yF 2 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads V O C 76428 z (plf) J Vert: A -C=60, C -E=-60, G -J=20 Concentrated Loads Q �y EXP. 1213112018 N (Ib) * Vert: F=1(F) C= -5(F) l9 IV TFOF CALIF • March 28,2017 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10/01/2075 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek• always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job .'$ Truss Truss Type Qty Ply Denny 4-5-11 3-10.10 Plate Offsets (X Y)— 8:0-0-8 Edgel R50099192 0317-103 H01 Diagonal Hip Girder 6 1 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP Job Reference (optional) Jystems VlUS LUmDer 1;0, Anderson, GA 2-10-11 2-10-11 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:52 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU—zY07i-cvQPT4P2r9OGOc7?bORGVOdN76tuxGtjchurOXzWiiEj 4-5-11 84-5 4-5-11 3-10-10 3x4 II D A Scale = 1:20.8 REACTIONS. (Ib/size) 8=533/0.7-6, E=298/Mechanical Max Horz B=125(LC 7) Max Uplift B=-208(LC 4), E=-64(LC 8) ,FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-514/66 BOT CHORD B -F=74/464, E -F=-74/464 WEBS C -E=493/105 NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 208 Ib uplift at joint 8 and 64 Ib uplift at joint E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pF ESSIONq/ ���0 ONIo y etc CJ C 76428 Pz M Cif v * ��y EXP. 12131120 H gTF0 AL1F���\P March 28,2017 ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473,,,.1010312015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 M1/� A'�®1.' is aways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heicitits. CA 95 4-5-11 8-4-5 • 4-5-11 3-10.10 Plate Offsets (X Y)— 8:0-0-8 Edgel _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.01 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.03 E -F >999 180 8CLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.01 E n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MP Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 8=533/0.7-6, E=298/Mechanical Max Horz B=125(LC 7) Max Uplift B=-208(LC 4), E=-64(LC 8) ,FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-514/66 BOT CHORD B -F=74/464, E -F=-74/464 WEBS C -E=493/105 NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 208 Ib uplift at joint 8 and 64 Ib uplift at joint E. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pF ESSIONq/ ���0 ONIo y etc CJ C 76428 Pz M Cif v * ��y EXP. 12131120 H gTF0 AL1F���\P March 28,2017 ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473,,,.1010312015 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, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 M1/� A'�®1.' is aways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heicitits. CA 95 Job • Truss Truss Type . Ory Ply Denny Plate Grip DOL 1.15 TC 0.41 TCDL 10.0 R50099193 0317-103 H02 Diagonal Hip Girder 2 1 NO WB 0.00 BCDL 10.0 Code IBC2015lrP12014 Matrix -MP Job Reference (optional) ayslems rtus Lumoer Vo, ' Anaerson, t A 8.11D s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:52 2017 Page 1 I D:XiO7wylJNOxgp7 VFYstYU_zYO7i-cvOPT4P21gOGOc7?bORGVOd NR6tdxlJjchurOXzWiEj 2-9-15 4-1-7 2-9-15 4.1-7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 10.0 Lumber DOL 1.15 BC 0.08 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2015lrP12014 Matrix -MP LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.t&Btr G Scale = 1:13.6 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 D -G >999 240 MT20 220/195 Vert(CT) -0.02 D -G >999 180 Horz(CT) 0.00 B n/a n/a Weight: 16 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=76/Mechanical, 8=391/0-7-6, D=27/Mechanical Max Horz B=94(LC 4) Max Uplift C=-36(LC 8), B=-192(LC 4) Max Grav C=76(LC 1), B=391 (LC 1), D=63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 36 Ib uplift at joint C and 192 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS101V, =��O ON10 Fy 6 C 76428 AZ ;to � v EXP. 12/31/2018 � * . , i %gTFO�, CAk- March 28,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/07/2015 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. not �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y��T®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 J Job Truss Truss Type Qty Ply Denny I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 850099194 0317-103 J01 Jack -Open 15 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:53 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU_zYO7i-46znhQQgcSW7emiBB6yV2E9csVEbglZtrLdOw zWiiEi 41 2-0-0 1-9-7 1-9-7 1.9-7 Scale = 1:9.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MP Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X4 DF No.18Btr G REACTIONS. (Ib/size) C=13/Mechanical, B=259/0-5-8, D=-9/Mechanical Max Horz B=59(LC 8) Max Uplift C=-7(LC 8), 8=-104(LC 4), D=-9(LC 1) Max Grav C=13(LC 1), B=259(LC 1), D=26(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-7 oc purlins. 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. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 7 Ib uplift at joint C, 104 Ib uplift at joint B and 9 Ib uplift at joint D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQ,i,,OFESSIOAt ON10 h F.yG1 65 C 76428 *1 y EXP. 31/2018 r,?J* OF CAU, March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' iTek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - suite 1119 Job Truss Truss Type Oty Ply Denny PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 R50099195 0317-103 J02 Jack -Open 11 1 BC 0.07 Vert(CT) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr Job Reference o tional Jy5lem5 1-1115 wm0er t.0, Anuerson, uA - 6.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:53 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-46znhOOgcSW7emiB86yV2E9csVD_glZtrldOw_zWiiEi -2-0-0 3.9-7 2-" - 3-9-7 - - Scale = 1:14.0 LOADING (psf) SPACING- A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2X4 DF No. 18Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ;. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=82/Mechanical, B=301/0-5-8, D=35/Mechanical Max Horz B=92(LC 8) Max Uplift C=-43(LC 8), 8=-82(LC 4) Max Grav C=82(LC 1), B=301(LC 1), D=63(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) Vasd=91mph; TCDL=6.0psf; 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 1-R 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 43 Ib uplift at joint C and 82 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�Of ESSIOIV44 ON10 F2 v C 76428��z m o * EXP. 1 3112018 ti a IVIS ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII.7473 rev. 10/0312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. C OF CAY March 28,2017 Nit MiTek' 7777 Greenback Lane Job Truss 2-0-0 Qty Pty Denny850099196 Plate Grip DOL 1.15 7J..k TCDL 10.0 Lumber DOL 0317-103 J03 8CLL 28 1 YES WB 0.00 BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP Job Reference (optional) ayaenrs nus Lurnuer t,u, mnuerson, ,/A A 2-0-0 t1.1 lu S Mar 23 ZU11 Mi 1 ek Industries, Inc. Mon Mar 27 14:53:53 2017 Page 1 ID:Xi07wylJNOxgp7VFYstYU_zyO7i-46znhQQgcS W7emiB86yV2 E9axVBfglZtrLdOw_zwEI 6-M 6.0-0 Scale = 1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 TCDL 10.0 Lumber DOL 1.15 BC 0.22 8CLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.t&Bir G DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 D -G >999 240 MT20 220/195 Vert(CT) -0.14 D -G >509 180 Horz(CT) 0.00 B n/a n/a Weight: 20 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. _ _ REACTIONS. (Ib/size) C=148/Mechanical, B=378/0-5.8, D=70/Mechanical Max Horz B=130(LC 8) Max Uplift C=-79(LC 8), B=-84(LC 8) Max Grav C=148(LC 1), B=378(LC 1), D=107(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint C and 84 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,�'pFESS/O/V ONIO F P 2 C C 76428 9z Of 0 * EXP. 12/31/20 H �P �rFOFA11F0�C� March 28,2017 WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f 0/OJ/t015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �T®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Iy� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Duality Criteria, OSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job, Truss, Truss Type r Qty Ply Denny 0317-103 J03A Jack -Open 1 1 R50099197 C -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional • j SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP t Plate Grip DOL f A mi to s Mar z3 zui I MI I eK Industries, Inc. Mon Mar 27 14:53:54 2017 Page 1 I D:XiO7vvoJNOxgp7VFYstYU_zY07i-YIX9umRINme_GwHOipUkbRik2vW6PCpO3?NySQzWiEh 6-0-0 6-0-0 3x4 = C Scale = 1:16.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Veri(LL) 0.06 C -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.16 C -F >434 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 A n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MP Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. • BOT CHORD 2X4 DF No. t&Btr G + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ` MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=238/0-5-8, B=157/Mechanical, C=80/Mechanical Max Horz A=101(LC 8) Max Uplift A=-28(LC 8), B=-83(LC 8) Max Grav A=238(LC 1), 8=157(LC 1), C=110(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint A and 83 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t ' ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIrrPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q9_pFESS10/v 0 N 10 y�,P yc2 v C 76428 z O o * wry EXP.1231/2018 H OF CA�II March 28,2017 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type City Ply Denny TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud(Std G 850099198 0317-103 J03G JACK -OPEN GIRDER 1 2 Max Grav A=1133(LC 40), C=896(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1354/1267 i Job Reference o tional OyblerTlb rlUb Lurnuer uo, Anaer5on, UA A 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:55 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-OU5X66Sw84mrt4saGX?z7fFxDJgO8foAIf6V_szVViEg o -c -Z o -u -u 3-2-2 2-9-14 2x4 II 0 Scale = 1:18.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.24 BC 0.39 WB 0.02 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.05 C -E >999 240 Vert(CT) -0.14 C -E >502 180 Horz(CT) 0.00 C n/a n/a PLATES GRIP MT20 220/195 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. 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) A=1120/0-5-8, C=896/Mechanical Max Horz A=100(LC 28) Max Uplift A=-766(LC 27), C=-195(LC 27) „ Max Grav A=1133(LC 40), C=896(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1354/1267 i BOT CHORD A -C=-1081/1201 NOTES- (11) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 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=115mph (3 -second gust) Vasd=91 mph; 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 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. �FESSIOq/ 7) Refer to girder(s) for truss to truss connections. others) QR q( 8) Provide mechanical connection (by of truss to bearing plate capable of withstanding 766 Ib uplift at joint A and 195 Ib uplift at ��O ��ONIO joint C. 9) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to = P ccp 2 grip resist drag loads along bottom chord from 0-0-0 to 6-0-0 for 250.0 plf. U p� tm J v C 76428 Z �o 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 525 Ib down and 94 Ib up at 4 0 0-6-4, and 511 Ib down and 97 Ib up at 2-6-4, and 511 to down and 97 Ib up at 4-6-4 on bottom chord. The design/selection of y EXP. 1 131/2018 ^7 such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 15�� CMI LOADCASE(S) Standard N OFCAI. r.nntintipel nn March 28,2017 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev. 10/03/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:55 2017 Page 2 I0:Xi07wy lJ NOxq p7 V FY stYU_zyO7 i-OU5X66Sw84mrt4 saGX?z7fFxDJgO8foAl f6V_Sz Wi Eg LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=60, A -C=-20 Concentrated Loads (lb) 1 Y Vert: F= -525(F) G= -511(F) H=51(F) r, V • �. y 1 . ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Job, Reference (optional) Truss �JACK-OPEN.GIRDIER Truss Type Ory Plyy 850099198 0317-103J03G Job Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:55 2017 Page 2 I0:Xi07wy lJ NOxq p7 V FY stYU_zyO7 i-OU5X66Sw84mrt4 saGX?z7fFxDJgO8foAl f6V_Sz Wi Eg LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=60, A -C=-20 Concentrated Loads (lb) 1 Y Vert: F= -525(F) G= -511(F) H=51(F) r, V • �. y 1 . ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his. CA 95610 Job, Reference (optional) Truss �JACK-OPEN.GIRDIER Jou Truss Truss Type Ory PLATES GRIP TCLL '20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 E -H >999 240 :JPPI�yDennyR50099199 TCDL 10.0 Lumber DOL 1.15 0317-103 J04Jack-Open 3 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -MP Reference (optional) Systems Plus Lumber Co, Anderson, CA • -2-" 2-0-0 M A 8.110 s Mar 23 2017 MiiTek Industries, Inc. Mon Mar 27 14:53:55 2017 Page 1 I D:XiO7wylJNOxgp7VFYstYU_zYO7i-OU5X66Sw84mrt4saGX?z7fFwCJl28f3AIf6V_SzwEg 6-0-0 6-0-0 . Scale = 1:20.0 D LOADING 'pso SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL '20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.14 E -H >495 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -MP Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=381/45-8, E=72/Mechanical, C=191/0-3-1 ' Max Horz B=142(LC 8) Max Uplift B=-81 (LC 8), C=-101(LC 8) Max Grav 8=381(LC 1), E=108(LC 3), C=191(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. , NOTES- (8) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 1-40 wide will fit between the bottom chord and any other members. s 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 81 Ib uplift at joint B and 101 Ib uplift at joint C. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. g 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,ipFEss/o& � pN10 F2 CJ C 76428 PZ 0 any EXP.1y3112018 H '�OFCAUI March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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, not �• a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y��T®K� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95810 Job • Truss Truss Type Qty Ply Denny TCLL 20.0 Plate Grip DOL 1.15 TC 0.98 , Vert(LL) n/a n/a 999 R50099200 0317-103 LAY01 GABLE . 4 1 BCLL • 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G n/a n/a Job Reference (optional) oysrenrs nus Lwnuer %,o, r nuerson, LA + 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:56 2017 Page 1 I D:XiO7wylJNOxgp7 VFYstYU_zY07i-VhfwJSTYvNuiVERmgE WCgsnwTjGZt6VJXJs3XIzwtEf L 6-11-7 6-11-7 3x4 I I' Scale = 1:45.6 F 3x4/i K J I H G 3x4 II s � - LOADING (psf) r SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.98 , Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 BCLL • 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 53 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, - BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 6-11-7. , (lb) - Max Horz A=279(LC 5) Max Uplift All uplift 100 Ib or less at joints) G, H, J, I except A=-105(LC 6), K=-116(LC 8) _ Max Grav All reactions 250 Ib or less at joint(s) A, G, H, J, I, K FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-304/208 NOTES- ' (8) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 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, H, J, I except Qt=1b) A=105, K=116. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - F ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennamml bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , ,OFESSJIO& -9 ONIO F?, r° C 76428 7z � o * EXP. 12/3112018 H .yr�o�� FCNLV March 28,2017 t MiTek' 7777 Greenback Lane Suite 109 n l Job >• ' Truss Truss Type __[Oty SPACING- 2-0-0 Ply Denny } TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 R50099201 0317-103 LAY02 GABLE 4 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Job Reference (optional) aybrerns rtus Lumoer t.o, rvtoerson, t,/a 8.110 s Mar 23 ZU17 MiTek Industries, Inc. Mon Mar 27 14:53:56 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU_zY07 i-VhfwJSTYvNuiVERmgE WCgsn4zjGXt5DJXJs3XIzwlEf 7-7-7 777 • 3x4 II Scale: 1/4"=1' F 3x4 ii K J I H G 3x4 11 1 ' 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud } TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 220/195, R Lumber DOL 1.15 - Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 8.110 s Mar 23 ZU17 MiTek Industries, Inc. Mon Mar 27 14:53:56 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU_zY07 i-VhfwJSTYvNuiVERmgE WCgsn4zjGXt5DJXJs3XIzwlEf 7-7-7 777 • 3x4 II Scale: 1/4"=1' F 3x4 ii K J I H G 3x4 11 1 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATESGRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 220/195, TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.t &Btr G except end verticals. WEBS 2X4 DF No.1 &Bir 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 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-7-7. (Ib) - Max Horz A=307(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) H except A=-122(LC 6), G=-104(LC 7), J=-119(LC 8), 1=-111(LC 8), K=-125(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, H. J, I, K . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=338/230, B -C=-271/181 NOTES- (8) 1) Wind: ASCE 7-10; Vult=1t5mph (3 -second gust) Vasd=91mph; 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) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 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 = 10.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) H except 0=11b) A=122, G=104, J=1 19, 1=11 1, K=125. •8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. (FESS/04t ycc F.jc/ P�(0N10 77;71 . J Q C 76426 w r EXP. 1 3112018 AV T Vll ' -. �rFOFCAIC March 28,2017 �— WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/03/2075 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Chrus Hei Ms CA 95610 Job, , Truss Truss Type Oy Ply DennyReference ' TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 R50099202 TbJO 0317-103 SCI Jack -Closed 1 1.15 BC 0.03 Vert(CT) 0.00 G >999 180 BCLL 0.0 Rep Stress Incr (optional) oymcnm rwa r�niuer w, . wruersvn, i.r{ tl.11U 5 Mar 23 ZUl / MI I eK IOOUSIneS, Inc. Mon Mar Z714:53:57 2017 Page 1 I D:XiO7wylJNOxgp7VFYslYU_zY07i-zIDI WnTAghOZ7NOzNyl RC4Klr7cYcZZTlzbc3lzWiEe -2-0-0 1-10-15 2-0-0 1-10-15 Scale= 1:10.1 LOADING (psf) SPACING- 2-0-0 A DEFL. in Scale= 1:10.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 G >999 240 I MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code ISC2015/TPI2014 Matrix -MP Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2X4 DF No.18Btr 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) B=259/0-5-8, D=5/Mechanical, D=-5/Mechanical, C=18/Mechanical Max Horz B=61(LC 8) Max Uplift 8=-102(LC 4), D=-5(LC 1), D=-5(LC 1), C=-9(LC 8) Max Grav B=259(LC 1), D=25(LC 4), C=18(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; 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) D, C except (jt=1b) B=102. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�yOFESS/OA/ �O (ONIO Fy �5 P� 'ycc C-) C 76428 �z 17 - EXP. EXP. 1 31/2018 ti FOF CALIF March 28,2017 WARNING- Verfrydesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and is for an individual builtling component, not Wit a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall {�iT®k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iUi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heiohis, CA 951 W • � 'iF .yti3 Job • , ' Job-, Tru Truss Truss Type _ Qty Ply Denny CSI. DEFL. in (loc) I/deft• Ud PLATES GRIP TCLL 20.0 850099203 03 TC 0.17 Jack -Closed 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 D -G >999 180 Job Reference (optional) .y..<u.a nua .urnuar w, rumersmr, �M t1.liu s Mar z3 zut 1 MI i eK Induslnes, Inc. Mon Mar 27 14:53:57 2017 Pagel ID:XiO7wyIJNOxgp7VFYslYU zY07i-ztDIWnTAghOZ7NOzNy1RC4Klr7becZZTlzbc3lzwiEe -2-0-0 3-10-15 2-0-0 3-10-15 Scale = 1:14.2 UM 3 (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 to uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,OF ESS/0& �O �ONIO F2 J v C 76428 z � o * EX 3112018 31� CIVIL �TFOF CANE March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 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. not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 3-10-15 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft• Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D -G >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 C_ n/a n/a BCDL 10.0 Code IBC2015(TP12014 Matrix -MP Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&8tr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=86/Mechanical, B=305/0-5-8, D=37/Mechanical ,. Max Horz 8=95(LC 8) Max Uplift C=-45(LC 8), B=-82(LC 4) • Max Grav C=86(LC 1), 8=305(LC 1), D=65(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; 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 to uplift at joint(s) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,OF ESS/0& �O �ONIO F2 J v C 76428 z � o * EX 3112018 31� CIVIL �TFOF CANE March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 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. not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 I Job • Truss Truss Type Qry . Ply Denny 3x4 3x4 II 850099204 0317-103 Vol - Valley 1 1 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP Job Reference (optional) Systems NIUS Lumber GO, Anderson, GA f- I 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:58 2017 Page 1 t ID:XiO7wylJNOxgp7VFYstYU_zYO7i-R3ngk7UoR?8QkXb9xfYglH1T4WwrLOoc dLgbBzWiiEd 4A-13 4-4-13 1 B Scale: V=1' REACTIONS. (Ib/size) A=141/4-4-13, C=141/4-4-13 Max Horz A=64(LC 5) Max Uplift A=-23(LC 8), C=-36(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r r 9,OFESS/0Ng4 �O �(ONIO h F2 v C 76428 z Of 0 * ��y EXP. /3112018 March 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.. Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 1L A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 C 3x4 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -P Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G . TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=141/4-4-13, C=141/4-4-13 Max Horz A=64(LC 5) Max Uplift A=-23(LC 8), C=-36(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r r 9,OFESS/0Ng4 �O �(ONIO h F2 v C 76428 z Of 0 * ��y EXP. /3112018 March 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.. Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 1L A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type - pry Pty Denny R50099205 0317-103 V02 Valley 1 1 Job Reference o tional Systems Plus Lumber Co, Anderson, CA r 7- 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 14:53:58 2017 Page 1 10:Xi07wylJNOxgp7VFYstYU zY07i-R3ngk7UoR?8QkXb9xfYglHtVWWxOLOoc dLgbBzWiEd 2-4-13 2-4-13 t Scale = 1:7.8 B C ' 3x4 3x4 II { LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 6 Ib FT = 20% . A LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=61/2-4-13, C=61/2-4-13 Max Horz A=28(LC 7) Max Uplift A=-10(LC 8), C=16(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 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) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal. injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. t Q�pFESSIONge =�cf0 PAZ 0 N 10 y �yc C-) C 76428 �Z Of a * EXP. 1 31/2018 �'r9T CIVIL OFC March 28,2017 rri �P MiT®k' 7777 Greenback Lane 7 Job .a Truss Ory Ply DennyR50099206 3x4 7V.11sesyType 3x4 II I 7-103 V03 1 1 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Job Reference (optional) + Systems Plus Lumber Co, Anderson, CA d.11u s Mar z:1 zu1 / MI I ek Industries, Inc. Mon Mar 27 14:53:59 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU_zYO7i-vGL2xTVRCIGGMhALVM3vl VPfwwHn4S21DH4j7dzWi Ec 3-5-4 3-5-4 Scale = 1:9.9 B Installation guide. REACTIONS. (Ib/size) A=103/3 -5-4,C=103/3-5-4 Max Horz A=47(LC 5) Max Uplift A=-17(LC 8), C=26(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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 joints) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r - _ Q�ypFESSlONgI ON10 yF�2�3 C 76428 �z 0 * any EXP. 1 31/2018 S> CIVIL �TFOFCAL March 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. rr Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 citrus Heights. CA 95610 C ' 3x4 3x4 II I LOADING (pso 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) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -P Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, BOT CHORD 2X4 DF No.t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=103/3 -5-4,C=103/3-5-4 Max Horz A=47(LC 5) Max Uplift A=-17(LC 8), C=26(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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 joints) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r - _ Q�ypFESSlONgI ON10 yF�2�3 C 76428 �z 0 * any EXP. 1 31/2018 S> CIVIL �TFOFCAL March 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. rr Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 citrus Heights. CA 95610 Job. Truss Truss Type Ory Ply Denny 3x4 % - 3x4 II I 850099207 0317-103 VO4 Valley 1 1 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Job Reference (optional) oymcnr. rrua wniuer w,-ruersun, um ts.t to s Mar z3 zul / MI l ex Inaustnes, Inc. Mon Mar 27 14:53:59 2017 Page 1 1 D:Xi07wylJNOxgp7VFYstYU_zY07i-vGL2xTVRCIGGMhALVM3vl VPdAwF 14S21DH4j7dzWiEc 5-5-4 5-5-4 3x4 II B Scale = 1:14.5 • Installation guide. REACTIONS. (Ib/size) A=183/5-5-4, C=183/5-5-4 Max Horz A=83(LC 5) Max Uplift A=-30(LC 8), C= -47(1_C 8) ` FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qqjp:ESS/oAt 4 P�(ONIO ,ycc Fyc/ v C 76428 �Z � o * any EXP. 17,(31/2018 'rO CCALIF March 28,2017 �— WARNING •Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing - ��T�k� is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 C 3x4 % - 3x4 II I , LOADING (psfi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins, BOT CHORD 2X4 DF No. I&Btf G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer • Installation guide. REACTIONS. (Ib/size) A=183/5-5-4, C=183/5-5-4 Max Horz A=83(LC 5) Max Uplift A=-30(LC 8), C= -47(1_C 8) ` FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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) A, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qqjp:ESS/oAt 4 P�(ONIO ,ycc Fyc/ v C 76428 �Z � o * any EXP. 17,(31/2018 'rO CCALIF March 28,2017 �— WARNING •Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 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, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing - ��T�k� is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Ory Ply Denny PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 R50099208 0317-103 V05 Valley 1 1 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference o tionall t"I Iu s mar Z3 zui / ml I eK Industries, Inc. mon Mar 27 14:54:00 2017 Page 1 ID:XiO7wylJNOxgp7VFYstYU_zY07i-NSv09pWJyc07 rkX34a8giyrYKd5pvlvSxgGg4zWiiEb 1-10-13 3-9-9 1-10-13 1-10-13 3x4i = 5.00 12 B 3x4 7:7- 3x4 Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. __ REACTIONS. (Ib/size) A=94/3-9-9, C=94/3-9-9 Max Horz A=-9(LC 9) Max Uplift A=-14(LC 8), C=14(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; 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) Gable requires continuous bottom chord bearing. 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) A, C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q9'pFESSIOIV44 =��O ONIO F2 C 76428 PZ m � v * yE' .00'1/2018H "rOFCAY March 28,2017 rr WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7479 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • ANSIRPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He! hts. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x -bracing, 9 g, is always required. See SCSI. ci-z c2-3 2. Truss bracing must be designed by an engineer. For p WEBS p AC51-6 wide truss spacing, individual lateral braces themselves may require bracing, or aftemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never dU stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building c7 -e csa H For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIIrPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protectetl from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIIrPI 1. software or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 M • Summit Structural SIJMIUIiT 95926 �STRUCTURAC-DESIGN � , • I) 592-4407 www.summitchico.com March 30, 2017 RE: Denney Residence (Plan 1257), Las Cruces Lane, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 3-28-17 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 3-30-17. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. ,!: � C7 EXP. 6 OF BUTTE COUNTY BUILDING DIVISION APPROVED I Ili 7-0659 n I 047-200-098 j SI• a (1257). f: \R (682). CON (24) 1 40 V2111 PCI 0111114% k I NIN.�Nm 383 Rio Lindo.Ave, Chico, CA 95:926 p. (530) 592-4407 www. sum m itch ico.com: C, % 11 Cptructural C.alculations For. Client: - Todd Denney Rjrj6ect: �L Denney Residence (Plan 1257) Address: Las Cruces Lane; .Chico, CA (APN:047-200-098) C PERMIT BUTTE COUNTY DEVELOPMENT SERVICES EXP. REVIEWED FOR CODE QOMPLIANC `�qoF DATE JA q -p- B k It 17 0659 k' 4 k 14 1) 1. 12 2) COV (24) I'D (1,257), (682). CON, 24) F411 2 121117 11CI Note: Summit Structural Design is:not responsible- for on-site i ebtion, ;to insp assure compliance with the standards,. sizes,,materials, or workmanship specified herein. SSD is riot responsible for any structural element or system not. specifically noted in this set of specifications/calculations unless.a.uthorized, in writing by SS . :D. Work I manship shall be ,-of the highest quality, and in all cases shall follow accepted construction practice, the .latest edition of the California Building Cbde, and local building department standards. Summit Structural Design PROJECT: Denney Residence _ STRUCTURAL NOTES 1. GENERAL A) ALL WORT( SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) 15 RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECTTHE PUBLIC, CONSTRUCTION WORKERS; AND THE STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING; ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION 15 NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE: BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR I'0 THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS, D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 3.0 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE'FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%.. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. 4. CONCRETE / REINFORCING A) CONCRETE" SHALL HAVE A MINIMUM 23 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF - ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3. BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAI3 WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. Summit Structural Design PROJECT: Denney Residence G) SAW -CUT TOP Y." OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED: 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER:, 1 Y: #6 BARS.AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" 1) REINFORCEMENT SHALL. BE GRADE 60 PER ASTM A61S U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) 45 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL. AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE. GRAIN PERPENDICULAR TO FRAMING, STAGGER•PANELSAND NAIL WITH.8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. 13Y PANEL MANUFACTURER. 2. FLOOR SHEATHING: '/<" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10"'O,C FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=:1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.13, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN.,.AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE.TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX..WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.CL.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN '19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. Summit Structural Design PROJECT: Denney Residence C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE"SETTLEMENT 01= ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED"FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 63 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND.BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS.AT 6" O.C., T&B U.N.O. B.) DOUBLE.JQ.ISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER°ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALI. OTHER"EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES,. WOOD BURNING STOVE, ETC.;. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT': SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS, .SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE .ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK.STUD"WALLS AT MID-HEIGHT"WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE"ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENTIN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D'.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING, OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, IN -f0 PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL"AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD. 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTALLOAD 38PSF UPLIFT LOAD AS REQUIRED BY THE 2016 CBC" Summit Structural Design PROJECT: Denney Residence D) TRUSSsBRIDGING SHALL BE AS REQUIRED'AND SPECIFIED BY THE TRUSS.FABRICATQR.. E) TRUSS'MANUFAcrURER SHALL OBTAIN ALL NECESSARY.,APPROVALS FROM THE PUBLIC -AGENCIES INVO.LVED'IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS` LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC DESIGN CATEGORY: D D) WIND SPEED: 1.10 MPH EXP C r L> Summit: Structu ra 1 �Desigrr , Project: Denney Residence Engineer: RKB Desip of :: Gravity Loads Roof Slope= S to 12 Roof Dead, Load Ply 1,5 psf Roofing 3:4 psf Framing 5.2 psf Gyp 2.8. psf Insul 1:0 psf Misc. 3.5 psf Total (sloped) 17.4 psf Total (horiz) as o. psf' Roof Live Load Roof Live Load 20':0 psf Wall Dead Lgad 5,iding 10.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing, 2:2 psf Gyp. 2:2 psf Insul. 1.3 psf Total '18.0 psf Wall Dead Load 2x4 Framing @ 16°`:o;c. 1,6 psf (interior) Gyp. 2 sides 4.4. psf Total 6.0 psf ul P, n W, tsi' U. -t. Q.: Z O O O O Summit structural Design Project: Denney Residence Engineer: RKB DE!sigr of': Seismic Klass and, Seisrriic Load Development Area (ftl) Weight (lbs) Roof 2442 44017 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 223 .18063 Walls(int) 9. 130 3510 Total 65590 Roof Area (ffZ) Floor Area (f? Ultimate Working Stress 2442 0 5422 3873 Roof Trib Line Shear.(Ibs) 'Shear (lbs) Wall Line Area (ft') Working Stress rho. Total 1 380 .603 1.30 •783 2 1334 2116 1.30 2750 3 128 1155 1.30 1501 A 457 725 1.30 942, B 1201 1905 tao. 2476 C 784 1243 1.30 1616 a. ulb®e'scgn Nl��ps S:un�ar Report , User-Specified Input I uUildiniCode Reference D'ocument.' 201.2/20,15 International; Building. Code. ` (which .ltilize"s'USGS hazard data ay.allaf�le.in•2(lQil:) . ' �• r ` i5ite ;Coorcliinates 39,8.7:°N, 1211 8.9;°W z ' s. . Site'Soil Classificaitiiin Site Class q - .Stiff',Soil" Risk Cate'gory I/II/I 1. 4. H 1'S i" i. t^4x '4 2 3 r r to rc' *� 1 i1 1 a e� " `t y)• r}, ? C R"'fi. 1i Tl-.E°t! �aF" '7x '���:}!?&&x}}}}•. iy>`f3but r•'i^+""��75�t1{``-, j�h - . fr w'ta }' y I r aa.:4rr. :tiisl 'ry Vii'! t�, .L. �t` •�T,i7�iAt!•,{�•..t I::• t':{ ''d'.,xl �� '' Isi i,i ,1 _ . eLr }z .<i :If:; F:r.+�^>, ; r r��) a 'I r ! �xz'� Y%t� JIT,}5.,,r�' 4'' .. 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USGS-Provided Output ' ' SS Q 617'g SMS = .. 0.806 g* Sos 0::53.7 g j ♦r . S,IA- ♦0•,27&g Safi = 0 ici 9 :$os — 0.:34b g ` For in Formation on ho`w the SS.and 81 values above have'beenrcalculated.`from'probabilisttc (risk-targeted`) and, < 'determini!ctic ground'rnbtions in the direction` of. maxim-um" horizontal response •please:reiturn' '6 the=application and 'select the °2009 NEHRP" building code reference do.cume I., J. :. 0ACEp.3.�Stit,:�s `ipc tuaTl f1o5eSr5;a�usrt� r,^I3t` S 4 1 tI I F t r acp '. _ i. . l;c, ,.ttP ,zr5f�' c.q uh nu, a'rn gni ,!m "'t, ,r :iiw 1W: 2031` {� y' `e•���I?'+ i'{��): � .. � Pari=�y r t3arj: ' ': •. nithougti Yhl, information is a product of the U.S. Geological Survey; we provldc no :warranty, e?.pressed.or implled, as'to the accuracy of the, data contained thrreln.:This'tool•is not.a'su6stitute for'techhical sulijecl-matter knowledge; f v > I I l Summit Structural Design Project; Denney Residences Engineer: RIB Design of Seismic Load Development (ASCE 7-10) Level Story Ht. (ft) hi (ft) Seismic Design Category, D Ss 0.617 Mapped 0.2 secsp:ectral response Occupancy 2 51 0.276 Kap:ped 1 sec, spectr.dI Tesponse 1 1 Site Class D. v In accordance with 'Ch 20.. TL 1.6 SMS 0.806 Max Considered, EQ SMI 0.510 Max Considered EQ. SDS 0,537 Design Spectral Response (0,2,Sec) SDI 0.340 Design Spectral Response (1.0 Sec) _ System Light Framed Shear Walls R 6.5 Omega 3. Cd 4 HtLimit65 Cs 0.08 12.8=2 Max Cs 0.50 Min Cs 0.02 ('.01 outside of SJ) Ct 0.02 x 0.75' Ta 0.10 Cu •.1:4 MaxT 0.15 No limit for -drift Use T 0.10 Alt Ss 0:617 V= 0.083 *W Height to' Roof (hn) = 9 ft. V= 5,4 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (Wi*hi) (kip -ft) I Cvx, Veq (kips) S VEQ,(kips)� Dia Th. (lops) R00. F 9 9 .66 59Q 1.,00 5.4 5 7 1, I pb:b I I SyU Summit Structural Design Project: Denney Residence Engineer: RKB. Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) -rte Condition's: ,�. '//'�Hl �,Y 1. Simple Diaphragm �,•� CASE 8 2. Low-rise (QSF Ck0'i 3. Enclosed 4. Regular Shaped ,i . ,• r 5, Not Flexible , 6. Not Subject to: -/ CASE A Imo` �, " a) across wind loading \ \CE) r b) vortex shedding c) instability (gallup/flutter) d) channeling -effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross.Section With Flat Gable .or Roof Hi 5 45" p. /. f �c 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or ' the Torsional Load Cases do not Control the Design: CASE A CASE =!:�(1) 6 Q poi•. stor.yand h530'ft. or (USE 0=00 `k (2) story max and light framed or (2) story max and flex. diaphragm L= 58,5 Long. Bldg. Dim. (ft) 4 4L= 10,7 ft. T= 53.33' Transv, Bldg. Dim. (ft) 4 2a -T= 10.7 ft. V= '110 Basic Wind, Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h=. 15 Mean, Roof Height (ft) Exposure,, A O= 25 Closest Roof Angle Mean Roof Exposure (50,10°,150,20°,250,or 3.00) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps3.0 15 1.00 1.21 1.4.7 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 1,55 A-110 13.9 17.5 9.,6 25 1,00 1.35 1.61 B-110 2.8 4.8 30 1.00 1.40 1.66 C-110 9.2 12.6 9.6 35 1.05 1.45 1.70 D-110 2..9 4.8 40 1.09 1.49 1.74 E-110-16.8 -7.8 -14.4 45 1.12 1.53 1,78 F-110 -9..5 -10.6 SO 1.16 1.56. 1.81 G .110 -11.6 -5.6 -12..3 55 1.19 1.59 1.84 H-110 -73 75 60 1 1.22 1:62 1.8.7 11, Summit Structural Design Project: Denney Residence Engineer: RKB. Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) C3).. �D C) -cel CJ b Ca ") HIP ROOF (7': 8 ,?_5'IH P ROO !25'C 0 _5:2.7') r; _05 \ C�-'� n' .0 �- FLAT ROOF anti GABLE ROOF !7'< 0 15') GABLE ROOF (0.-7.1 L= 58.5 Long. Bldg. Dim. (ft) T= 53.33 Transv. Bldg, Dim, (ft) a (ft) = 5.3 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0=0°-7°, 2=8°-270, 3=28'-45').60 Conditions: 1. Mean Roof Heights 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roofs 45°, or Hip Roof <_ 27° Adjustment Factor for Bldg Height and Exposure, 1k Mean Roof Ht. ft Exposure B C D 15 _ _ I.00 1.21 1.47 20 '1.00 1.29 1.5.5 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 1.22 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*K,t*Pnet30 Loc. Zone EWA Pnet Ovhg. ft2+ _ _ Loc. EWA Zone ft2 Pnet + _ 0 1 10 1 44.4 4 0 15.8 -17. 20 11.6 -14.1-4 _ 20 15. -16.4 1 50 11.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 1.3.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 11.6 -23.2 -29.5 5 10 15.8 -21.1 2 50 .6 -20.5 -29.5 5 20 5. -19.7 2 100 11.6 -18.5 -29.5 5 50 14.2 -1.7.9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 -13.1 3 1 50 11.6 -31.6 -38.3 3 1 100 1 11. -29,2 -33.5 R Summit Structural Design Project: Denney Residence Engineer: RKB r Design of: Wind Loads i A B C D End Zone End Zone 'Int. Zone: Int. Zone line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs). Shear (Ibs) Control 1 47 33 916 610 9.16 2 118 156 1944 1882 1944 3: 4.7 33 47 69 1710 1392 1710 ; A 47 33 .12 17 1117 80.6 •11.17 B 115 117 1792• 1666 1792 C 51 42 14 19 1243 917 1243 t t Su mj m it Stru ctu ra I :Design Project.: Denney Residence Engin.ee,r: RKB Design of : Lateral Force Suammary Wind Seismic Wall Line Shear (lbs) Shear (lbs) control 1 916 783 +'Wind 2. 1944 27.50 -Seismic 3 1710 1501 Wind A 1117 942 Wind B 1792 2476, Seismic C. 1243 1616 Seismic Surn.mit Structural Design Project: Denney Residence Engineer: RKB Design of: Shear Walls Panel Thickness 13/8 !, Panel Orientation Short Dimension Across Studs siva`. Nail Type j 8d t Anchor BoldDiam, I i/2. - ;4. Stud Spacing 16 in.o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade _ I, DF -L AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # Nail Length (in) biam. (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00 '1.6 189 3 20d 4 0:177 2.50 1.6, 261 4 30d 4.5 0.192 3:00. 1.6 27,2 5 1/4"'SDS 3.5 0.25 2:00 1.6 544 6 A35 1.6 695 7 A34 1.6 bib Shear.Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge. Nail (in) Load (lbs) Fastener# Spacing Fastener # Spacing 2X Sill 3X Sill 6 260 1 .7:6 inches 6 32.1 inches 3.82 4.49 4' 350 1 5.7 inches 6 23.8 inches 2.83 3.34 4, Note 1 380 1 5.2 inches 6 21.9 inches 1.31 3:07 3, Note 1 490 1 4.0 Inches 6 17.0 inches 1.61 2.38 2, Note 1 640 1 3.1 inches 6 13.0 inches NG 1.83 44, Note 1 760 3 4.1 inches 6 11.0 inches NG 1.54 33, Note 1 980 3 3.2 inches 6 8.5 inches NG 119 22, Note 1 128Q 3 2.4 Inches 6 6:5. inches NG 0.91 1. Use 3X framing at adjacent panel edges and stagger nailing Summit Structural Design Project: Denney, Residence Engineer: RKB - Design of : Shear Wall Framing Total ;Resistive Segment 'Segment. Lateral Wall Overall Resistive Aspect Gravity , OT OT Righting Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line (Ibs) (ft) (If) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -(b) (ft -Ib) (lb) 1-w 916 4.00 2i9 6" 4.00 4.00 1.00 '150 9 8242r 1200 1880 1=eq 783 4.00 1961 6" 4.00 4.00 0.89 150 9 7051. 1200 1583 2•w 1944 12.00 167. 6" 8.00. 8.00 1.00 150. 9 11662 .4800 3098 2 -eq 2750 12.00 229 6" 8.00° 8:00 5.00 150 9 ;16502 4800 1703 3-w 1710 8.00 211 611` 8:00; 8:00 1.00 150 9 15389 4800 1554 3 -eq 1501 8.00 188 6" 8A0. &00 1.00 150 9 13509 4800 '1329 1405 A -w 1117 6.00" 186 6" 6.00 6.00 1.00 150 9 10051 .2700 A -eq: 942 6:00 157 6" 6.00 6.00 1.00 , 150 9 8480 2700 .1143 B -w 1792 12:00 149 6" 6.00, 6.00 1.00 150 9 8066 2700 1074 B -eq 2476 12.00 206 6" 6.00 6.00 1.00 ISO 9 11143. 2700 1587 C -w 1243 8:00 155 6" . 3.00 8.00 1.00 156 9 11189, 4800 1039 C -eq 1616'. 8.00 202 6" 8.00 8'.00 1.00 150 9 14548. 4800 1458 Summit Structural Design Project: Denney Residence Engineer: RKB Design of : Lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged Load Type Line (lbs) (ft) (plo (ft) (lbs) if applicable 1-w 916 26.0 '35.2 22.0 7.75 A 1 -eq 783 26.0. 30;.1 22.0 '663 A ' 2-w 1944 53.0 36.7 22.0 807 A 2 -eq 2750 53.0 51:9 22.0 1142 A 3-w '1710 27..0 633. 19.0 1203 A 3 -eq 1501 27:0 55.6 19.0 1056 A A -w 1117 26.0 r 43.0 '22.0 945 - A A=eq 94.2 26,0 36.2 210 797 A B=w 1792 58:5. 30.6 21.0 643 A B -eq 2476 58.5 42.3 21.0 889 A C -w 1243 46.0 27.0 28.0 757' • A C -eq 1616 46.0 35.1 MCI 984 A j Summit S1tructuraI Design Project: Denney Residence Engineer: RKB Design of: Foundations Allowable Soil Bea.ring:. 15.00 psf 'Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non-Retairiing): 6" wide with 1(1) #4 continuous at top and bottom. of wall and #4,.at 18" o.c. full height. Provide #4 at 18" o.c..verti.cal developed by hook into footing, U.N.O. Continuous footings: Width (in) Thick. (in) Cap. (plf) Reinforcing ' 12 12 1500 (1).#4 cont. 15 12 1875 (2) #4 cont., 18 12 2250 (3) #4 cont. 24 12 3000 (3.) #4 cont. 30 12 3750 (4) #.4 cont. Spread Footings: Reinforcing Cap. Label Size Thick. (in). Each -.Way .Kips F1 1`-0" Sq 12 (`1) #4 1..5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 3'4" Sq: 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5)'#4 24 F4,5 4'-6" Sq. 12 (6) #4 30.375 F5 .5'-0" Sq. 1.2 (7) #4 37.5 F5;5 5'.-6" Sq. 12 (5) #5 '45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9).#5 63.375 Note: Bottom of each, footing shall be atl.east.l2" below finMed grade or as per local; requirements. COMPANY PROJECT y Summit Structural Design Wo®) \ /fj o r ks(� Mar. 24, 2017 10:48 SOMWWEr0e w000 OFSIGN Typical Stud Design Check Calculation Sheet WoodWorks' Sizer 10.1 Loads: Load Type Distribution Pat= tern. Location (ftl Start End Magni tude Start .End Unit Loa 1 Dea Axial -UDI,-7IEcc. .88 - 0.001.) 400 plf 1.0,30 Wind C6C Axial UDL 1288 IEcc. '0..00.) 320 plf 1'060Root constr. Axial UDL 772 (Ecc. - 0.00"1 .320 olf l,oad4 Wind C&C" Full Area 1062. fc/F'c` = 32.80.(16.0)"• psf Sol f -weight Deaa Ax1.41 UDL 787 fcp/Fco= 1'3 Plf `.I ibutar�y width pin)' Lateral Reactions (lbs): 8'-7.5" 0 •o 8'-7.51 Unfaccored: Anal s!s value Desirn Dead Anal si.s/Design Shea. fv h Ind 189 .88 !k19 Roof Live Bending(+) fb - 367 Factored: 1288 fb/Fb' = 0.30 .L ->R 113 119 113 Lumber Stud, D.Fir-L, Stud, 2x6 (1.112"x5.1/2".) SupportrLumber Stud Bottom plate, D.Fir-L Stud; Bearing length =stud thickness Spaced at 16.0" dc; Total length; 8'-7:5'; Pinned base; Lo lace = widlh(o): Ke+xtb: 1.0 x 0.0 = 0.0 (it); Ke x Ld: 1.0 x 8.63•= 8.63 (ft); lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (rotor to onlino help); Analysis vs. Allowable Stress (psi) and Deflection (in) ualrin Nos 2012: Cr.i.teri.on Anal s!s value Desirn Value Anal si.s/Design Shea. fv = 21 Fv' _ .88 1'v Fv' 0.0 Bending(+) fb - 367 FV 1288 fb/Fb' = 0.30 Alla! 119 Fc' 772 fclFc' 0.15 Axial Ben inq 110 Fc' = 1062. fc/F'c` = 0.11 Support Bearim fcp �'- 129 -rp = 787 fcp/Fco= 0.16 Combined (6."'a cOmpression + 5, de load ''banding) Eq.3.9-3 = 0.34 Dead Defi'n negligible Live Defl'n 0.08 = <L/999 0.29 = L/36D 0.27 'torr! Uefl'n 0.08 = <L/999 0.43 " L/240 0.•18 Additional Data: FP.CTOR&: F/E(psi)CD CN. CC CL/CP Cr CfU -Cr Cfrt 'Ci LCH Fv' 1310 !.k) 1.00 3.00 - - - - 1..00 '1..00 4 Fb', 700 !.66 1.00 1.00 1.000 1.000 1..00 1.15 1.'oo 1.00 4 Fc' 850 1.25 1.00 1.00 0.727 1.000 - - 1.00 1.00 2 Pc'comb 850 1.60 - - 0.691 - - - - - .5 - 1.4 million 1..00 1.00 - - - - 1.00 1.00 4 Emir.' 0.51 million 1.00 1,00 - - - - 1.00 "1.00 4 Fc' 050 1.25 1.00 1-.00 - 1.000 - - 1.00 1.00 2 Fcp sup 625 - 1.,00 1.00 - - - - 1.00 1.00 3 . CRITICAL LOAD COMBINATIONS: Shea: LC. 04 " .6D+. 6h1, v =. 113, V design 113 lbs Berdinq;(+1: LC. 44 .66+�.61.1, I4 = 244 lbs -ft Deflection: LC 04 = .6D+<42N (_live.) LC fi4 - .6D -.42W (total) Axia! LC 82 - DSLr, P - '977 lbs Combined i LC (15 - D+.. 6V.1; (1 - ,`.c/FCE) = 0.92 support LC U = D+:751Lr+.6:4); R - 1,062 lbs, Cap (j445, Lb - 1.50", Cb 1...25 D=doad L=live 5=snow-vl=wind 'L=impact Lr -roof .liv6 Lc-concentra Ccd:. E-ea'r.thquake Ali LC's,are listed in tire' Analysis output Loa:l combinations: ASCE 7-10-/ 18C '1.012 CALCULATIONS: Deflection: EI = 29e06 .1'o-tn2 "Live" aeflection - Ue'flection from all non -Jean loads (.live, wind, snow-) To.tal Deflection = 1.50IAeed Load. Deflection) + 'Live Load Deflection. 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 Supploment. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are riot rated for fire endurance. 1 COMPANY PROJECT Summit Structural. Design Q)�sx Wood \ /� o r k ®R Mar. 2A, 2017 10:47 soorrnvAR/t FOR WOOD nrirr..v King-Tiimmer for 18' Opening Design Check CalculationSheet WoodWorks Sizer 10:1, Loads: Load Type Distribution Pat- tern Location (ft) .Start -End Magnitude Start End Unit 1,07 1 Dead Axis' 0.12 {Ecc.b"1 2880 lbs Load2 itind CaC Arial Arial (Ecc, = 0:00'!1 3000 'lbs Load3 Roof constr. Axial f.c.- 100 (Ecc. 0.00") 3000 lbs 1,oad4 .11nd. GSC FL il Area de -load*yend.ing) 30.'00 (10.00) 1 psf SelC-weight Deady Axial - 68 lbs "Tributary Width (rt) Lateral Reactions (lbs): m 8'-7.5" C_ j v 8'-7.5" Unfactored: Anal Pis Value Design Value Dead Shear 1 = 3 � IV' = htind 1294 0.12 1294 Roof Live 'Fb.' = - fb/FT =. raGtbC.ed: Arial fc - 180 Fc' _ - L_>.R r')Fc' = 0.73 Atrial Bearing Lumber n•ply, D.Fir-L„Stud, 2x6, 4 -ply (6"x5-112") Support: Non -wood! Bearing length = column width Total length: 8%7,6. Pinned base; Load face = widlh(b); Built-up fastener: nails; Ke x'Lb: 1.0.x 0.0.= 0.0 (it]: Ke x,Ld: 9.0 x 8.63 =-8.63 (ft); Lateral support: lop = Lb, bottom = Lb; Repetitive factor.. applied where permitted (refer to online help); Analysis vs. Allowable. Stress (psi). and Deflection (in) using NDS 20.12 : Criterlon Anal Pis Value Design Value And sis/Desln Shear 1 = 3 � IV' = 288 v/kb' u 0.12 Bending(+) fb - 664 'Fb.' = 1288 fb/FT =. 0.52 Arial fc - 180 Fc' _ 372 r')Fc' = 0.73 Atrial Bearing f.c.- 100 Fc` --1062 'fc/Fc• _' 0.17 CPmbineii iaxla. compression ., 's de -load*yend.ing) Eq... 3-:9-3 o' 0.61 Dead Defl'rr negligible Live Vefl'n 0...V-3 A E,L.1 8 0.29 - L/360 0.47 Total Defl'n 0..13 11/768 0.43= L/2'40 0.31 Additional Data: FACTORS: F/E'(ps.i.)CD CM Ct. Ch/cP CF•, Cfu ce Cfrt CL LC II nv' 180. 1:60 1.00 1.00 - - - - 1.00. 1.00 '4 fb'^ 700 1.60 1:00 .1.00 1,.000 1.000 1..00 1.15 1.00 1.00 4 Fc' 850 1..25 l.on 1.00 0.721 1.000 - - 1.00 1.00 2 Fc'comb 850 1.60 - - O,bAl - - - - - 5 E' I.4 mi iii on 1.00 1.00 - - - - 1.00 1.00 4 Em., n, 0.51. million 1.00 1.00 - - -• - 1.00 1.00 4 Fc' 850 1.25 1.00 1.00 - .1.000 - .1.00 1..00 2 CRITICAL LOAD COMBINATIONS: Shear LC 114 = .GD+.6Ft, V = 776, V design 776 lbs Berd 3.11g i*): LC it -1 - ,GDT_6W, M - 1674 lbs -ft Deflection: LC 04 - ..GD4.42W ilive) LC 14 - .6D+.42W (total) .Axial LC 112 - D+l,r, P. a 59'48 lbs Kf - 1..00 Combined LC 05 - D+.67; (l - fc/FcE) - 0.88 C=dead L=live S -snow t•7 -wind I=impact Lr -roof li6e Lc=concentrated E=earthquake All LC's are listed in th'e Analysis output Load combinations: ASCE 7-10 / AOC 2012 CALCULATIONS: Deflection: F.I = 29e06 lb-int/ply � "Live" defloction Deflection from all non -dead loads (live, wind,. snow..:) Total Deflection - Deflection Load Deflection) a Live .Load Deflection. 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.Nierify thatIfie'defaull deflection krtiils are appropriate, far your application. 3. 13UILT-UP COLUMNS; nailed of bolted built-up.columns shell conform to the pro4isions of NDS Clause•15'.3. 4. FIRE RATING: Joists, wall studs, and multi-plymembers are not rated.for fire endurance. Surnmit Structural Design Project: Denney Residence Engineer: RKB Design of: 4x Timber Column DesignValues (NDS 3.7) 4X DF-L(.N) ##1 ' Fc E d KCE c CO 1400 1600000 3.5 0.3 0.3 Stability 'Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 .4X10 4X12 5 0.64 901 .11041 17350 23660' 29969 36278 6 ;0.55 767 9397 14766 2013.6' 25505 30875 7 0.46 649: 795,1 12494 17037 21580 26123 8 0.39 549 6729 10574 14418; 18263 22108 9 0.33 467 5718 8985 12252 15519 18786 10 0.29 399 4888 7682' 10475 13268 16062 11. 0.25 344 4209 6614 9020 11425 13830 12 0.21 298 3651 5737 7823 9910 11996 13 0.19 260 3,190 5012 6835 ' 8658• 10480 14 0.16 229 2806 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 6743 8163 16 0.13 181 2213 3477 4742 6007 7271, 17 0.12 162 1982 3115 4248' 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 0.09 132 1615 2537 3460' 4382 5305 20 0.09 120 1467 2305 3144 3982 4820 Summit Structural Design Project: Denney Resilience. Engineer: RKB; Design of: Roof Framing Roof Loads DL= 18 psf LL 20 psf Roof plywood: 1/2" APA rated Exterior plywood or OS.B. Apply face grain. perpendicular to framing, stagger panels and nail with 8:d at 6"o.c. edges and 1V`o.c. field. Edge nail at gable ends, drags strap.lines, blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live: Load = 20 psf , T.C. Dead Load = :10 psf B.C. Dead Load = 8 psf Total Load = 38. psf Typical Headers (U..N,9.) Use 6X8 DF►t2 R COMPANY PROJECT Summit Structural Dosign woodWorkso Mar. 24, 2017 10:59 sorrwe.crsor, w000 oerren• B1 Design Check Calculation Sheet• WoodWorks Sizer 10.1 Loads: Load 'Type Distribution Pat- tern Location-.Ift). Start End Magnitude Start End Unit LoaT1- Dead ParET, a r Area Eb' 2882 3.00 15.00. 78.00(15.001'' psf LOW elina rbc Partial Area 6';12 3.00 15..00 '20.00(15,00)1 pat Load3 Roof constr.. Partial Area Min re 'd 3.00 15.00 20:00(15:001" psf Loac14 Dead Point 2.00 1080, lbs 'Load5' Wind CLC Point 2.00 '1200. lbs Load6 Roof ronshr: Point CALCULATIONS: 2.06 1200 lbs Loa(17 DeadPoint "Live" deYlection - Deflection fiom all non -dead Loads -(hive, wind, snow.-..) 16.00 1080 lbs LOada 4)ind (.6C Point 16..00 1200 lbs Lo d9 Roof -c;onstr. Point 16.00 1200 ibs Load10. Dead EUli Area 18;.00 (1.00)- psf Self -weight IDead E-Ull UDL I 1 1 15.2 jolf 'T ---y roach ([c} Maximum Reactions (lbs) and Bearing Lengths (in).: 18'-3.7" _ Unfactored: Anal sis Value I Design Valua Anal-is/nest n Dead '3050 Fv' 331 ----E-v7-FT= 2956 Wind 3052 Eb' 2882 2948 Roof Live. Fnctiored: .3052 - 29410 Total Bearing; 6';12 0.61 = L/360 61193 Length i..E8 6.91 = L/240 i.82' Min re 'd 1:88 _ 1,82, Glulam-Unbal., WestSpecies, 24F -V.4 DF; 5-1/2!x12" 8 laminations, 5-1/2" maximum width. 'Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 18`-3.7", Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psf) and Deflection (in) tislno NDS 2012: Criterion Anal sis Value I Design Valua Anal-is/nest n Shear ev = 130 Fv' 331 ----E-v7-FT= 0.42 Bending(+I fb 2444 Eb' 2882 fb/Fb' - 0.85 Dead Defl'n 0.57 = L/384 - " :1.8 !,It 11 ton ,1.00 1.00 - -, live Defl'n 0.60 - L/360 0.61 = L/360 1.00 Total Deft In 0.89 = L/7.45 6.91 = L/240 0:98 Additional Data: FACTORS.: F/E(ps!)CD .CFS Ct C11 CV CfU Cr Cfrt Notes Cn•Cvr LCN Fv' 2u5 1:2! 1.00 1.00 - - - - 1.00 1..00 1.00 2 Fb'+ 2400 1-.25 1.00 !.00 0.961 1.000 1.00 .1.00 1.00 1.00 - 2. FcP, 650 - 1.00 .1.00 - - - - 1.00 - - - " :1.8 !,It 11 ton ,1.00 1.00 - -, - - 1-00. - - 3 Eminy' 0.85 mi I! ion 1.00 1.0o - - - - '1..00 - - 3 CRITICAL LOAD COMBINATIONS: Shear LC 02 - D+Lr, V = 6100, V design - 6065 lbs Bending) rl: LC 112 = D+Lr, M - 26880 lbs -ft Deflection: 14 113: - D+.751Lr+.42W) (live) LC N3 -. D+,.75(Lr+,42W) (total) D -dead L=live S-snow.W=wind 1 -impact .Lr=.roof. live i:c-concentrated E=earthquake All LC"s are listed 'in the Analysis output load combi nations: ASCE 7-19 -/ IBC 2012 CALCULATIONS: Deflection: 1, = 1.426e06 lb-in2 "Live" deYlection - Deflection fiom all non -dead Loads -(hive, wind, snow.-..) Tonal Deflection = O.SOiDead Load DePleccSon) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design -are in accordance with the ICC International Building Code (IBC 2012),.tho National Design:Specificalion (NDS 2012),.and NDS; Dosign Supplement. 2. Please verify that the default deflection limits are.eppiopriate 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(cornp'n). COMPANY PROJECT . ,2017 1' Wood\A/orks' Summ"StructuralDesignVr 62 Design Check Calculation Sheet WoodkNorks Sizer 10.1 Loads: Load 'type Distribution Pat- tern Location (ft). Start. End diagnitude Start End unit, Loaoi DeadPartial Area - 3.0 .00 -1170 0(� .00)'' 'Fs f Load).. Wind CLC Partial Area. 2457 3•,00 6-.00. 20'.00(16:001' psf Load3 Roof constr.. Partial Area. Length 3-_00- 6.00. 20.00(16,00) psf Loay. .Dead Point 1,.00' 2.-00 :1152 .lbs Loads Wind CLC, Point 2.00, 1260 lbs Load6 Roof constr.'. Point 2, 06 1-220 His 1.oad1:0 .Dead Full -Area X16.00. (1.00)! psf Self-wei ht Dead .. .Full UDL '12.1 lE Maximum Reactions (lbs) and Bearing Lengths (ih) �A Un fac torod: Ahal'ais - lDesiun Dead 1104 Shear 1096 Wind 1124 - ills Roof Live Factored: 1.124 - lli6 Total 2457 - 0. 0.3 Bearing.: - 7.435 . Length 1.00• - 0.20 = tain re 'tl 1,00 - - 1,.00' - 'L/993 0.30 = 1./240 0.24 Timber -soft., D.F.ir-L, No:2, 6*10 (5-112"z9.1/4") Supports: All - Timbor-soft Beam, D:Fir,L No.2. Total length: 6'=2:q' Laleral,support top=- at supports,.boltom= at supports: Analysis vs. Allowable Stress fosil and Deflection firil -,, hine ir„o. Criterion Ahal'ais Value lDesiun Va1ue I4na'1 sis%Des's n Shear fv Fv' - 2:17. NFv 0�.30'- Sending(,) fb 659 Fb' - 1094 fb/F'b' _-- 0.60 Dead Deft 'n 0. 0.3 <L/999 Live uefl'n 0.03.= <L/999 0.20 = 1./360 0.15 Defl.'m 0.07 - 'L/993 0.30 = 1./240 0.24 Additional Data: FACTORS: F/E(psi.)CID CM CL Cl, CF Cfu Cr Cfrt Ci Cn LC 11 F'v' 1'0 .1.25 1.00 1.00 - - - - 1.00 1.00 1..00 2 .F:b'r 97-,5 1.25 1,-00 1.-00 1.000 1.000 1'.00. 1.00 !.00 ,1..00 - 2 Fcp,. 625 - 1.00 1.00 - - - - -1.00 1.00 - - . 1.3 -nill ion 1.00 1.00 - - - - .1 .00 L00 - 3: CRITICAL LOAD COMBINATIONS: ,shear : LC 42 - D+,Lr, V =- 2197, V design = '21.97 .lbs Bendin9f-): LC 02 - D+Lr, H - 4305-1bs6ft DeflecEion: LC 03 - D..75(Lr+.4247) (livol I.0 113 . D'.75(Lra.42W) ('total) - 0 -dead L=live S=snow W -wind I=impact Lc -roof live Lc -concentrated E -earthquake All IC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: .flection: EI = 472e06 lb-in2 ".Live" deflection a Daflect;ion from all non -dead loads' (Live, wind', snow.::) _ .Tota'] beflection - 1..50.(Dead Load Deflection) s LSLe 1:oad-1)611ecEion, 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 verity that the defaull.defleclion limits are appropri2le foryour application. 3.,Sawn lumber bending members shall be laterally'supp'orted according tb lhe.peovisions,of NDS Clause 4.4.1. COMPANY PROJECT Summ".'tructu"" Design © Mar. 24, 2017 11:03 l Works •S0FTn'ARCi0R WD06 DISIOn 83 Design Check Calculation;Sheet WoociWorks Sizer iol ILoads Load Type - Distribution Pat-- tern Location Ift) Start- 'End- Magnitude 'Unit Statt'. End iJi�id Loadl Dead- Fu A.roa 1307 1130, - 18.00(1 G. 001" psf Load2 wind CSC' Full Area 1.00•. Mlrr re 'd 'Minimum bearing 20..00(16.001'.. psf Load3 Roof constr. Full Area. 20.00(.16.001• psf Lgad4 bead Full Area fe:00 (1.00)'• psf Self-wei cht Dead `Full UDL .12.1 Lf' Maximum Reactions (lbs) and Bearing Lengths (in) &-.Z. U.n.factored: Ana l.ysls value .Design Value Dead 1498 129H iJi�id :1307 1307 Roof Live Factored: 1307 1130, - Total Dearing: 2866 2,86G. Length 1.00• - 1.00•. Mlrr re 'd 'Minimum bearing 1.00' - _ I lenoth settinn used, 19 for nnr1' unnnns - 1.00• Timber -soft, D.Fir-L, No.2, 6x10 (5-1l2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No:2 Total length: 8'-2.0';: Lateral support: lop= atsuppoits, bottom=•at supports: Analysis vs. Allowable Stress (Osi) and Deflection fin) -i- mns )ni i Criterion Ana l.ysls value .Design Value Anal sis/Desi n E, Shear fv' 212 Ev' ., 0.29 Dendinot+) fb = 7g7 Fb = 109,4 fb/F!)' = 0.-73 Dead Defl'n 0.06 = <L/999 Live Def 1'n 0.07 = <L/999 0.27 - 6/366 0_2G Total Defl.'n 0.17 - L/502 0.40 = L/240 0:41 Additional Data: TACTORS: F/2(psI)CD CM Ct CL CF- Cfu Cr Cfrt Ci Cn FIC 0 F,v' 110 1.25 1.00 1..00 - - 1.00. 1.00 1..00. 2 Fb'+ 875 1,25 l'.00 1.00 1..000 1.000. 1.00 1.00 1.00 1.00 - 2, Fcp' G25 - 1.00 .1 ,00 - - - 1.00 1.. 00 - - E' 1.-3 mi Ilion 1..00 d . Do. - - - 1.0o 1.-06 ''3 CRITICAL LOAD COMBINATIONS: , Shear : LC 92 D+Lr; V - 2.5579, V'design = '2060 'Lbs 9endingl+l: LC. tit D4 Lr, M = 5217'.1bs-ft Deflection; LC N3 J+: 751Lr*.gPWj (live) - LC e3 7s(Lr.+ 42VI) Itotnl) Dgdead L=Live .5 -snow wdwind I=inpact Lir-roof .live Lc-concentratedE=ea 7:11 LC's are .listed in the. Analysis output Load combinations: ASCE 7-10 / I13C, 2012 CALCULATIONS:. Deflection: El = 472e06 lb-in2 "Ll.ve" deflection, Deflection -from all non -dead loans (11ve, gird, snow..) Total Deflectio^ 1.50(Dead Load Deflection) - Live -Load Deflection. Design Notes: 1. bVoodworks 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 defau€I deflection limits aro appropriate dor your application.' 3. Sawn lumber bending members shall be laterally supported according to the provisions of'NDS Clause 4:4.1. COMPANY. PROJECT Summit, Structural O osign lWoodWorks' Mar. 24, 2017 11:04 W B4 Design Check Calculation Sheet WoodWorks'Sizer 10.1 Loads: Load Type Distribution Patr torn. Location (f[) Start End. Magnitude Stare End Unit Loac?1 Dea Fu -1A -re-a 027 : 10.,00(16.= psf I;6ad2 Wind. Full hrea. l.00, 20A01.6.o0).' psf Loaa3 Roo"!Cellatr. Fu 11 Area <I,/999 20.00(I6.obt' psf 6oad4 Dead FullArea <l./999 0.25 = 18.00 (1.001, psf Self -weight . Dead - Fu 11 UDL 9.5 if cr:uutary iiiath irt), Maximum Reactions (Ibs) and Bearing Lengths (in) : 5'-2" unf ac toted: Anal sls Value Uesien Value Dead 815 J15 Kind 627 8%'7 Roof Live. Factored: 027 827 Total Sear Ing: 1807 1807 Length1.00` Dead fl'n l.00, Min reUld 1.00' I. riO• -Ingnunr uaanny ronvrn selling usuo: r , or end. supports Timber -soft; D.Flr-L, No.2, 6x8 (5-11/2'W-11/4") Supports: All - Tlmter=soil Beam, D.Fir-L No.2 Total length: 5'-2.6% Lateral'supporl: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS'2012: Crit�11on Anal sls Value Uesien Value ]inclsis/Ues inn S r fv - 45 L'v 12: f.v F'v. 0.'11 Benrll.+1 fb 511 I•b' 937 fb/Fb' - 0.55 Dead fl'n 0.02 <1./999 - 1.3 mill Son 1.00. 1..00 - - - - 1.0o Live Defl'n 0.02 <I,/999 0.17 - L/360 0.13 Total Defl'n 0.05 = <l./999 0.25 = W2.40 0.31 Additional Data: - FACTORS: F/E(psi)CU CM Ct CL CF C'fu Cr Cfit. CS -Cn LC8 Fv' 170 1.25 1.00 1.00 -- - - 1.00 1.00 '1.00 2 Fb': 75o. 1.25 1.00 1.00 1,..000 1.000 .1.00. 1:00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00. - - - - 1.00 1:00 - - 1.3 mill Son 1.00. 1..00 - - - - 1.0o 1:00 - TY CRITICAL LOAD COMBINATIONS: Shear LG 92 D'+Lr, V = 1615, V design = 1205 lbs Sending(:): Le 112 D+Lr', M - 2053 lbs -ft Deflection: LC 83 D+.75(Lr+..42N) (live) " LC 113 = 6+.7511,x.+.42P7) (total) D--deadL^live S=snow W -wind I -impact Lr -roof live Lc -concentrated S=_earthquake AL' i.C's are listed Ln.theAnalysia output. Load combinations: ASCE 7-10 / 1BC 2012 1 CALCULATIONS: Ueflc. tion: al' :1 7606 Ib.int Live deflection Deflection f ur nil non -dead loads 1'1, ve,, -'dind sdo-viI i .Total Deflection 1,50.(Dead I:o d Deflicti'onl + tive'Lo3d,Ueflec[ on. I Design Notes: 1.. WoodWorks analysis and dosign aro in accordance with the ICC International Building Code,(IBC' 2012),Ahe National Design Specification (NDS2012)', and -NDS Design Supplement. 2, Please verity that the default deflection limits are appropriate for your application. 3..Sawn lumber bending members shall be laterally supported according to' Iho provisions of NDS Clause 4.0. BUILDING ENERGY ANALYSIS REPORT PROJECT:. Todd & Alysha Denny Las Cruces Lane Chico, CA Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) -321-7242' PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C CODE COMPLIANCE DATE ✓ Z BY Job Number: - 032417-Denny-Pln Ck Date: 5/2/2017 �% The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and, Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. I TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1'R Mandatory Measures Summary EnergyPro 7.1 by EnergySoft Job Number: ID: 032417-Denny-Pln Ck User Number: 5733 1 2 3 11 12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribd16x CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION 01 Building Complies withComputer Performa-n"n 01 Project Name Residential Building 02 This buildingmcor orates-featurdtthat re `uire field_test'ing,and/orV fcat nxb a certified HERS rater°unde� the �su supervision of a CEC-a roved HERS provider. P e e rQe ar t :.9a I,: Me cw yap` � ;.s s� oes_ P PP 03 This building incorporates one•or.more SpecialTeatures=shown-below 02 Calculation Description Title 24 Analysis Standard Design Proposed Design Compliance Margin 03 Project Location Las Cruces Lane 36.78 29.65 7.13 04 City Chico 05 Standards Version Compliance 2017 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version EnergyPro 7.1 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ) 1257 15 Number of Zones 1 16 Slab Area (ftZ) 1257 17 Number of Stories 1 18 Addition Cond. Floor Area n/a 19 Natural Gas Available No 20 Addition Slab Area (ftZ) n/a 21 Glazing Percentage (%) 11.4% COMPLIANCE RESULTS 01 Building Complies withComputer Performa-n"n 04 02 This buildingmcor orates-featurdtthat re `uire field_test'ing,and/orV fcat nxb a certified HERS rater°unde� the �su supervision of a CEC-a roved HERS provider. P e e rQe ar t :.9a I,: Me cw yap` � ;.s s� oes_ P PP 03 This building incorporates one•or.more SpecialTeatures=shown-below H t K W K U V I U t: K Registration Number: 217-Po10100814B-000-000-0000000-0000 Registration DateMme: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 Report Generated at: 2017-05-02 05:18:21 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 36.78 29.65 7.13 19.4% Space Cooling 33.90 39.26 -5.36 -15.8% IAQ Ventilation 1.34 1.34 0.00 0.0% Water Heating 22.74 17.39 5.35 23.5% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 94.76 87.64 7.12 7.5% Registration Number: 217-Po10100814B-000-000-0000000-0000 Registration DateMme: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribd16x CF1 R -PRF -01 Page 2 of 8 ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC). A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Design EDR of Proposed Design EDR Value of Proposed PV Final EDR of Proposed Design 57.7 53.6 0.0 53.6 ❑ Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and QII verification prerequisite. ❑ Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. ❑ Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ11 (Red Bluff) (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. REQUIRED SPECIAL FEATURES,; ^"• _ _ The following are features that must be installed as condition for m6e6na,the modeled energyfperformance for this computer analysis. • Whole house fan "�ft Tn . HERS FEATURE SUMMARY A U The following is a summary of the features, that must be field!verified byA certified HERS!Rater asrq'�corfdition.f r meeting'tMa modelec!T nergy performance for this computer analysis. Additional detail is provided in the building components tables below. .i.»� C� x N Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: - None -- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 1257 1 2 1 1 1 Registration Number: 217-P010100814B-000-000-0000000.0000 Registration Date/Time: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribdl6x CF1 R -PRF -01 Page 3 of 8 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC System 1257 9 DHW Sys 1 Window & Door Area (ft2) OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 R-19 Wall w/R-4 Stucco 180 Front 414 100 90 Left Wall Zone 1 R-19 Wall w/R-4 Stucco 270 Left 241.8 6 90 Rear Wall %Zone 1 R-19 Wall w/R-4 Stucco 0 Back 292.5 57 90 Right Wall { Zone 1 R-19 Wall w/R-4 Stucco 90 Right 246 0 90 Interior Surface Zonefl- Garage_ R-19 Wall 117 17.8 Roof _.. , Zone 1- =-• - ,, - R-38 Roof Attic 1257 Front Wall 2 ,- 'f R 0 Wall:2x6 —.N ,1.80 A Front 112.5 0 90 Left Wall 2 _Garaged Garage_ 1 11 1'('R-0 Wall 2x6270 I I r -eft- * 238.1 144 90 Rear Wall 2 ',=Garage_R-0 Wall,2x6 0 . 11 Back# 234 0 90 Right Wall 2 ,'' i _G ra agek' R&Wall 2x6 X 90 Right r r 234 0 90 Roof 2 Garage," k "0, * W. R= Roof Attic ' 682 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated 5 0.1 0.85 No No Attic Zone 1 Attic RoofZone 1 Ventilated 5 0.1 0.85 No No Registration Number: 217-P010100814B-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration DatefTime: 2017-05-02 05:28:16 Report Version - CF R-04262017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 05:17, Tue, May 02, 2017 Input File Name: 032417 -Denny, Todd -(LH Pin #1257).ribd16x CF1 R -PRF -01 Page 4 of 8 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall (Front -180) ---- ---- 1 80.0 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -270) 1 6.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -0) 1 57.0 0.30 0.23 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door , Front Wall 20.0 0.50 Door 2 Interior Surface 17.8 f 0.50 Door 3 '>� Left Wall 2 ,144.0 j 0.18 Registration Number: 217-P010100814B-000-000-0000000-0000 Registration Date(Time: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-04262017-695 Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribd16x CF1 R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Zone 1 1257 132.6 None 0.8 No • Inside Finish: Gypsum Board Garage_ 682 90.8 None 0 No • Cavity/ Frame: no insul. / 2x4 • Sheathing/ Insulation: R4 Sheathing R-0 Wall 2x6 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.093 Exterior Finish: R4 Synthetic Stucco Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Cavity/ Frame: no insul. / 2x4 Top Chrd i 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs/h Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board "_ = �-�--�- Cavity /Frame: R-19 / 2x6 Sheathing/ Insulation: R4 Sheathing R-19 Wall w/R-4 Stucco ExteriorWalls .y Wood Fram de Wall 72 -x (V 6 inr0 C. ` i. R 19 0.043 Exterior Finish: R4 Synthetic Stucco � lo s > X� r Inside Finish: Gypsum Board 9 s (belowA'�t Zod o4 YCeilin Cavil / Frame: R-9.1 / 2x4 R-38 Roof Attic attic)" Frame Ceiling„ �-% 2x4 @ 24�i�1. O„Cy. �. R 38 . ,, 0.025 Over Ceiling Joists: R-28.9 insul. Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wall Interior Walls 1 Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 1257 132.6 None 0.8 No Slab 2 Garage_ 682 90.8 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- Registration Number: 217-P010100814B-000-000-0000000-0000 - CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration DateMme: 2017-05-02 05:28:16 Report Version - CF1 R-04262017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribdl6x CF1 R -PRF -01 Page 6 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (1) 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 Name Heater Element Type Tank Type Number of Units Tank Volume (gal) Energy Factor or Efficiency Input Rating/Pilot Tank Insulation R -value (Int/Ext) Standby Loss / Recovery Eff NEEA Heat Pump Type Tank Location or Ambient Condition DHW Heater 1 Heat Pump NA 1 50 3.25 EF n/a R-0 n/a n/a n/a SPACE CONDITIONING SYSTEMS R 01 t 02 03 04 05 06 SC Sys Name , '; System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name J HVAC System1 Other Heating and Cooling System: - Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC -HEATING UNIT TYPES.- 1 02 03 04 05 P201p {{ pp Name System Type Number of Units Efficiency EER SEER Name,, System Type of "as r" +� Numberof Units Efficiency Heating Component 1 ' 0 1 i A CntrlFurnA— w 1k 11.7 IL w 1 3 96 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 08 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification Cooling Component 1 SplitAirCond 1 11.7 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Not Required Not Required Registration Number: 217-P010100814B-000-000-0000000-0000 Registration Date/Time: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 05:17, Tue, May 02, 2017 Calculation Description: Title 24 Analysis Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribdl6x CF1 R -PRF -01 Page 7 of 8 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 5.0 Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS 01 j 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 01 ✓ i- 1'A02 03 Name f ',-- `` '�'*" f -V fieri Fan Watt Dia tS ILI 4 Required Fan Efficiency (Watts/CFM) HVAC Fan 1 hers fan,Re caq ' red 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 35 0.25 Default 0 Required COOLING VENTILATION 01 02 03 04 05 06 Name Airflow Rate (CFM/ft2) Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans WH Fan 1 4.502784407319013 5660 0.10053 569 1 Registration Number: 217-Po10100814B-000-000-0000000-0000 Registration DateMme: 2017-05-02 05:28:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 Report Generated at: 2017-05-02 05:18:21 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 05:17, Tue, May 02, 2017 Input File Name: 032417 -Denny, Todd -(LH Pln #1257).ribd16x CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: ,/ C/vl �a-r LTA+„rire_ Max Ramirez Company: Signature Date: Golden Sun Designs 2017-05-02 05:28:16 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to.the enforcemen�t.agency.for approval,with,this,building permit application. Responsible Designer Name: t �( rRe'spon'sible Designer Signatures cc Max Ramirez L� a.rlan,ire= ! Company: Date Signed: 0 0 Golden Sun Designs 20 7- :28:1 Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-Po10100814B-000-000-0000000-0000 Registration Date/Time: 2017-05-02 05:28:16 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-04262017-695 FEK T•p Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-05-02 05:18:21 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Todd & Alysha Denny Building Type M Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 5/2/2017 Project Address Las Cruces Lane Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,257 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 19 1,031 Add=R-4.0 New Door Opaque Door - no insulation 20 New Roof Wood Framed Attic R 38 1,257 New Slab Unheated Slab-on-Grade - no insulation 1,257 Perim = 133' New Demising Wood Framed R 19 99 New FENESTRATION Orientation Area(f 2) I Total Area: 1437GIazinq Percentage: 11.4 % New/Altered Average U-Factor: U-Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Front (S) 80.0 0.300 0.23 none none Bug Screen New Lefr (lM 6.0 0.300 0.23 none none Bug Screen New Rear (N) 57.0 0.300 0.23 none none Bug Screen New I HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 96% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Heat Pump 50 3.25 Standard New Ener Pro 7.1 by Ener Soft User Number: 5733 ID: 032417-Denny-Pln CF Pae 11 of 15 nb 2016 Low -Rise Residential Mandatory Measures Summary oldw NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. 'Exceptions may apply. (Original 08/2016) Building Envelope Measures: § 110.6(a)l: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm/ft' or less when tested per NFRC-400 or ASTM E283 or AAMA/WDMA/CSA 101/I.S.2/A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstri ed.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, asketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.* § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or U -factor of 0.074 or § 150.0(c): less). Opaque non -framed assemblies must have an overall assembly U -factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.' § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor, meet the requirements of 110.8(g). Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This § 150.0(g)l: requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to 150.0(d). Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all § 150.0(g)2: insulation in all exterior walls vented attics and unvented attics with air -permeable insulation. 150.0 § (q)' Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U -factor of 0.58; or the weighted average U -factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)l B: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible operable, and tight -fitting damper or combustion -air control device.' § 150.0(e)l C: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.' § 150.0(e)2: Pilot Light. Continuous burning pilot.lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: § 110.0-§ 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.' § 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. § 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)l: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA Manual J using design conditions specified in § 150.0(h)2. - 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. § 150.0(h)3B: Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturer's instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 314 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.' § 150.00)2B: Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve.' § 150.00)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and h dronic heating systems or hot waters stems must meet the requirements in TABLE 120.3-A.' § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. § 150.00)3B: Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a § 150.0(n)l: 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance@ and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation SRCC or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: § 110.8(d)3: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R-4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing § 150.0(m)l: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than % inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.' Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, mastics, sealants and other requirements specified for duct construction. § 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)l 1: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)l land Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of 150.0(m)12. 2016 Low -Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the § 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow, >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced airs stems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole -building ventilation. § 150.0(o)1A: Field Verification and Diagnostic Testing. Whole -building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.* § 110.4(b)1: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 150.0 § (p)' Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9.' § 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JA8 high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JA8. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1 C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1 C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downli ht luminaires in ceilings. § 150.0(k)1 D: Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1 F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).* Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1 G: with Reference Joint Appendix JA8. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E" as specified in Reference Joint Appendix JA8.' § 150.0(k)1H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)28: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems.' § 150.0(k)2C: Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5ft and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150.0(k)2. § 150.0(k)21: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 'a 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(k)2J: Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. § 150.0(k)2K: Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8 except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS. Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either 150.0(k)3A or with the applicable requirements in 110.9 130.0 130.2 130.4 140.7 and 141.0. § 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3D: Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in 110.9 130.0 130.2 130.4 140.7 and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of ower as determined according to 130.0(c). § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in 110.9 130.0 130.1 130.4 140.6 and 141.0. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10 b through § 110.10 e . § 110.10(a)2: Low-rise Multi -family Buildings. Low-rise multi -family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on steep -sloped roofs must be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical lane.' § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 1 10.10 c must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as "For Future Solar Electric'.