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B17-0603 042-030-052
"Butte County, t Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 ' 'Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY .PROPERTY OWNER INFORMATION Last Name GOG/tCI'C First Name r �o City C� ✓tt G Mailing Address (� I " Pr '�-�Jc SLI y S C'c}a'N City State 2-J Zi 4�SgC>,4 QrQJt s .� Class S'License No. Phone Fax Email CDC `�l'QC��CaJ�• Cell , 53 d Y " CONTRACTOR :{ "• Name _ - Mailing Address // .75-3(,lGdd City C� State A Zip q5 2g , Phone- 36) ZV Fax Em/ai� (.RSA' �4JLt/« Cell ; 530"(yZy—G�c License No. bvBU Class ,,= ARCHITECVENGINEER•' Name Q Firs ama Mailing Addrgs2 O l O L � •nt� P"�A/ ` • City State7poe? ZP one530 .'�_1 Fa= Y Email l Cell S'License No. Email (Co C YXG� 3,,CQ.J5a .0 `_ _ _ APPLICANT.` Last Name Firs ama If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance omi e Mailing AddrP ` �.� City o. S� State GA 1 Zip 1 951 Loci Phone Fax r39 — Email (Co C YXG� 3,,CQ.J5a .0 Cell s - L) -914Ot 'AP PLICANT;SIGNATURE-AND DATE' �e o�1 3 -7Z_ -i + Print Na PERMIT NO: FORM NO DBP -1 If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance BIN NO: •. ; n" :; ...r LEN% NG AGENCY' - a'PROJECT LOCATION- APN C) So -D5z Property Address lJ CityLocation must not be in the cit limits of Chico, Gridley, Oroville or Paradise, CHIco _A `lSa3 http://ciisma ps. buttecounty. net/fl exviewer/bcdatasearch/i ndex. html ':WORKER'S'COMPENSATION ;M 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 •. ; n" :; ...r LEN% NG AGENCY' - v Mailing Address 171-1/deo,., M vc— &J,,_ too city Cln co I staff A-. zi�SorZl� "' ` DESCRIPTION' OR SCOPE OF,WORK :'`' Mobile Home permits (other than installation, foundation, utilities & non-attached 'O 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: hftp:/hvww.hcd.ca.gov/codes/mhp/HCD Phone: 916 255-2501 Is this a ManufacturedlMobile Home (circle one) Yes I o • G 1 JOB VALUATION: (Enter value of labor, including,. non -contracted, plus materials charge) q. `J n 7' n - S uare Feet Detail Living Area: Garage: N z4ot Ue k Open Area: Covered Area: TOTAL SO: G structure Built without permits C1 Proposed Change of Occupancy/Use - Note previous/current use below: FOR OFFICE USE ONLY- Zoning: '�' Flood Zone• SRA: YES LI I NO VOL NPDES YES NO Code Enf: YES E3 NO 13 Legal Lot: YES 0 NO Occupancy Type Construction + P it Tech: Date: h YZs 7 "When filed; this application and all supporting material beco a ubject to the California Public Records Act. All public information related to this application is subject to public inspection and wi be posted on the County's website for electronic access. CDLP co /q Revised 7.20.2015 _ Page 1 oft Butte County Department of Development Services TIM SNELLINGS, DIRECTOR PETE CALARCO, ASSISTANT DIRECTOR ---� 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Office (530) 538-7785 Fax e www.buttecounty.net DEVELOPMENT SERVICES j May 1, 2017 _ Ronnie Cockrell FL 5445 Princeton Way Paradise, CA 95969 { Assessor Parcel Number: 042-030-052 Building Permit Number: B17-0603 Plan Check #1 Description: New Single Family Dwelling with Garage. Occupancy Classification: R-3 / U, Construction Type: V -B Stories: 1 ` Fire Sprinklers: Yes Building Total Area: R-3 @ 2461 SQ FT / U @ 681 SQ FT Covered Area: 777 SQ FT Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. GENERAL COMMENTS: Sheet 1: Verify the square footage of the garage, it seems it should be 844 Sq Ft. Also clarify square footage of the building on the Code Analysis and Areas box do not match. Area 606-recfee1. Indicate on the plans that a separate permit is required for the automatic resid ntial fire sprinkler system. See Sen. n4e -Z b4iSG•i C►1 $�+- l a�►-eacl% pH plc►..1'. ARCHITECTURAL COMMENTS: Provide minimum of '/i" gypsum board or equivalent on the garage side between the residence and the attic. C.R.C. Table R302.6. C.R.C. Se tion 302.6. N°te iS al recd% oti -(oma ala Provide a smoke alarm inside the office and provide a smoke and carbon monoxide alarms outside the, office. C.R.C. Section R314.3. R315. vi vt a( �S(ee PL -per ;o� Iron vu -%-s` `� h �,�� S t7} A Amend the plans to show how the required 1 i cleat nce is maintained between the insulation and S�eeQ:v.9 the roof sheathing and at the location of the vegt. C.R.C. Section R806.3. AI P -e -^d ov, ELECTRICAL C04MENTS Outlets in laundry area shall be GFCI. C.E.C..Article 210.8(A). See elec.. �1a,1, 010 Amend the plans to show outlets in every kitchen, family room, dining room, living room, parlor, library, den, sunroom, bedroom room, recreation room or similar room or area of dwelling units, receptacle outlets shall be installed so that no point measured horizontally along the floor line in any wall space is more than 6 feet from a receptacle outlet.. C.E.C. Article 210-52. Revise Dining rm and bedroom 3. set cele. C. p a K. Amend the plans to show the location of the electrical meter panels, sub -panels and disconnects. 5 -et .elm. pies . 6-t-►"`a9c year Jel , 4 ( %U ,.t . . Electrical panel and sub -panels grounding shall comply 2016 CEC Article 750-32. 5A PLUMBING COMMENTS Please specify or provide detailing depicting the special venting requirements for island sinks per CPC Section 909. n/oie c rr.►d o v� .�1 eov P l o� a , (e; F-o�. a .� . Provide gas sizing calculations. Length of the line from the meter, size, and BTU of each appliance it is serving. See 5 kt. % , (ower 14. MECHANICAL COMMENTS Show location of the gas meter. See Occe Pl a►h Gr' 64LAeoo►M 3• ENERGY COMMENTS At outdoor lighting, amend the plans to show all lights permanently mounted to the residential building or to other buildings on the same lot are to be A. High efficacy luminaries and S.ep Q (e C , n ofe p B. Controlled by a manual on and off switch and 1.Controlled by a photocell and motion sensor, or 2.Photo control, or 3. Astronomical time clock, or 4. Energy management control system (FMCS). CALGREEN COMMENTS "• Provide a bathroom fan complying with the requirements of 2016 CGBC Section 4.506 in the master bathroom. ee 5h'1-. Ce Ve ►, *K Lafk'oyrr."v :►�¢ —7''5 rtok . 2016 CGBC 4.106.4.1. For new constructed dwelling unit, install a listed raceway to accommodate a dedicated 208/240 -volt branch circuit. The raceway shall not be less than trade size 1. (nominal 1 -inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40 -ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". 5 CO- g I,vf. (e , N o +,e Oe 5 u b? a...e./ 70 1 a V K oI V), 4 K,(s+-e c- re -a r o6fonif a m 9 G, Please provide a Construction Waste Management CalGreen Section 4.408. Q y I Update the erosion control notes on the site plan to state erosion control plan shall be in place during , construction, not only on rainy months. 5-e•e rev 1 "d 5%+v Ot a STRUCTURAL COMMENTS: None The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecoun!y.net/dds and clicking Building Permits Status. Efrain Ruvalcaba Philo Hunt, P.E. Plans Examiner Plan Check Engineer (530) 538-2875 (530) 538-2130 eruvalcaba@buttecounty.net phunt@buttecounty.net MINIMUM EROSION AND SEDIMENT CONTROLS FOR PRO. EGTS V. DISTURBING LESS THAN ONE ACRE , THE BMPS (BEST MANA&ET,`IETIT PRACTICES) LISTED BELOW MUST BE IN PLACE AT ALL TIMES ' T THROUGHOVT THE YEAR. THE BMPS LISTED ARE "� �'< , .}: 'M • , } MINIMUM REQUIREMENTS AND ADDITIONAL BMPS 1 ' ' «• COULD BE REQUIRED BASED ON SITE CONDITIONS. • n I. STABILIZED ENTRY. PROVIDE MINIMUM 5' TO 6' FRACTURED ROOK 50' LONG x 15' WIDE 13Y 6' DEEP ?' OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS ♦ l •' . y MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE ' A' STREET 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS. , 4. ROCK BAGS (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OP THE PRO.ECT • SITE. S. INTERNAL. FILTERS SHALL BE PLACED INSIDE EACH 140.DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLET'S. / MIN. ?. STABILIZE ALL DISTURBED SOILS IN THE FRONT PROPOSED _ GLR. YARD AREAS WITHIN 15' OF THE BACK CURB OR LEACH FIELD $ , SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) e. STABILIZE ALL SLOPES WHERE ER05ION COULD OCCUR AND CAUSE 51LT RUN OFF. (STRAW, • V15CLEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 9. ALL PAINT. FUEL CONSTRUCTION PRODUGT5 ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE 517E MUST BE KEPT OFF OF STREETS AND SIDEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN ` II. ALL TRASH MUST BE COLLEAND STORED. « / f • ' , PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL — k_ / •/ REPLACEMENT MUD BO)MS, PAINT BUCKETS, GLEANING MATERIAL + r• CONTAINERS, LTG. GOPM IN CONTACT WITH ANY, RAINFALL OR STORM WATER RUNOFF.MIN. / / ,, /-LEACH FIELD A AREA 12. PROVIDE DESIGNATED ARFOR CONCRETE WO.SHOVr. HAY BAILS LINED WITH VISQUEEN MAY BE )' USED FOR THIS APPLICATION, ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHAIT SYSTEMS AFTER INSTALLATION OF THE ABOVE ITEM AIM BE PLACED OFF OF THE PAVED STREETS. MAINTENANCECOMPLETE, A RE BE DEVELOPI� TO INSURE HE CONTMN� TO EFFECTIVENESS OF YOUR BMPS. « s 1500 GAL. / ... 5._0i. • , ' y { 5EPTIG TANK/ • MIN. q +"_MIN. Y . ;, RESIDENCE GLR: GLR. 4 r. . �. ry ELECT. MAIN ® // _ ..-.- ,-r,••- , . .. .. -.:.� �•' ^ t. ._ 4k ...a�1;y. f�l-J``,,;'i+ - _ --- / zI ...�:F i�+.w i'+w [ ��,ri� - _ . , F`. �j'• \,.-ti.�_y'u��a�+_ �a.�"'r+•� •-,.. •:. ill a0 w 1 •'; SHOP METER �ry r (SEPARATE / (' ' P64 E rY PERMIT) 4j / GONG.' ' DRIVE-.., v t IPROPOSED PELL ,& t PERMIT 3°JTTE COUNTY DEVELOPMENT SERVICES U REVIEWED FOR, f �- • CODE COMPLIANE`= DAT E^ :: 11 �,. ,� /.„ r th• • ,ice / - _ . 51 TE PLAN 4 NORTH . . ; �/e cry : _ • OWNER: RONNIE 4 HEATHER GOGKRELL SITE INFO: 2g01 ELKWOOD OT SHEET GREGORY A. P E I T Z ADDRESS: CHICO CA, `< ARCHITECT ` 'F 1.05 ACRS - 383 Rio Lindo Ave. Chico, CA..95926 (530) 894-5719 PHONE: . ' a' • ; t' ZONE: \/LDR 1 . APN: 042-050-052 of: ONE' . . ; �/e cry : _ • GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 r' d PROJECT: G ��✓e �� Z. C� I have reviewed the truss submittal for the above project and all loading design criteria have been met. Gregory A.. Peitz Architect BUTTE COUNTY BUILDING DIVISION APPROVED t y n CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Date/Time: 1,3:42, Fri, Feb 24, 2017 CalCWation Description: Compliance Input File Name: Cockrell 2461.ribd16 CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION . 04'1.030.0-,'? f 01 Project Name Cockrell 2461 04 05 02 Calculation Description Residence 08 ��---.-.•+..-.-.�1--, '�'� 03 Project Location' 2901 Elkwood Court Compliance Margin Percent Improvement 04 City Chico, CA j 05 Standards Version Compliance 2017 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2016.2.1 (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 330 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 Photovoltaic Offset -- 000 0.00. 14 Total Cond. Floor Area (ft2) 2461_ 15 Number of Zones 1 16 Slab Area (ft2) 2461 17 Number of Stories 1 18 Addition Cond. Floor Asea n/a 19 Natural Gas Available Yes 1Ar[ l a.�R. ti 20 Addition Slab Area (42) n/a 21 Glazing Percentage (%) 16.4% ` Y^ ty� AA A _ COMPLIANCE RESULTS 01 Building Complies witWComputer'Performances s, 02 This building incorporates -features; that require field testing'and/or verification`by a certified;HERS �'ateriun�der the supervision of a CEC-approved HERS provider. 03 This building incorporates one•onmore Special_Features<shown`.below U V 4J lu U :0 F- -%1 ;lam !' Mt 7-5 J-' tom: It, ) Al I a /f 1", 1� c REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Insulation below roof deck • Window overhangs and/or fins Registration Number: P17-P010062247A-000-000-0000000-0000 �v Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.60 21.40 1.20 5.3% Space Cooling. 29.72 30.51 -0.79 -2.7% IAQ Ventilation _ _ 1.06 1.06 •0.00 0.0% Water Heating 7.18 7.18 0.00 0.0% Photovoltaic Offset -- 000 0.00. Compliance Energy Total 60.56 60.15 0.41 0.7% REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Insulation below roof deck • Window overhangs and/or fins Registration Number: P17-P010062247A-000-000-0000000-0000 �v Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Calculation Description: Compliance Input File Name: Cockrell 2461.ribd16 I CF1 R -PRF -01 Page 2 of 9 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: -- None BUILDING -,FEATURES INFORMATION 01 j02 03 04 05 06 07 Project Name ConditionedFlo,or.Area (ft2). Number of Dwelling Units Number of. Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems ._ Cockrell 2461-�`� .2461 ' " 1.,w3' ' 1 _ 0. 1 ZONE INFORMATION` . 01f, 02�' b _ -�3 `- 03 -�-t 04l� f 11 _105..1-1 rtY 06 07 Zone Name r Zone Type HVAC System'Name �Zon�Floor,A _ ii 0) ;Avg. Ceiling Height . Water Heating System 1 '.Water Heating System 2 Conditioned Conditioned HVAC System 1 2461 9.4 Water Heater Registration Number: 217-P010062247A-000-000-0000000-0000 Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Date/Time: 13:42, Fri, Feb 24, 2017' Calculation Description: Compliance Input File Name: Cockrell 2461.ribd16 CF1 R -PRF -01 Page 3 of 9 OPAQUE SURFACES .. L 1 LJ) 4� _k(, I I r"'-`:, € 01 X02 "� �.:.. X03.. ..{v, 04 _. 051 1} . a .. 06 07 08 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (W) Tilt (deg) Fwall Conditioned R23 BIB Wall 330 Front 567 113 90 Bwall Conditioned R23 BIB Wall 150 Back 585 180.04 90 Rwall Conditioned `R23 BIB Wall 240 Right 576 70 90 Lwall Conditioned R23 BIB Wall 60 Left 399 60.02 90 GarToHouse Conditioned»Garage Gar House R23 199 20 Kwall Conditioned»Attic Kwall R19 84 0 Ceiling (below attic) 1 Conditioned fR38 Ceiling below attic 2461 Gwall Front AGarage Garage Ext Wall 330 Front 270 192 90 Gwall Left f Garage Garage Ext Wall 60 Left 252 0 90 Gwall Right Garage Garage Ext Wall 240 Right 252 0 90 Gar Ceiling Garages„ R0 CIgBIwAttic Cons 681 .. ATTIC f .. L 1 LJ) 4� _k(, I I r"'-`:, € 01 X02 "� �.:.. X03.. ..{v, 04 _. 051 1} . a .. 06 07 08 Name Construction '+; Co_�_ . Type , ,4RoofRise ,�,� RoofReflectance ,q Roof Emittance Radiant Barrier Cool Roof _. Gar Attic Asphalt Roof1(R13) '' Ventilated' '" f 6-* " V C�1-of i 1� 0.85 No No Attic Asphalt Roof (R13) Ventilated 8 0.1 0.85 No No Registration Number: 217-P010062247A-000-000-0000000-0000 Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' Project Name: Cockrell 2461 Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Calculation Description: Compliance Input File Name: Cockrell 2461.ribd16' V CF1 R -PRF -01 Page 4 of 9 FENESTRATION / GLAZING 01 02 03 04 Name Side of Building 01 02 03 04 _ 05 06 07 08 09 10 Name Type . Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ftZ) U -factor SHGC Exterior Shading 3050 SH laundry Window Fwall (Front -330) 3.0 5.0 .1 ! 15.0 i 0.32 0.25 Insect Screen (default) 3030 XO kitchen Window Fwall (Front -330) 3.0 3.0 1 /9.0-- i 0.32 0.25 Insect Screen (default) 3030 XO kitchen 2 Window Fwall (Front -330) 3.0 3.0 1 49.0 , 0.32 0.25 Insect Screen (default) (3)2050 SH office Window Fwall (Front -330) 2.0 '5.0 3 30.0 0.32 0.25 Insect Screen (default) (2) 3050 SH bedroom Window Fwall (Front -330) 3.0 5.0 2 .'30.0 ! 0.32 0.25 Insect Screen (default) 2050 SH bathroom Window Bwall (Back -150) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) 2050 SH dining.1 Window Bwall Back -150 ( ) 2.0 5.0 1 j 10.0 0.32 0.25 Insect Screen (default) 5050 Fixed Window Bwall (Back -150) 5.0 5.0 1 125.0_ 0.32 0.25 Insect Screen (default) 2050 SH dining 2' Window A Bwall (Back -150) 2.0 5.0 1 00.01 0.32 0.25 Insect Screen (default) 12068 OXXO DR Window Bwall (Back -150) 12.0- 6.7 1 80.0 0.32 0.25 Insect Screen (default) 2050 SH master 1 -,,,,.E+-Bwall-'(Bacl =150) 2.0 5.0 1 110.0 0.32 0.25 Insect Screen (default) 5050 Fixed master Window �,�*"' Bll (Back,1!50) �S.QI 5:0 �wa 1 25.0 0.32 0.25 Insect Screen (default) 2050 SH master 2 11 Bwall(Back150)2.0, %5.0 I)1 1, J X10.0 , 0.32 0.25 Insect Screen (default) 6050 XO bedroom We "� _- . .. �''RwaINRight=240)x` J I U6.0� i 5:Ot >- U 01 0 �=30.0 0.32 0.25 Insect Screen (default) 5050 XO bathroom Window •Rwall (Rightr240)5.0, 5.0 1 25.0 0.32 0.25 Insect Screen (default) 3050 SH dining Window Rwall (Right -240) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) (2) 2050 SH Window Lwall (Left -60) 2.0 5.0 2 1120.0 0.32 0.25 Insect Screen (default) 3068 FR DRS Window Lwall (Left -60) 3.0 6.7 2 '40.0 i 0.32 0.25 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ftZ) U -factor Front Dr Fwall 120.0 1 0.50 GarToHouse Dr GarToHouse 20.0 i 0.50 GDoor Gwall Front 96.0 1.00 GDoor 2 Gwall Front 96.0 1.00 Registration Number: 217-P010062247A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2016 Residential Compliance Registration DateTme: 2017-02-24 13:54:54 - HERS Provider: CaICERTS inc. Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Description: Compliance Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Input File Name: Cockrell 2461.ribd16 CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 3050 SH laundry 2 2.3 5 4 1.3 4.3 3 5 0 8.3 3 4.5 0 3030 XO kitchen 14.8 2.3 3 30 1 0 0 0 0 8.6 6 6 0 3030 XO kitchen 2 14.8 2.3 6 30 1 0 0 0 0 8.6 6 3 0 (3) 2050 SH office 12 2.3 4 16 1 0 0 0 0 6.4 5 15 0 (2) 3050 SH bedroom 2 2.3 16 4 1.3 0 0 0 0 0 0 0 0 2050 SH bathroom 6 2.3 30 30 1.3 4 4 7 0 4 4 1.5 0 2050 SH dining 1 2 f `, 2.3 20 30 1.3 0 0 0 0 0 0 0 0 5050 Fixed 2 NJ 2.3 20 30 1.3 -0 0 0 0 0 0 0 0 2050 SH dining 2 2 j 2.3 20 30 1.3 0 0 0 0 0 0 0 0 12068 OXXO DR 4 ^ 15 ""2._3-_30- . "' 5 1 15 4 4 0 5 4 4 0 2050 SH master 1 0 ,�' 0' '0 }0,'? �-0� «T"� f 0; 0n 0 0 0 0 0 0 5050 Fixed master 0,�, 0 1 00--"� 05 0 oil I N0 0 0 0 0 0 2050 SH master 2 N� k0 ` a 0 lj _10 O f V Q O i OAF L 0 0` 0 0 0 0 0 6050 XO bedroom ;r` 0 0 H0 F R0 V0° R o Ak 1 01-4 F 0R 0 0 0 0 0 5050 XO bathroom 0 0 0 0 0 0 0 0 0 0 0 0 0 3050 SH dining 21 2.3 25 12 0.5 30 4 1 0 0 0 0 0 (2) 2050 SH 12.5 2.3 20 8 1 12 4 4 0 0 0 0 0 3068 FR DRS- 21 2.3 4.51. 25 1 0 0I 0 0 20 8 0.35 0 Registration Number: 217-Po10062247A-000-000-0000000-0000 Registration DateMme: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Calculation Description: Compliance Input File Name: Cockrell 2461.ribd16 CF1 R -PRF -01 Page 6 of 9 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 Conditioned 2461 208 None 0.8 No • Inside Finish: Gypsum Board Garage 681 120.5 None 0 No • Cavity/ Frame: no insul. / 2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO ClgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 Btm Chrd • Under Roof Joists: R-0.0 insul. • Cavity / Frame: R-13.0 / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt Roof (R13) Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. R 13 0.078 Roofing: Light Roof (Asphalt Shingle) t: Inside Finish: Gypsum Board Ceilings (below y 2x4 Bottom Chord of Truss 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) f 1 Wood Framed Ceiling "@ in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. Inside Finish: Gypsum Board R23 BIB Wall -- Cavity / Frame: R-23 / 2x6 Exterior Walls Wood;Framed Wall ., '.2x6 @,16 in.,O.C,,,.,-,,,,,, R 23,E 0.066 Exterior Finish: 3 Coat Stucco , I if r - f t Inside Finish: Gypsum Board Cavity / Frame: R-23 / 2x6 Gar House R23 Interior Walls `•Wood Framed=Wal .. . 2x6 @ 1.6,_rn:,O:C. tlr �R 23 O:Q61- "Other Side Finish: Gypsum Board Kwall R19 Interior Walls Wood Framed t `2x6 �" Inside Finish: Gypsum Board Wall- @ 24 in. OR,R 19 0:067 Cavity/Frame: R -19/2x6 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 2461 208 None 0.8 No Gslab Garage 681 120.5 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-P010062247A-000-000-0000000-0000 Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Description: Compliance Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Input File Name: Cockrell 2461.ribdl6 CF1 R -PRF -01 Page 7 of 9 WATER HEATING SYSTEMS 01 j 02 03 04 05 01 02 System Type 03 04 05 06 Name System Type Other Heating and -Cooling" Sy stem _-1 . 3J Distribution Type Water Heater Number of Heaters Solar Fraction (%) Water Heater DHW 14- - � Standard Tankless .82 (1) 1 n/a 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 Tankless .82 Gas Small, Instantaneous 1 n/a 0.82 EF 195000 Btu/hr n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 j 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System 1 Other Heating and -Cooling" Sy stem _-1 . 3J Fum 96 r�'"•---3 [ e"�"`� ""= 14 SEER - 12.0 EER t 'I'1 HVAC Fan 1 Attic R-8 HVAC -HEATING UNIT TYPESr''��` 01 01 � i t -N� -0i= 1L )4 U ' `f t # r 03 0 04 Name , System Type: C Number of Units Efficiency Furn 96 CntrlFumace 1 ; 95 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 14 SEER - 12.0 EER SplitAirCond 1 12 / 14- - � Not Zonal Single Speed 14 SEER - 12.0 EER -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 14 SEER - 12.0 EER -hers -cool Required 350 Required Not Required Required Registration Number: 217-P010062247A-000-000-0000000-0000 Registration DateTme: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Date/Time: 13:42, Fri, Feb 24, 2017 Calculation Description: Compliance Input File Name: Cockrell 2461.ribd16 CFIR-PRF-01 Page 8 of 9 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 ,Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic R-8 DuctsAttic Sealed and tested /8 Attic None Attic R -8 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION L�� y y _ 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 Handier Attic R -8 -hers -dist Required 5.0 Not Required Not Required Not Required Not Required . -- HVAC-FAN SYSTEMS 01 02 03 04 Name f Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 ./ j Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION �1-'�.-r L�� y y _ ,rte^ 03 Name ,�,,� �Verifierd Fan Wattraw DRequired Fan Efficiency (Watts/CFM) _ HVAC Fan 1-hers-f4n r� .., rr _ �RequiredA-Ilk 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 t SFam IAQVentRpt 55 0.25 Default 0 Required Registration Number: 217-Po10062247A-000-000-0000000-0000 Registration Date/Time: 2017-02-24 13:54:54 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-24 13:43:34 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cockrell 2461 Calculation Description: Compliance Calculation Date/Time: 13:42, Fri, Feb 24, 2017 ' Input File Name: Cockrell 2461.ribd16 CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 20.17-02-24 13:54:54 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 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 submittedtto.the enforcement;agency,for approval,with_this,building permit application. _ _ n Designer Name: t � � � �� � � Responsible Designer Signature: �re� c�eitz I(C Greg Pe Gre t Company:] r� } Gregory A. Peitz Architecture Date Si ned: 2017-02-24 13:54:54 Address: License: 383 Rio Lindo Ave C21283 City/State/Zip: Phone: Chico, CA 95926 530-894-5719 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-P010062247A-000-000-0000000-0000 Registration Date/Time: 2017-02-24 13:54:54 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-02-24 13:43:34 . .fir . • GREGORY A. PEITZ. ARCHITECT 383 Rio'Lindo Ave., Chico, CA. 95926 (530) 894-5719 Structural C'a-1"cuIations for: PERMIT # (--7 C7C� 3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR. CODE COMPLIANCE DATE S �� BY� r, * No. C212 a •+ti i��t ee��- ` l��i�s'Y RE 7i 7 YRI �� �'�"'.� ' � \i iZI1 X1'()1 `� r-,•��; ,�• , �'� y''+ 4 �L�� Co�� JAStructuralTesign Data - Residential.doc DESIGN DATA Code used: 2016 California Building Code Floor loading: Live loads -- Uninhabitable attics w/o storage: 10psf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -10lbs/square foot Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof -l4 lbs/SF Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 11.0 Wind importance factor, 1 1.00 Wind exposure category B Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 Sl 0.25 Site class D . Design spectral response coefficients; SDS 0.579 SDI - 0.317 Seismic design category D Basic seismic -force -resisting systems) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; - Equivalent lateral force procedure WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1 Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: B (section 26.7) 4. Kzt = 1.0 (section 26.8) ' 5. X = 1.0 (figure 28.6-1) 6. Roof slopes: 30° - 45° (7/12 - 12/12) 7. Mean roof height: up to 30 ft. PS = ). K�t Poo X ( eq. 28.6-1) Wind Pressures Roof internal' zone: (11.8 psf). (.6) = 7.08 psf Roof end zone: (14.8 psf) (.6) = 8.88 psf Wall internal zone: (17..2 psf) (.6) = 10.32 psf Wall end zone: (21.6 psf) (.6) = 12.96 psf Ilk D G CJ 1..��/ � �'�. p' �� v t C� •G��V l s 2.n Rt GI -1 T - to 3 ,3 C) ► . o g ,(a (o 2�) `62 SINE l R WALLS= S � SHEARWALLS 3/8" GDX ply. w/ ad's ❑ 3 coat plaster ❑ ( ) gyp. bd. w/ ( )� ( ), AT ALL SUPPORTS, BLOGI<ED ANCHOR BOLTS l' (o C/ /' G ' - - GBG ,specified Y2" (P a.b.'s @ 6-0" o.G: w/ min. (2) a.b.'s per wall is aclo.cpate ❑ Y�" 0 anchor bolts O.G. A Ar / !1!7/1 ❑ RBG's a O.C. A35's �f o.G. ❑ NONE REa'D OVERTURNING 1 No hoIdown's rec7s�. ❑ G5I6 Holddown Straps to Rim Joist below ❑ Postal Frame w/ "Simpson" ST6224 .straps from 4x post to Gontinous header. HDU2, SSTB16 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, 55TB20 @ Single pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ (_ . ) Ibd's per top q splice, ❑ G5I6 strap splices ❑ 5T6224 strap splices ❑ Drag Truss I LINE: �Z,` 'S.7 + 1 SHEARWALLS tr 3/8 GDXply. w/ ad's @ ,12 o.c. El coat plaster ❑ ( ) gyp. bd. W AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ 6-0" oz. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts C.C. A35 / RBC ❑ RBC's @ O.C. f A55's L o'l o.c. ❑ NONE REG2'D OVERTURNING Le ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below ❑ -Portal Frame w/ "Simpson .5T6224 straps from 4x post to continous header. Cj HDU2, 55TB16 a 5ingle pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O @ Sing le pour, 55TB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d'5 per top IZ sp l ice ❑ 0516 strap sp I ices ❑ 5T6224 strap sp 1 ices �; j �e-Drag Truss LINE'. WALL5 = �7, 1 SHEARWALLS 1 7-17 GDX ply. w/ 5d's ® y 112 o.c: ❑ 3 ,coat .plaster ' ❑ ( ) .gyp. bd. w/ (4 )@ .( ), AT ALL SUPPORTS, 5LOGiGED ANCHOR BOLTS Lf ❑ 'GBG specified IV:2 0 a.b.'s @ 6'-0" O.C. w/ min. (2) a.b.'s per wall is adequate IV:2" anchor bolts -A35 / RBC ❑ R50's @ A55's @ o.c. ❑ NONE REa V OVERTURNING ❑ No holdown's recq,'d E 0516 Ho Iddown Straps to . Rim Joist be low ❑ Portal f=rame w/ "Simpson" ST6224.5tr.aps from 4x post to continous header. ®' HDU2, 55T516 @ Single ebur, 55T520 @ 2 Pour ❑ HDU4, 55TB20 @ Single pour, 5ST524 ® 2 Pour COLLECTOR / CHORD ❑' ( ) 16d's per top q splice ❑ 0516 strap - sp 1 ices ❑ 5T6224 strap 5p-1 ices X -, 1 �(- V—Drog Truss LINE Rt= 5Aq"-.WALLS= SHEARWALLS v %"' GDX ply. w/ ad's (p 1 ,12 o.c. El coat plaster ❑ ( J ..gyp. bd. w/ ( )®( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS GBG specified Y2" 0 a.b.'s 6-0" oz. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ o.c. -A35 / RBC 5. ❑ RBC's @ ;- A55's @ % o.c. D NONE REa'D OVERTURNING (� FZO if _ No holdown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ -Portal Frame w/ "Simpson" 5T6224 straps. from 4x post to continous header. ❑ HDU2, 55TB16 ® Single pour, SSTB20 @ 2 Pour ❑ HDU4, SSTB20 - @ Single pour, SSTB24 ® 2 Pour COLLECTOR / CHORD a 0 Ir, b./ .I P ❑ ( ) 16d'5per top q sp I ice ❑ 6516 strap sp I ices ❑ 5T6224 strap splices 0 Drag Truss LINE 74 R= WALLS=? SHEARWALLS s• . c s/8•' GDXp wly. / ad's @ 'v ,12 O.C. ❑ 5 coat plaster ❑ . ( ) gyp. bd. W ( )@ ( ), AT ALL SUPPORTS, ANCHOR BOLTS GBG specified Y2" 0 a.b.'s @ 6-0" o.c. w/ min. (2) a.b.'s per wall is adecLuate ❑ Y2" 0 anchor bolts ,(b O.C. ❑ RBC's @ 0.6. A55's @ G f O.C. ❑ NONE REa D OVERTURNING ❑ No holdown's recL'd ❑ 0516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" ST6224 straps from 4x post to con_ tinous header. HD02, 55TB16 @ Single pour, 55TB2O -@ 2 Pour ❑ HDU4, 55TB2O @ Single pour, 55TB24 @ 2 Pour COLLECTOR CHORD ❑ ( ) 16d'5 per top E splice ❑ 05,16 strap splices ❑ 5T6224 strap sp l ices ❑ Drag Truss BLOCKED L-1 N E _I 5x �° -WALLS ? It "� ' ,- SHEARWALLS 5.C)7l-2-5 `Z,17kc�1 GDX ply. w/ 8d's &x,12 o.c. ❑ 5 coat plaster ❑ ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS OF GBG specified Y2" 0 a.b.'s @ 6'-O" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ 0 anchor bolts @ O.C. A35 / RBC ❑ RBC's @ O.C. A55's @ ❑ NONE REa'D OVERTURNING (I Z f ^% > (1 ❑ No holdown's req'cl ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ "Simpson" 5T(5224straps from 4x post to continous header. I HDU2, 55TB16 @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 55TB2O @ Single pour; 55TB24 @ 2 Pour COLLECTOR / CHORD r (41, 0, -� / 1 5) ( 5 0"?-> -- '2--.,1-7 <-- c� r c-5 Ti ( ) 16d's per top R splice M' G516 strap sp l ices ( - (61,) , ❑ 5T6224 strap sp 1 ices a �Z, 17 <_ Drag Truss LINE C SHEARWALLS 3/8" GDX ply. w/ 8d's @ ,12 o.c. D 3 coat plaster ❑ ( )gyp. bd. w/ AT ALL SUPPORTS, ANCHOR BOLTS ❑ GBG specified Y2" 0.10"s @ 6'-0" o.c. w/ min. (2) 0.b -'s per wall is adequate ® Y2" (P anchor bolts @ A , .,�,. ❑ RBC's @ O.C. ❑ A35's @ 041. ❑ NONE REa V BLOCKED OVERTURNING 73I i/P (03, "i (75 -3, C) {� 1 ❑ No holdown's req'd ❑ G516 Holddown Straps to Rim Joist below ❑ Portal Frame w/ 'Simpson" 5T6224 . straps from 4x post to continous header. HDU2, 5ST516 @ Single pour, 55TB20 @ 2 Pour ❑ HDU4, SSTB20 @ -Single pour, 5STB24 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 166's per top R sp 1 ice ❑ C516 strap splices ❑5T6224 strap splices a C t 9 7I.cf- Drag Truss LINEt i� by i ---;Sp ❑ ( ) I bd's per top tZ splice ❑ G516 - strap sp l ices ❑ 5T6224 strap sp l ices - ❑ Drag Truss WALLS= 2 +. 5 �.-. SHEARWALLS , GX ply. w/ ad's 3 l� ,12 Do.c. 5 coat plaster ❑ , ( ) ..gyp. .),AT ALL SUPPORTS, BLOCKED ANCHORBOLTS a /� } GBG specified y2" (P a.b.'s e 6-0" o.c. w/ min. (2) a.b.'s per wall is adequate ❑ Y2" 0 anchor bolts @ O.C. A35 / RBC ❑ RBC's � o .c ❑ NONE REaV OVERTURNING ❑ No holdown's req'cl ❑ 0516 Holddown Straps to Rim Joist below +]` Portal Frame w/ "Simpson" 5T6224 straps from 4x - post to-- continous . header. �►^e+'[ 'HDU2, 55TB1-6 @ Single pour, 55TB20 @ 2 Pour r'� ❑ HDU4, 55TB20 @ Sing Ie pour, 55TB24 @ 2 Pour rni i �rTnQ i rrunan i� by i ---;Sp ❑ ( ) I bd's per top tZ splice ❑ G516 - strap sp l ices ❑ 5T6224 strap sp l ices - ❑ Drag Truss Project: Location: FRONT PORCH HEADER Read Roof Beam Section Modulus: [2016 California Building Code(2012 NDS)] 101.06 in3 5.5 IN x 10.5 IN x 22.4 FT 7.58 in2 24F -V4 - Visually Graded Western Species - Dry Use Moment of Inertia (deflection): Section Adequate By: 70.6% 530.58 in4 Controlling Factor: Deflection 6748 ft -Ib DEFLECTIONS . Center Shear: Live Load 0.24 IN U1133 9182 Ib Dead Load 0.64 in WT = Total Load 0.88 IN 0307 LL = Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 psf Roof Dead Load: REACTIONS A B 15 Live Load 448 Ib 448 Ib Tributary Width: Dead Load 1205 Ib 1205 Ib 1.5 Total Load . 1653 Ib 1653 Ib Wall Load: Bearing Length 0.46 in 0.46 in 50 plf Non -Snow Roof Loaded Area: BEAM DATA 56 Span Length 22.4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adiusted Bending Stress:. Fb = 2400 psi Controlled by: Fb crnpr = 1850 psi Fb' = 2160 psi Cd=0.90 CV -1.00 Shear Stress: Fv = 265 psi Fv' = 239 psi Cd=0.90 Modulus of Elasticity: E= 1800 ksi E'= 1800. ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L = 650 psi Controlling Moment: 6748 ft4b 11.2 ft from left support Created by dead loads only on all span(s). Controlling Shear: 1205 Ib At support. Created by dead toads only on all span(s). Comparisons with required sections: Read Provided Section Modulus: 37.49 in3 101.06 in3 Area (Shear): 7.58 in2 57.75 in2 Moment of Inertia (deflection): 310.98 in4 530.58 in4 Moment: 6748 ft -Ib 18188 ft -Ib Shear: 1205 Ib 9182 Ib ,�3 page. Greg Peitz Home ' Gregory A Peitz Architect 383 Rio Lindo Ave or Chico, CA 95926 StruCalc Version 10.0.0.9 3/9/2017 11:32:58 PM 224 Side One: AND LOADS Adjusted Beam Length: Ladj = Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 50 plf Non -Snow Roof Loaded Area: RLA = 56 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 22.4 ft Beam Self Weight: BSW = 13 pif Beam Uniform Live Load: wL = 40 ptf Beam Uniform Dead Load: wD_adj = 108 plf Total Uniform Load: WT = 148 plf a Project: 4 Location: FAMILY ROOM PATIO DOORS HEADER Roof Beam [2016 California Building Code(2012 NDS)] 5.5 IN x 10.5 IN x 12.6 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 84.3% Controlling Factor: Moment ���i�J" ✓' Greg Peitz Peitz Home T N Gregory A Peitz Architect 383 Rio Lindo Ave of Chico, CA 95926 StruCalc Version 10.0.0.9 3/9/2017 11:32:01 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN U825 nvvr wnvuw Side One: Dead Load 0.23 in Total Load 0.41 IN 0369 24F -V4 - Visually Graded Western Species Live Load Deflection Criteria: 1-/240 Total Load Deflection Criteria: U180 Roof live Load: REACTIONS A_ B Live Load 1946 Ib 1946 Ib psf Dead Load 2407 Ib 2407 Ib , Total Load 4353 Ib 4353 Ib Roof Dead Load: Bearing Length 1.22 in 1.22 in 15 psf BEAM DATA Fb = 2400 psi Span Length 12.6 ft 126ft — Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft ft Roof Pitch 8 :12 Fb cmpr = 1850 psi Roof Duration Factor 1.25 Side Two: MATERIAL PROPERTIES nvvr wnvuw Side One: i 24F -V4 - Visually Graded Western Species Roof live Load: LL = 15.1 psf Base Values Adjusted Roof Dead Load: DE= 15 psf Bending Stress: Fb = 2400 psi Confro/led by. Tributary Width: TW = 18 ft Fb cmpr = 1850 psi Fb' = 3000 psi Side Two: Cd=1.25 Roof Live Load: LL = 15.1 psf Shear Stress: Fv = 265 psi FJ = 331 psi Roof Dead Load: DL= 15 psf Cd--1.25Tributary Width: TW = 2.5 ft Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc --L= 650 psi Fc - -L= 650 psi Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 258.3 plf Controlling Moment: 13712 ft -Ib 6.3 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj = 12.6 ft Controlling Shear. 4353 Ib Beam Self Weight: BSW = 13 plf At support. Beam Uniform Live Load: wL = 309 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD adj = 382 plf Total Uniform Load: WT = 691 plf Comparisons with required sections: Read Provided Section Modulus: 54.85 in3 101.06 in3 Area (Shear): 19.71 in2 57.75 in2 Moment of Inertia (deflection): 259.12 in4 5.30.58 in4 Moment: 13712 ft -Ib 25266 ft -Ib Shear: 4353 Ib 12753 Ib Project: Nr1r z pees Greg Peitz Home Location: BEDROOM 3 FRONT WALL HEADER AT CLIPPED PLATE Gregory A Peitz Architect Roof Beam 383 Rio Lindo Ave or [2016 California Building Code(2012 NDS)] ear Chico, CA 95926 5.5 IN x 12.0 IN x 13.4 FT 24F -V4 - Visually Graded Western Species - Dry Use StruCalc Version 10.0.0.9 3/9/2017 11:30:57 PM Section Adequate By: 90.8% Controlling Factor: Moment DEFLECTIONS Center Provided Live Load 0.17 IN U950 132 in3 Dead Load . 0.22 in 66 in2 Total Load 0.39 IN U410 792 in4 Live Load Deflection Criteria: L240 Total Load Deflection Criteria: U180 REACTIONS A B 5164 lb Live Load 2230 Ib 2230 lb Roof Dead Load: Dead Load 2934 Ib 2934 Ib 15 Total Load 5164 Ib 5164 Ib Tributary Width: Bearing Length 1.44 in 1.44 in 22.5 BEAM DATA Side Two: Span Length 13.4 ft Unbraced Length -Top 0 ft Roof Live Load: Unbraced Length -Bottom 0 ft 14.2 Roof Pitch 8 :12 Roof Dead Load: Roof Duration Factor 1.25 15 MATERIAL PROPERTIES Tributary Width: 24F -V4 - Visually Graded Western Species 1 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_crnpr = 1850 psi Fb' = 3000 psi Cd=1.25 314.9 Shear Stress: Fv = 265 psi FV = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi .Comp. -L to Grain: FC --L= 650 psi Fc - -L= 650 psi Controlling Moment: 17300 ft4b 6.7 ft from left support Created by combining all dead and Imre loads. Controlling Shear. 5164 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Recfd Provided 69.2 in3 132 in3 23.38 in2 66 in2 347.67 in4 792 in4 17300 ft -Ib 33000 ft -Ib 5164 lb 14575 lb ROOF LOADING AND LOADS Adjusted Beam Length: Ladj = Side One: It Beam Self Weight: BSW = Roof Live Load: LL = 14.2 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 22.5 ft Side Two: plf Roof Live Load: U1= 14.2 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1 ft Wall Load: WALL = 0 pif Non -Snow Roof Loaded Area: RLA = 314.9 plf SLOPE/PITCHADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 13.4 It Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 333 plf Beam Uniform Dead Load: wD adj = 438 plf Total Un'rform Load: WT = 771 plf Project:TlI'� e3ee .. j;—- 4 Greg Peitz Home Location: MASTER BEDROOM PATIO DOORS HEADER Gregory A Peitz Architect / Roof Beam 383 Rio Lindo Ave [2016 California Building Code(2012 NDS)] } Chico, CA 95926 5.5 IN x 7.5 IN x 6.6 FT #1 - Douglas -Fir -Larch - Dry Use StruCalc Version 10.0.0.9 3/9/2017 11:29:05 PM Section Adequate By: 71.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1794 t' Dead Load 0.05 in -16 psf ; Total Load 0.10 IN U833 , Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ 13 - TW = Live Load 1056 lb 1056 Ib Side Two: Dead Load 1219 Ib 1219 Ib Created by combining all dead and live loads. Total Load 2275 Ib 2275 Ib r Bearing Length 0.66 in 0.66 in " BEAM DATA 30.03 in3 Span Length 6.6 ft Area (Shear): Unbraced Length -Top 0 ft 41.25 in2 Unbraced Length-Boftom 0 ft 41.81 in4 Roof Pitch 8 :12 Moment: Roof Duration Factor 1.25 6445 ft4b MATERIAL PROPERTIES -2275 Ib #1 - Douglas -Fir -Larch - Beam Self Weight: Base Values Adiusted Bending Stress: Fb = 1200 psi FV = 1500 psi _ Cd=1.25 CF= 1.00 Beam Uniform Dead Load: Shear Stress: Fv = • 170 psi I've = 213 psi Cd=1.25 WT = Modulus of Elasticity. E= 1600 ksi E = • 1600 ksi Comp. -L to Grain: Fc --L= 625 psi Fc --L = 625 psi Controlling Moment: 3754 ft4b 3.3 ft from left support LL = -16 psf ; Created by combining all dead and live loads. , Controlling Shear: -2275 Ib Tributary Width: TW = At support Side Two: Created by combining all dead and live loads. Roof Live Load: Comparisons with required sections: Read Provided Section Modulus: 30.03 in3 51.56 in3 Area (Shear): 16.06 in2 41.25 in2 Moment of Inertia (deflection): 41.81 in4 193.36 in4 Moment: 3754 ft -Ib 6445 ft4b Shear: -2275 Ib 5844 Ib NOTES Side One: Roof Live Load: LL = -16 psf ; Roof Dead Load: DL= 15 psf Tributary Width: TW = 9.5 ft Side Two: Roof Live Load: LL = 16 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 10.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 132 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.6 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 320 plf Beam Uniform Dead Load: wD adj = 369 plf Total Uniform Load: WT = 689 plf Project: Location: DINING ROOM WINDOW HEADER Roof Beam [2016 California Building Code(2012 NDS)] 5.5 INx7.5INx5.2FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 215.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U4192 Dead Load 0.02. in Total Load 0.03 IN U1942 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 728 Ib 728 Ib Dead Load 844 Ib 844 Ib Total Load 1572 Ib 1572 Ib Bearing Length 0.46 in 0.46 in BEAM DATA Fc -1 = 625 psi Span Length 5.2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Comparisons with required sections: Base Values Adiusted Bending Stress: Fb = 1200 psi Fb' = 1500, psi Area (Shear): Cd=1.25 CF= 1.00 41.25 in2 Shear Stress: Fv = 170 psi Fv' = 213 psi Moment: Cd=125 . 6445 ft -Ib Modulus of Elasticity-. E = 1600 ksi IF = 1600 ksi Comp. -L to Grain: Fc - L = 625 psi Fc -1 = 625 psi Controlling MomenL 2043 ft -lb psf 2.6 ft from left support DL= 15 Created by combining all dead and live loads. Tributary Width: Controlling Shear: 1572 lb ft At support WALL = 0 Created by combining all dead and live loads. Non -Snow Roof Loaded Area: Comparisons with required sections: Read Provided Section Modulus: 16.34 in3 51.56 in3 Area (Shear): 11.09 in2 41.25 in2 Moment of Inertia (deflection): 17.92 in4 193.36 in4 Moment: 2043 ft -Ib 6445 ft -Ib Shear: 1572 Ib 5844 Ib page 'tf'�' 4 Greg Peitz Home Gregory A Peitz Architect rte'' 383 Rio Lindo Ave or Chico, CA 95926 StruCalc Version 10.0.0.9 3/9/2017 11:28:05 PM Side One: AND LOADS Adjusted Beam Length: Ladj = Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 16 ft Side Two: plf Total Uniform Load: WT = Roof Live Load: LL = 16 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 1.5 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 91 plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.2 ft Beam Sell Weight: BSW = 9 plf Beam Uniform Live Load: wL = 280 plf Beam Uniform Dead Load: wD adj = 324 plf Total Uniform Load: WT = 604 plf Project Location: REAR PATIO BEAM Roof Beam [2016 California Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 10.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 121.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1747 Dead Load 0.08 in Total Load 0.15 IN L 799 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 960 Ib 960 lb Dead Load 1138 Ib 1138 Ib Total Load 2098 Ib 2098 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Span Length 4 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch •.! Greg Peitz Home Gregory A Peitz Architect F.._ 383 Rio Lindo Ave or Chico, CA 95926 StruCalc Version 10.0.0.9 3/9/2017 11:27:13 PM Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 16 psf DL= 15 psf TW = 10.5 ft LL = 16 psf DL= 15 psf TW = 1.5 ft Wall Load: WALL = 0 pif Non -Snow Roof Loaded Area: RLA = • 120 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Base Values Adiusted Bending Stress: Fb = 1350 psi Fb' = . 1688 psi BSW = Cd=1.25 CF=1.00 plf Shear Stress: Fv = 170 psi Fv' = 213 psi plf C&1.25 wD adj = Modulus of Elasticity. E = 1600 ksi E= 1600 ksi Comp_ -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: ' 5246 ft -lb 5.0 ft from left support Created by combining all dead and live loads. -, Controlling Shear: -2098 lb At support Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 37.3 in3 82.73 in3 Area (Shear): - 14.81 int 52.25 int Moment of Inertia (deflection): 88.51 in4 392.96 in4 Moment: 5246 ft -Ib 11634 ft -Ib Shear: -2098 lb 7402 lb •.! Greg Peitz Home Gregory A Peitz Architect F.._ 383 Rio Lindo Ave or Chico, CA 95926 StruCalc Version 10.0.0.9 3/9/2017 11:27:13 PM Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 16 psf DL= 15 psf TW = 10.5 ft LL = 16 psf DL= 15 psf TW = 1.5 ft Wall Load: WALL = 0 pif Non -Snow Roof Loaded Area: RLA = • 120 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 192 plf Beam Uniform Dead Load: wD adj = 228 plf Total Uniform Load: WT = 420 plf v General Notes - Notal Generales Hoisting and Placement of Truss Bundles Trusses are not marked in any way to identify the Los trusses no estAn marcados de ningtin mode qua Recomendaciones Para Levantar Paquetes de Trusses frequency Or location of temporary lateral restraint identifique la frecuenda o localizacitin de restriccOn (S) DONT overload the crane. and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use las NO sobrecargue la gr0a. for handling, installing and temporary restraining reoomendadones de manejo, instalad6n, restricd6n and bracing of trusses. Refer to SCSI - Guide to y ambstre temporal de los trusses. Vea at folleto SCSI (S) NEVER use banding to lift a bundle. Good Practice for Handling. Installing. Restraining - Gua de Buena PrACtica Dara at Maneio. Instaladdn. NUNCA use las ataduras para levantar un paquete. tx Bracing of Metal Plate Connected Wood Restiiod6n v Arrostre de las Tresses de Madero mg a I g g Recomendaaones ora Levantar Ir r'usses In rvi ua es damaging trusses and prevent injury. Wear ! personal protective equipment for the eyes, ��®B Using a single pick -point at the peak can damage the truss. feet, hands and head when working with �- 1 trusses. ' m EI use de un solo lugar an el pito para levantar puede ' ANUM Utilice cautela at quitar las ataduras hacer dano at truss. 60' or less o los pedalos de metal de sujetar para evitar da/3o a los trusses y prevenir la herida personal. A @ ems` Use Lleve at equipo protectivo personal para Ojos, special care in Ufflice cuidado pies, manos y cabeza cuando trabaja con windy weather or especial en Approx. 112 y , trusses.' near power lines dfas ventosos o truss length Tagline and airports. cerca de cables - TRUSSES UP TO 30' (9.1 m) eldctrtcos o de - TRUSSES HASTA 30 PIES � ),. .. 'rw . Steps t0 setting Trusses i Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Las-Medidas_de_/a_Instalaeioil.de_Ios, Restriction y Arriostre Para Trusses de'Cuerdas Paralelas 3x2 y 4x2r Trusses' ! ,.- .l 10' 3 m) or Diagonal bracing Repeat diagonal bracing 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set held 4 Refer to 15' 4.6 m)' 1 every 15 truss spaces 30' ' trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7"' for more (9.1 m) max. bracing (see below). 5 Install web member plane diagonal bracing to stabilize the first five trusses , information. (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. Vea at resumen BCSI-B7'" ' para mss informaci6n. 1 1 11 d t' 2 1 t l 1 t t t l t d f Trusses for more detailed Information. Conectados con Placas de Metal para informaa6n 0 A single lift point may be used for bundles of - ) nsta a os arnostres a terra. ) ns a e e pnmero cuss y a e seguramen e a amos re a terra. mos detallada. 3) Ins tale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) 5 To.c., Truss Design Drawings may specify locations of lop chord pitch trusses up to 45' (13.7 m) and Instals el arriostre diagonal de la cuerda superior vea abajo). 5 Instale arniostre diagonal aro los typ' ermanent lateral restraint or reinforcement for Los dibu os de disefio de los trusses pueden es ficar parallel chord trusses u to 30' 9.1 m g P ( 1) ) g P webs diagonal brace to r arida p j p ped p ( ). pianos de los miembros secundados para estabilice los pnmeros cinco trusses (vea abajo). 6) Instate r- � .• individual truss members. Refer to the BCSI-B3"' las localizations de restriccibn lateral permanente o Use at least two lift points for bundles of top la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita Aste webs al end of cantilever and at for more information. All other permanent bracing refuerzo an los miembros individuales del truss. Vea chord pitch trusses up to 60' (18.3 m) and poral- A WARNING Do not overload supporting ortin procedimiento an grupos de cuatro trusses hasta que todos los trusses estdn instalados.. bearing locations. t NI lateral restraints PP g lapped at least two trusses., design is the responsibility of the building designer. la III resumen BCSI-B3"' para aids informad6n. EI lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. Refer to BCSI-B2"' for more information. - resto de los diserios de arriostres permanentes son la three lift points for bundles of top chord pitch - r' . ,t "Top chord temporary lateral restraint spacing'shall be 10' (3 m) o.c. max. for 3x2 chords responsabflidad del diseriador del edifido. trusses >60' (18.3m) and parallel chord trusses 1ADVERTENCIAI No sobrecargue la 1 - Vea at resumen BCSI-B2"' para mAs informaci6n. a and 1S' (4.6 m) o.c. for 4x2 chords. y >45' (13.7 m). - estructura apoyada con el paquete de •' Restraint/Braeing for All Planes of Trusses r A WARNING The consequences of improper trusses. �nstalling -_ Instalaeionl k•., out -of -Plane, QPuede user un solo lugar de levantar para Rest!%CCIOft/AI/%Ostle Para TbdoS Pianos de Trusses' ' handling, erecting, installing,restraining `' 4 9 I paquetes de trusses de la cuerda superior haste � Place truss bundles in stable position. -P ; � Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach 0 Tolerances for Out -of -Plane. Out_of -Plumb"' Max. Bow Truss Length , and bracing can result in a collapse of the 45'y trusses de cuerdas paralelas de 30'o Puss, paquetes de trusses en una { to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131 x3.5") nails. Tolerancias para Fuera-de-Plano. structure, or worse, serious personal injury or - I mens. ` D150 3/4" 12.5' death. -� - Use per to mens dos puntos de levantar con postabn astable. + La madera 2x4 dasificada per estrAs as la madera minima util nada para rosMcc bn lateral y err ostramiento di- Length -►' Max. Bow D (f<) 19 mm 3.8 m „ e [9 a agonal. Macias a cada braguero con at minimo 2 davos 10d (0.128x3 ), 12d (0.128x3.25) o i6d (0.131x3.5 ). f1'- _L �l 1/q" 1' Ile" 14.6' ADVERTENCIAI EI resultado de un manejo, f i8 grupos de trusses de cuerda superior tnclinada 1 . A 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord Wsses' %r Length 6 mm 0.3 m 22 mm 4.5 m ,•levantamiento, instalacibn, restriod6n arrisotre _ haste 60'y trusses de cuerdas paralelas haste 9P - �eX, flew �- gth L7 y �' 45, Use por to memos dos puntos de levantar con grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracing of PCTs. 1/2" 2' 1" 16.7' incorrecto puede ser la calda de la estructura o � Max. Bov o 13 mm (0.6m) 25 mm 5.1 IT v mas de 60' y trusses de cuerdas paralelas mas de 45'. Este metodo de restriccOn y arriostre as para todo trusses excepto trusses de cuerdas paralelas aun peor, heridos o muertos. (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccOn y arriostre temporal de PCTs. • -_ Length n 3/4" 3' 1-1 /8" 18.8' . : Plumb 19 mm 0.9 m 29 mm 5.7 m A �Oa Exercise care when remov- _ Mechanical HoistingRecommendations for Single Trusses 1 o �/ b n fi and handlin trusses to avoid d- 9d l j 1 TOP CHORD - CUERDA SUPERIOR - • f line 1" 4' 1.1/4" 20.8' Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramp, Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) o.c. max. (9.1 m) Asphalt Shingles 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m Clay Tile (13.7 m) - 6'(1.8 m) o.c. max. ' (18.3 IT) (18.3 m) - E 4'(11.2 m) o.c. max. Tolerances for 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para . D/So max I 32 mm 1.5 m 35 mm 7.0 IT Fuera-de-Plomada 1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8m 38 mm - 7.6m .� 1-314" 7' 1-3/4" Construction Loading 45 mm 2.1 m 45 mm 8.9 tm Ca a De Construccidn z" 26' 2" x .151 mm 224 m 51 mm 10.1 • DO NOT proceed with construction until all lateral restraint and bracing is securely and property in place. NO proceda con la construcci6n hasta cue Codas las restric- 'Consult a Registered Design Professional for trusses longer than 60' (18.3 m). ciones laterales y los ardostres est6n colocados en forma Handling Manejo . der Consults a un Professional Regisaado de Disedo para trusses mas de 60 pies. / apropiada y Segura. Attach JB rosin roe -I" to' 3 m �� 'See BCSI-62"' far TCTLR options. � G DO NOT exceed maximum stack heights. Refer to BCSI.84"' -► Locate Spreaderbar Avoid lateral above or stiffbad o.c. max. L Vea at SCSI -B2"' para las opciones de TCTLR. -for more information. bending. Spreader bar Spreader bar 1/2 to mid -height zr3 wss len -�I 1 NO exceda las alturas mAximas de mont6n. Vea el resumen Evite la flezi6n lateral• for truss ragtime length Refer to BCSI-B3"' BCSI-B4"' para mAs informacitin. TRUSSES UP TO6o' (15.3 m) _� for Gable End Frame restraint/bracing/ ®. TRUSSES NAST.80 PIES A The contractor - l reinforcement information. _Je" Spreader bar 2l3 to D Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2bundles,, Concrete Block 8"(203 mm) Clay Tile 3-4 tiles high Is responsible for �- p Para in/ormacibn sobre restricci6n/ TCTLR Hold each truss in position with the erection 314 truss length properly receiving, equipment until top chord temporary lateral - Tagline - "arriostre/re/uerzo pare Armazones • - unloading and storing • -T Q Q - - TRUSSES UP TO ANDOVER 60' (19.3 m( restraint is installed and the truss is fastened TRUSSES HASTA v SOBRE 6o PIES = Hastfales vea el resumen BCS/ -B3"' )Ir,) the trusses at the 10" or > to the bearing points. , . Note: Ground bracing not shown for clarity. NEVER stack materials near a peak, at mid -span, on cantilevers or overhan s jobsite. Unload trusses to smooth surface to 9 lY- P P 9 . prevent damage. 0 Use proper rig- Use equipo apropiado Sosfenga Cada truss e'n posici6n con equipo de gr6a hasta qua la resfricci6n lateral temporal de Truss attachment NUNCA apile los mateiiales cerca de un pica, a centro de la luz, an n and hoisting la cuerda superior este instalado el truss alto ase urado an los so ortes. •0 Repeat diagonal braces for each set of 4 trusses. required at support s) EI contratista tiene la responsabilidad de recibir, ging g para levantar e P y g P " - cantilevers o aleros. descargar y almacenar adecuadamente los equipment. improviser. Repita los arrisotres diagonales para coda grupo de 4 trusses. Section A -A * ` DO NOT overload small groups or single trusses. trusses an la obra. Descergue los trusses an Is - Installation of Single Trusses � by Mand 1 2) WEB MEMBER PLANE - PLANO DE LOS M/EMBROS SECUNDAR/OS NO sobrecargue pequenos grupos o trusses individual es. Cierra lino para prevenir el dario. ReeommendaeerLa de Levantamiento de Trusses 1 � LATERAL RESTRAINT & DIAGONAL BRACING ARE 0 Place loads over a5 man trusses a5 possible. Individuates Por La Mario v _ . ; ; , VERY IMPORTANT Coloque las cargas sobre tantos trusses tomo sea posible. !' 0 Trusses 20' - " - 0 Trusses 30' 0 Position loads over load bearing walls. f (s.t m) or (9.1 m) or less, 11 -ILA RESTRICC16N LATERAL Y EL ARR/OSTRE DIAGONAL SON g Coloque las cargas sobre las paredes soportantes. less, support support at {:MUY 1_MPORTANTES. Diagonal t. 9 ` .• ®I� near eek. CLR splice reinforcement P quarter points. �. . ng Truss Member - A/teraerones bract Alterationst r .1v •j 1 1-C� Refer to BCSI-B5."' Truss Wring not shown for clarity. ?'r %max -/,p Soporte Soportede ,,t, ". , cuart cerca al pito los ranno I los trusses -'Trusses up to 20' ► de tramo los f Trusses up to 30' I 1� r Web members Vea at resumen BCSI-B5. a s de 20 pies o trusses de 30 7" - , P (6.1 m) (9.1 m) 1 � DO NOT cul, alter, or drill any structural member of a truss unless DO NOT store NO almacene mens. Trusses haste 20 pies pies o menos. Trusses haste 30 pies specifically permitted by the truss design drawing. 0 Tresses may be unloaded directly on the ground at � unbraced bundles verticalmenfe los P rr� • - pecificell the time Of delivery or stored temporarily in contact NO torte, altere o er/ore nim lin miembro estructural dem truss, a , With the ground after delivery. If trusses are to be upright. trusses sueltos. A P 9 Temporary Restraint & ' Bracing . ti , ~ menos qua estd especificamente permitido en at dibujo del disetio stored for more than one week, place blocking of - r r ` ;n BOttOm del truss. 1 ' - sufficient height beneath the stack of trusses at 8' RestrICCIOn Arriostre Tiem Oral �, Minimum 7 rax_ Scab block cents If , 2.4 m to 10' 3 m on -center o c. P T chords �4 ( ) ( ) (. )- over splice. Attach : Diagonal braces every to CLR with minimum&160 Trusses that have been overloaded during construction or altered without the Truss Man - Los trusses pueden ser descargadas directs- Refer to BCSI.82"' for more information. Top Chord Temporary ± � "`' 10 truss spaces 20' (0.135x3.5) nails each side ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. ' mente en at suelo an equal momento de entrega " 1y s. p of splice or as specified b Lateral Restraint 6.1 m max. D De by the o almacenados temporalmente an contacto con el .Vea at resumen BCSI-Bra"' para m8s in/ormacibn. 110' (3 m) -15' (4.6 m) max. . Building Designer. Trusses qua se hon sobrecargado durance la construcci6n o hon lido alterados sin la autor- suelo despues de entrega. Si los trusses estanin (TCTLR) y1 zaci6n previa del Fabrirante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del guardados para mos de una semana, ponga 0 Locate round braces for first truss direct) In line 2x4 min. Same spacing as bottom chord Note: Some chord and web members 9 Y SECTION A -A Fabricante de Trusses. 1. bloqueando de allure suficiente detr3s de la pita with all rows of top chord temporary lateral restraint lateral restraint not shown for clarity. de los trusses a 8 hasta 10 pies en centro (O.C.). c -.e:%`' see table in the next column). ' • t _ - / -Contact mo component Manufacturer for more information or consult a Registered Design Professional for assistance. - f ( ) 3 BOTTOM CHORD -CUERDA INFERIOR .r + _ 5 2'O.C., typ. k ) To New anon -printing PDF of lois document, visit sbGntlustrycem/bt. 0 For trusses stored for more than one week, cover .r_ ^4._ �-+w`- _ - Coloque los arriostres de tierra para el primer �4_ Truss ' P truss directamente an linea con sada una de las Lateral Restraints - 2x4x12' or NOTE: The truss manufacturer and truss des' bundles to protect from the environment. Member goer rely on the presumption that the contractor and crane operator (if applicable) ere 1 DO NOT store on NO almacene en tierra Brace first greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the wntractor believes it needs Para trusses guardados per mos de una semana, files de restr ccibn lateral temporal de la cuerda 90° WSS or CLR splice reinforce- is in some aspect of the construction project, it should seek assistance from a competent Party. The methods and procedures uneven ground. desigual. superior vea la table an la r6ximacolumna t' P Note: Some chord outiinedinlhisdocumentareintendedtoensurethattheoverallconstructiontechniquesemployedwillputtheWssesintoplaceSAFELY. cubs los paquetes para protegedos del ambience. P ( P ) j - r -4 securely merit. and web members These recommendations for handling, installing, restraining and , but m trusses are based upon the collective experience of leading Refer to BCSI"' for more detailed information per- DO NOT walk on unbraced trusses. before ci' Bottom not shown for personnel involved with truss qualified gn, manufacture and installation, but must, of i to the nature a responsibilities tions btl, be presented p ••`� ;y. �' "= � � Dory as a GUIDE for use by a qualified building designer or wntractor. It is not intended that these recommendations be interyretetl as • taining to handling and jobsite storage of trusses. i .�.� •. ' K°4,. • l ' F'' erection of , 3• ChOrdS clarity. superior to the building designer's design specification for handling, installing, restraining and brodng trusses and it does not preclude the ' t••^ _ •+' NO Gamine en trusses sueltos. F' > use of other equivalent methods for restmini ratio and providing stability for the walls, columns, floors, roofs and all the interrelated ,�1v _ _ additional ° - smictural building dby g g y ponsibility, for damages Vea el folleto SCSI*** para inlormadbn mas decal- _"_�•- - u components . determined D the contractor. Thus, SBCA and TPI expressly disclaim an res lada sobre at manejo y almacendo de los trusses --w-e►�" `S�. DO NOT Stand On truss Overhangs until tresses. ;y� C • arising from the use, application, or reliance on the rewmmendations end intonna8on conuined herein.en Area de trabajo.Structural Sheathing has been applied to fthe truss and overhangs. r^• Diagonal braces every 10SBCNO se pare en voladizos cerohas haste truss spaces 20' (6.1 m) max. woos xusrmosot S TRUSS PLATE INSTITUTE Revestimiento estructural he sido aplicado £ - - a la armadura y voladizos. 10'(3 m) -15' (4.6 m) max. 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee Sl., Ste. 312 Alexandria, VA 22314 ' 608.274-4849 • sbcinduslry.com 703-683-1010 • tpinst.org '0 x tr - B1W RN11 7160217 r, ITT F i . + + r �4 ? i u 1 1 i J ;WkI r.-/�%�''�1: . ., L.A.:J.L.1:/.J � h:J�7 4.•r/ � . r � r r . r t,rV.IJ � :.�:Li.G�.�W f� L:.LLI • r r _ - r , r {.i,l� I." �... r N Systems PLumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR -1311 & 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 ❑ Ctandard Trncc Dp.tail Title detail $ = lnr•hiAerl Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 ✓ Oen Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C NotchinE 9 HVAC 10 Truss Data. 11 ✓ Purlin Gable 12 BCSI at www.sbeindustrv.com BCSI-B1 Summary Sheet at www.shcindustrv.com Systems Plus Job Number 1703-006 Date 3128/17 Revision i s _ �..— Customer Cockrell 7-06(6 '-14 0 0.21. n O.0 52 , Project Res. i _v'1Ll. 5.. 2017 Location Chico { PCI PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECIFD.\VQOD TRUSSES BUTTE COUNTY L®Mf LI/`11Vv � DATE � BY, 1'k SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM -TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: ' -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. 4" STANDARD PIGGYBACK QaoF _. TR[!SS CONNECTION: D:ETJ4IL Mil/SA. C ER ti 004 PAGE 1 OF2] .. Q tamlt rs ieInc. `" GEIJERAI.IVOTES: 1:.iUP.L1E AtdD: LATERAL_LO 'D CAPACITY OF TFJIS 1)ETAIC SHALL BE RE1(IEVVED ANI' APPRQaiED BY PROJECT ENGWEER OR . 2. iM%4"IZIO N6 DESIGNER. '? F APR 0 5 2013 3 ASC SPAN =.3 .0" 4 ASAXiFW.'_ .VI%Fk CAPACITY OR °LATERAL LOAD TRANSFER BETWEEN ROGBACK AND BASE TRUSS= 120 PLF TYPICAL PIGGYBACK TRUSS CONNECTION MA)UMUM.U'PtdFT SCAR CAPACITY 2;x x e'& S= T0?MATCH :10d: X 3`j NAILS: TOP CklORD;OF PIbiTfWK ATTACHEDTq.ONE.FACE,OF TCP. SYP = 10Es0.•LBS 2`R ,S;OF 10d'(0.131' X-3") CHORD. WITH'.PACED SPF = 82ffLBS a NAILS BO:C. AND;STAWERSO DF 9T0112lS HF- 84:01 -BS * ATTACH PIGQYBACK;TRUSS SPF- = 726'LBS FAMIMUM UPLIFT PURLIN To WITH CAPACITY USING (2) 18d 2 - 18EACH'P.URUN' d' NAILS TOENAO ED. (0:131" X 3.6") NA1L8: SYP = 117 L. -BS SPF = 60. LBS LJ DF= 92aB5 HF = 63,L:BS I SPF=S = 41 LBS BAS TRUSS N\ MAXIMUM UPLIFT SHEATHING CAPACfTY USING,112'SHEATHING SPACEtP1. N. AC00RDWG TO THE MAXIMIIJAB . AND (2) 8d (0 131".X 2.!n NAILS: - ATTACH EACH PURUN TO TOP BRU&Srf ON THE OF;THE' BASE NDT.TO ERC CHORD OF BASE'TRUSS WITH TRUSB`(SPACINf3 NOT'I� EXCEED,24 O.C;); • S1 P _ 62 ;LBS A PWRW TOME LOCATED AT EAC' 'BASE TRUSS JOINT. 2 -16d NAILS. SPF = -42';LBS * FOR PKMY. OA01C TRUSSES VMTH�SPAN3 c 12 DF =. 6412S SCAB I�IAY.,'WE.OMMUEDMROVIDED THAT: HF = 44 LBS ROOF ShiEATliING T.O BE COWMUQ OVER JOINT SPF=S = 28 LBS ' ISHEi4TMNgTQ G•V,ERLAP f71INlMIlIi1 it OVER'JOINT) �k CAP CONNECTION IS mt4;'O,ftESIST UPLIFT. _. . . SEE MAXIMUM C.ONNECM-. 69 CAPACIT:IESAND'COMPARE WITH ENGINEERING DRAWING CONNECTION CAPAC1TiES F0A SCABS VALUES•SHOWN ARE BASED ON ,P,.ul S, AND SHEATHING MAY BE COMBINED WHEN I)Ermtmmab LL.UPUPT V, CITY; . LOAD DURATION: OF 1:00 IF N.O GAP'EXISTS BETWEEN CAP .TRUSS AND BASE TRUSS: MAXIMUM UPLIFT GUSSET. CAPACRY USING! 7* /!V • GUSSETS AN6:(4)1O'd (0:131° X 3') NAILS: REPLACE -TOE NAILING OF ;CAP TRUBS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURdNS TO LOWER. EDGE OF BASE SYP = 30,D.LBS TRUSS TOP CHORD -AT RECOMENDED'SPACING SHOWN`ASOVE. SPF = 278 LBS DF = 29416S * 8" x,84 x 112".PLYWOO.D (or 7116" OSB) HF = 276 LBS SSET.EACH:SIDE:A? . SPF-= 256 LBS . EACF!':BASF T'RU88 JOINT., ATTACH, ,w.atu ...-jAiNAiLB INTO EACH'CHORD=FROM EACH'SIDE. (TOT•AL -4 NAILS EACH CHORD) \ 20 PURLINS @ 24" O.C. ATTACHED Wl 2-10 D NAILS VALUES SHOWN ARE,BASED ON L:DADDURATION 6F'1.00 Q tpARtD7V6 Oerj(p4�C+�PQ► lift, BJD , 'OM 77�.lHD:D7CLLDOJpD IC on.yes.aa.npA4F.P>�747�98P�DRY DBSI T:I'i76t6ei1bYd(IW�B -s.. `v..'"®. 't�Ipnvd�d�falydeM'li,9h•Fllteiedtxreclas.iNideflpn•bcWdnrJ�'uPq+Pavmdiendnwn�'�btvan4+dl�kiudbvl�+CeemPoner+t. SNIe�oB; Appfieabb��yr d daslonp�omntlIon and iwptpa�ollgtrdl oonpaianl b Iy d cd�sipner nol ln� dedpngr Bta�ip `drown � Hetpht5, CA, 8681 , k lalmeoof ot6edJdub web'r,ns„ban Alidlbnol l a!iK miDgW�robkwedod0y ie �otaUyClbnhlhpnsPoiisl6�IY.aflhe � eteda parrnone,�t �d tFw"cvet4Mdfp�hae;b ttlere�riilhWy d•Ihebu0mnp dedo�iv oesard oddm+ce roomdb IpMeallatigiroliyeoi9Uol daapaery bA11d'b(df#1q� eawAt:Ai{E(/IPii Ottptlly GtIN1q DSY.89 mafBCSiI Du8e8n0`CemPone�d' �fe�` ''S(k�••.m saUly"Inisxrtidtan oVoD561e 4om.iniss Plata htlUuls 5830!Oro6to DtNe.,AM1odho�L Wl,� 14. 'irl���1�: ' STANDARD PIGGYBACK M11/SAC - 2 4/30/2004 PAGE 2 OF 2 . TRUS,S CONNECTION DETAIL zfu :rti.,;.• P{� Mrrek1ndustrles,Inc: ® c9P WestemVIVIslort - APR 0 5 X013 FOR LARGE CONCENTRATED LOADS APPU TO CAP'TRUS$ REQUIRING A VERTICAL'WEB: �•�JF CNI a P IMUM UPLIFT SCAB j - OFCAL CAPACITYUSING (10) IOd (0.131"X 3")'NAILS: VERTICAL WEB TO 1) VERTICAL WEB&OF PIGGYBACK AND BASE TRUSS SYP = 1060.:LBS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST UNE UP SPF = 820 -LBS :BOTTOM CHORD AS SHOWN IN DETAIL DF = 970 LBS OF PIGGYBACK 2) VEFM, CAL WEBS OF PIGGYBACK MUST RUN THROUGH HF = 640'LBS BOTTOM:CHQRbS6 THAT THERE IS,FULL WOOD SPF -S - 72O LBS TQ;YIIOOD: CONTACT BETWEEN: WEB: OF PIGGYBACK AND.THE TOP CHORD OFT -HE BASE TRUSS. 3) CONCENTF;ATE: LDAD MUST BE APPLIED: TO -BOTH THE PIGGYBACK AND THEBASE. -BUSS. ' 4) A'[TACH,2;x._ z Vw.V;SCAB'TO EACH FACE'OF ' TRUSSASSEMBLY:WITH 2.R0WS OF"1Od-NAILS.,(0A31"X3") AT STAGGERED.:.(SIZE AND GRADE MATCH. VERIICALWEBS70F PIGGYBACK AND'SASE TRUSS.) 5) .THIS^,CONNEGTION:,IS ONLYVALID FOR A MAXIMUM COCENTRATED`LOAO.OF 3700 LBS (®1.15). REVIEW BY -A-- DUAOFIEC ENGINEER IS REQUIRED FOR LOADS VALUES SHOWN:ARE BASED ON GREATER THAN. 3700 :LBS, LOAD DURATLON `OF 1:00 MAXIMUM UPLIFT SCAB PIGGYBACK TRUSS CONNECTION FOR SPANS LESS. THAN 10'-0" CAPACITY USING (4) .2X—' x 4'-0' SIZE TO MATCH' fOd (0:131" X 31 NAILS: TOP CHORD.OF PIGGYBACK SYP = 424 LBS ATTACHED.TG..ONE'F.AC&IIF TOP cttoRD WmI rRows oF.1od (oast -x SPF = 326:LBS NAILS,SPACM V-O.C. AND STAGGERED DF = 386: LBS HF = 336: LBS 3PF-S = 269 LBS' A -ACH PIGGYBACK'TRUSS' / " TO EACHPURLIN:NTH MAXIMUM URUFT PURUN. 2-18dNAILS TOENAILED. CAPACITY USING (2) led _ A / (0.131" X 3.6") NAILS: SYP • SPF —. 50 BO CBS OF — 82 LBS HF a 63 LBS TRUSS s 41 LBS BAs � / SPACE PURLINS ACCORDING TO.THE MAXIMUM ATTACH EACH PURUN TO SO SPACING:ON THE TOP.CHORD,OF THE BASE CHORD OFMASE TRUSS WIT TRUSS; (SPACING NOT TO EXCEED 24" O.C.). 2 -18d NAILS. A PURLIN TO BE`LOCATED AT EACH'BASE TRUSS JOINT. CAP. CONNECTION IS MADE TO RESIST. UPLIFT. SEE MAXIMUM CONNECTION CAP/1C(TTES.AN000MPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION.. CAPACITIES FOR SCABS; P..URLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.0D DETERMINING OVERALL UPLIFT CAPACITY. JANUARY 6, 2017 Standard Gable End ;Detail 'Mirek USA,,Inc. Diagonal Bracing Refer to'Secdon':A-A. Tgl>tcei _ti4 L -Brace Nailed To i 2ti Verticals MOdNalls.spaoed.6"o.c. : IVenhal'Stud SECTION S -B 1RUS9'OEOtati7RYM9 CONDITIONe . �' SHOVdJ AAE FOR RLU6TRATON W4.Y. 12 MIT-GE140-001 MITek USA, Inc., Page' 1 -of: Vertical Stud (4) - 16d Naffs DIAGONAL 16dNaf(s Sped 6" ox. (Z -10d Naos kno'2)6 Auld or . `\\ 2x4 NO2 of better 10W'Hanzcntal Bracd NWedTo2 Verficets' stdnbNA-A 2x4" Ud wrl4}10dri a \ Q Varies to Commit Truss 'PROV. IWOOTRUSSESLAS BLOCKING TOENAIL BLOCKING SEE INDIVIDUAL MITEI(ENGINEERING. TO TRUSSES WITH {2)-.10d.MAILS AT EACH END. DRAIAING&FOR DESIGN. CRITERIA ATTACH DIAGONAL BRACE TOBLOCKING WfTH � I `. (4)-8d (D 131-.X 2.6'} NAILS:MINIMUM[. PLYWOOD B 3x4'= SHEATHING TO 2X4' STDD 1SPF;BL0CK *' m Roof Sheathing SWUM 2c'�M- L 'NOTE: r--� 1. MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOMM CHORDS. '? CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSSAN& ' f 2 DIAGORAL WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Stud 'Without . 3. BRACINGSHOWN IS FOR.INDIVIOUAL TRUSS ONLY: CONSULTBLOG. U4 :ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACES AT . Q O F SYSM. 4.VBRACES SPECIFIED ARE TO BE FULL LENGTtL.'GRADES:'1x4 SRB ' OR 2x4 STUD OR BETTER WITH ONE ROW OF.10d NAILS SPACEDS O.C. L-Braca 5: DIAGONAL BRAM TO BE APPROXIMATE LY 45.DEGREES TO ROOF I.1/3 POINTS" ,OIAPHRAM'AT 4'-0.O.C. 6..CONSTRUCT HOW.%5.AL BRACE OONNECTING A 2x6 STUD ANDA Dlag. 9l2� :2X4 STUD ASE%9TH led NAIUS SPACED E O.C. HORIZONTAL. . BRACE TO BE:LOCATED ATTHE MIDSPAN Or THE LONGEST STt>D. :ATTACH TO VERTICAL STUDS'ViATH (4)104 NAILS' THROUGH.2YA. �Bt ��I3 points � if' neede8 : (REFER TO"SECTION'A.A) 7...GABLE.STUD DEFLECTION MEETS'OR EXCEEDS W40.. ( S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. : 9. DO NOT USE -FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR' TYPE TRUSSES. 10. NAILS DESIGNATED 1Od ARE (6.131- X-33'^�� AND NAILSOESIGNATED'16d ARE (0, 31"X3.6") End Wall 'Diagonal braces over 6'4-.require.e "2x4 T -Brace attached: to one edge. Diagonal braces over 12'4r regtiire 2x4'1 -braces attachedto both edges. Faster. T and Ubracea to nanwi edge of web with 10d nails' 8" o.c., o t.3' minimum and distance. -Brace must Cover 90%of dlagonst length. NAILS' (2) -1Od NAILS 24" o -.c. . 21(E DIAGONAL BRACE SPACED 4e- O.C. ATTACHED TO VERTICAL MATH (4) -16d NAILS AND ATTACHED' TO BLOCKING HATH (S) - 10d NAILS HORIZONTAL BRACE .(SEE:SECTION Ate) 'FE R, 0 :9 2017 f 2 DIAGORAL i Minimum Stud 'Without 1X4 U4 DIAGONAL BRACES AT 'Stud:Stce Spacing Brace L�Brace L-Braca BRACE I.1/3 POINTS" 'Spades . and Gmde• ( Maximum Stud Length .n4owsPF'sasu,d. r ',o:c: ; s,o1 3,1a sr -2 r -B2 t��4 2x4 DFISPF Std/Stud :16" O.C. 1 33.14 ? 3=5:1 4-10.2 2x4 OFISPF Bid/Stud 124- O -C; 2.8-9 ; 2-" 3-11.7 65.2 8>1-12 'Diagonal braces over 6'4-.require.e "2x4 T -Brace attached: to one edge. Diagonal braces over 12'4r regtiire 2x4'1 -braces attachedto both edges. Faster. T and Ubracea to nanwi edge of web with 10d nails' 8" o.c., o t.3' minimum and distance. -Brace must Cover 90%of dlagonst length. NAILS' (2) -1Od NAILS 24" o -.c. . 21(E DIAGONAL BRACE SPACED 4e- O.C. ATTACHED TO VERTICAL MATH (4) -16d NAILS AND ATTACHED' TO BLOCKING HATH (S) - 10d NAILS HORIZONTAL BRACE .(SEE:SECTION Ate) 'FE R, 0 :9 2017 CONVENTIONAL vALLEY FRAMING DETAIL ml I AUGUST 1, 2016 INALLEY1 Mrrek USA, Inc, �a 'MiTek;USA, Inc. R166E BOARD GABLE END, COMMON TRUSS (SEE NOTE *6.) OR GIRDER TRUSS ----------------- - T 1! p VALLEY PLATE (SEENOTE#4,): POST i. VALLEY- RAFTERS NOTE 08,) (:SEE' NOTE 44 (; i POST SHALL BE LOCATED ON SHEATHING ABOVE THETOP CHORD'OREACH TRUSS. - "PLAN DRA\Mt4G TRUSS TYPICAL: :POST' (24"O.C.) (SEENOTE-") I GABLE71EI-10,60MMON TRUSS A -OR GIRDER TRUSS P F1-2 C PLI ANSECTION; TRUSS MUST 'BE SHEATHED NOTE:. t WITH BASE TRUSSES ERECTED (INSTALLED): APPLYSHEATKING TO 4V O.C. MA)UMPWPOST- SPACING TOP CHORD OF SUPPORTING IBASE)TRUSMS. LiVE10AD = 30,PSF.(K4AX) tFiXcii BOTTOM,CHORD AND WF M'FMBtRS PER TRUSS DESIGNS. DEAD LOAD -115 PSF-(MAX). D,01. INC, -115 1IDEFTNEVALLEY RIDGE BY RUNNING A LEVEL STRING-FROMTHE fkTERSECTIkG,RI6Gk OF' ASCE 7-98. ASCE 7-02, ASCE 7� 'R5 90 MPH:"VFRS) THE (S.) GABLE DO. (b.)GIRDER TRUSS Ok(d)'COMMON TRUSSTOTHE ROOF SHEATHING. ASCU -40 115,MPH (IAWFRS) 4. INSTALL -2 x4 VALLEY PLATES. FASTEN -To EACH SUPPORTING TRUSS WITH (2)16d (0151'X357 MAILS. S.SET.2 x602RIDGEBOARD,'SUPPORT VCH 2 x4 POSTS SPACED 48"01C..;BmL.BOTTOMOF v"r P�, 012.,A\ POST TO SET eVE-NLY ON THE SHEATHING. 'FASTEN POST TO PIDGE'WITH (4)10d (B 131-1X:3lNAILS-Z., . rw) -FASTEN POST TO ROOF SHEAT HINGNIATH ( 3) 10d (0.131"X 31 TO&NAILS.. ;ly 6- FRAME VALLEYRAFTERS FROM'VALLEY PLATE TO RIDGE BOARD. -'MAXIMUiA RAFTER SPAC:ING 'IS '24'0.0 FASTEN VALLEY RAFTER TO RIDGE SF-6MV4TH13)'16d(0.131-X,3M.TOE.NAU. FASTEN VALLEY RAFTER TO VALLEY, PLATE WITH (3) 160 (0-131- X Ul TOE -NAILS.: J rr T: SUPPORT THEVALLEY F?A;TERSWTH 2 X4 PDSTS 48- 0.C,(OR LESS) ALONG EACH RAFTER. ,INSTALL POSTS INA STAGGERED PATTERN AS SHOWN ON PLAN DRAWING .ALUGN POSTS "WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (O.ta 1.* X 3r*)-NA)L$.. .FASTEN POST THROUGH SHEATHING TO SUPPORnNGTRUSS'W7TH'(2)16d NAILS.. POSTS SHALL BE 2 x 4 #2011 BETTERSPRUCE PINE IR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75' -SHALL BEINCREASWT04 x40RBEPRE-ASSEMBLED ('2),PLY 2 x 4's FASTENED TOGETHER W17H 2 ROWS OF 10d(0.131'X3�j.NAJLS.,VO.C;. Destgn'DW COF U20 a* vlfth"ffot8=umCmmTide design mband amy um pmftm6ftwm and Is tot cm*WWalbuWV cwmm j, ra a tftmt symem. astom um ft kdWft dftstnff mm ftgT as aWcabfEty d-astp pwbmetam and pMp" bvcWm thb design bu U. ovaW, p Fornerm qufttxe mprdft ins Asext=um delivery. ddw. wedim am bming of Ul m l am t� symems; AN=rrPM Q�mJhy CMaL,4 DUS.0 attQ d SCSI Suatucm**nW 7777GmwWjCxLw* SwQlylnlQmwH0D Ovulma lmmlfussi PUID-ftfihf�. M N. Lou SlroeLS66. 312. Ai.=d*Vk=K I :Sebe 109 1 I I March 4, 2013 T -BRACE./ I-BRAC'EDETAIL -ST - T -BRACE 00 Mit-ek USA, Inc. Mrrek USA, lhc. Pagel of 'I Mte:7-Brading 1.1 -Bracing to be used whencontinuous lateral bracing J, is impractical. T -Brace / I -Brace must. cover ElMbf web length. ,Note- This detail NOT.to be used to convert T-Bi#acej I -Brace webs,to continuous. lateral braced webs. Nailing Pattern T -Brace size Nail Size .1 Nail Spacing lx4 or 1x6 1 6d 8"'o.c. .2x4 or 2x6 or 2x8 16d 8" o.c. Note; Nail along entire -length of T -Brace / I -Brace .(Ofi.Twd-,PIy`s Nail to Both Plies) W1 :Na [is Web Nails"Z [-Brace C,- LV EXP. 12-31 . "'k AV, FEB 4:9 811 ?=Brace /J-Bracemust:be same species -and -grade (or -better) as Web member. (*)N.OTE if SP webs are used in the truss, 1x4.or-l-k6 SRbraces'mustbe stress sated boards with. design values that are -equal- to,(or better) the'truss web design values. 'For 8P,truss lumber grades up to!92-Adh1X_ bracing;materia 1 1, Use IND 45 for T-Bracefl-Brace :For SP4russ lumber grades up toftl with 1X bracing material, use.IND 55.:for T-Brace/I Brace tMV'U4V-*i - 9-ir.0's Ion voric for use -only W"'Mriekconnectors.lhisc gnistased only upon parameterssl,%owrt. OnO d4or anindividual buicf.�r.g component. AcabMty of design 13c-menlers and proper thictuZolion-of component is responsfbilityat building designer - not truss designer. erocing shown r lateral support of indMoual web members only. Addillan01 temporary bracing to insure stabiltvOLMg construction Is the responsibility of the ;toi.'Adc9HoncI Ormarvent.bMcIng of the overall structure is the nespansibUlty, of the oullaIng designer. For general guWance Yegorcung 1cotion, Quality control. storage, COW", erection and bracing, consult ANSI/TPI).Quafteatwia.DSB.89cr;dBCSII.&Adinf?'Compon"t ify Information available Truss Plate.. Institute, 503 D'Onotno Drive, Madison. WI 53719. Ln. Suite# 109 CWoHeghts. Co. 85610 Brace Size for One -Ply Truss Specified '• Continuous Rows -of Lateral Bracing Web Size 1 2 IE: 20 or 2x4 1x4 T -Brace 1X4 (') I -Brace 2X6 1X6,(*)`T-Brace 2x61 -Brace 2X8 2x8 T -Brace 2x81 -Brace C,- LV EXP. 12-31 . "'k AV, FEB 4:9 811 ?=Brace /J-Bracemust:be same species -and -grade (or -better) as Web member. (*)N.OTE if SP webs are used in the truss, 1x4.or-l-k6 SRbraces'mustbe stress sated boards with. design values that are -equal- to,(or better) the'truss web design values. 'For 8P,truss lumber grades up to!92-Adh1X_ bracing;materia 1 1, Use IND 45 for T-Bracefl-Brace :For SP4russ lumber grades up toftl with 1X bracing material, use.IND 55.:for T-Brace/I Brace tMV'U4V-*i - 9-ir.0's Ion voric for use -only W"'Mriekconnectors.lhisc gnistased only upon parameterssl,%owrt. OnO d4or anindividual buicf.�r.g component. AcabMty of design 13c-menlers and proper thictuZolion-of component is responsfbilityat building designer - not truss designer. erocing shown r lateral support of indMoual web members only. Addillan01 temporary bracing to insure stabiltvOLMg construction Is the responsibility of the ;toi.'Adc9HoncI Ormarvent.bMcIng of the overall structure is the nespansibUlty, of the oullaIng designer. For general guWance Yegorcung 1cotion, Quality control. storage, COW", erection and bracing, consult ANSI/TPI).Quafteatwia.DSB.89cr;dBCSII.&Adinf?'Compon"t ify Information available Truss Plate.. Institute, 503 D'Onotno Drive, Madison. WI 53719. Ln. Suite# 109 CWoHeghts. Co. 85610 Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral. Bracing WebSize 2x3 or 2x4 2x4 T -Brace 2x4 I_;Brace- 2X6 2x6 T- Brace 2x61 -Brace 2X8 :j2x.8'T-Brace !p,R C,- LV EXP. 12-31 . "'k AV, FEB 4:9 811 ?=Brace /J-Bracemust:be same species -and -grade (or -better) as Web member. (*)N.OTE if SP webs are used in the truss, 1x4.or-l-k6 SRbraces'mustbe stress sated boards with. design values that are -equal- to,(or better) the'truss web design values. 'For 8P,truss lumber grades up to!92-Adh1X_ bracing;materia 1 1, Use IND 45 for T-Bracefl-Brace :For SP4russ lumber grades up toftl with 1X bracing material, use.IND 55.:for T-Brace/I Brace tMV'U4V-*i - 9-ir.0's Ion voric for use -only W"'Mriekconnectors.lhisc gnistased only upon parameterssl,%owrt. OnO d4or anindividual buicf.�r.g component. AcabMty of design 13c-menlers and proper thictuZolion-of component is responsfbilityat building designer - not truss designer. erocing shown r lateral support of indMoual web members only. Addillan01 temporary bracing to insure stabiltvOLMg construction Is the responsibility of the ;toi.'Adc9HoncI Ormarvent.bMcIng of the overall structure is the nespansibUlty, of the oullaIng designer. For general guWance Yegorcung 1cotion, Quality control. storage, COW", erection and bracing, consult ANSI/TPI).Quafteatwia.DSB.89cr;dBCSII.&Adinf?'Compon"t ify Information available Truss Plate.. Institute, 503 D'Onotno Drive, Madison. WI 53719. Ln. Suite# 109 CWoHeghts. Co. 85610 JANUARY 1, 2009 'L -BRACE DETAIL :$T'- L -BRACE MiTek USA, Inc. Page I of I 0 00 �a M-irek USA, Inc. Nallihg Pattem L Brace size 'Nail Size Nail Spacing 1x4 or -6 10d 8":o.c. 6,,or 8 16d 8" D.C. Note: -Nail alongentire length of.L-Brace, (On.Two-Plys Nail to Both=Plles) [ WEB Section Detail. ..L -Brace Web 'Noie:,L-Bracing to be used When,continuous lateral bracing is impractical. L -brace mustcover 90%of web length. 'L -Brace must, be same:species grade (or beftO)as web member; DIRECT SUBSTITUTION NOT.APLICABLE. 11-Brace'Size 'forbne7Ply Truss, Specified Continuous Rows. of -Lateral Bracing Web Size A 2 2x3 &.2x4: U4 — 2x6 1 X6 .2x.6 7?X8 DIRECT SUBSTITUTION NOT.APLICABLE. -"PIR ECT,SUBSTrrUTION.NOT!ARLICABLE, Design valid to! use city vAit! Milek connectors: Inis,cefign toseocM OPM ;:ar1jrn9:C-S snow.:. ono 'zs for an indiviajai bu�ldg,iq ccrnconeni. Appiccblgtyofdesign perornenten-and,propwincorporMlonotcomponent BresponstbMty10?jadirigaeslgner.not t=desoref.Wocingtho�. 'Is for loterclwpoort of individual web membersOnly. Adaffirenal temporary brocIng to Insureotability, ovirg.construction h1he,respons[n, ity of the 'erector. AcIdilloriol pertivorient bracing cfAhe overall strucl6re is the resspontbility of the bulcling designer. Fat general gulisonce regorging fo&cotion. quality cordial, storage, cWwary. efection.,jand bracing. consult ANSIPM Quality brffada, DIB -89 and MS11 Dullclifta Camonent -7:171 2B EXR.12-3.1-18 FEB 6 '92-ou .. .......... ...... . -A 7.777 Greenback Ln..Sullo# 1D9 Chrua Heights, Ca. 95610 'L -Brace Size for Two -Ply Truss Specified ContinuoUs 'Rows oflateral Bracing, Web Size I 2 2X3 or 2x4 .2x4 .2x.6 2x6 2X8 -"PIR ECT,SUBSTrrUTION.NOT!ARLICABLE, Design valid to! use city vAit! Milek connectors: Inis,cefign toseocM OPM ;:ar1jrn9:C-S snow.:. ono 'zs for an indiviajai bu�ldg,iq ccrnconeni. Appiccblgtyofdesign perornenten-and,propwincorporMlonotcomponent BresponstbMty10?jadirigaeslgner.not t=desoref.Wocingtho�. 'Is for loterclwpoort of individual web membersOnly. Adaffirenal temporary brocIng to Insureotability, ovirg.construction h1he,respons[n, ity of the 'erector. AcIdilloriol pertivorient bracing cfAhe overall strucl6re is the resspontbility of the bulcling designer. Fat general gulisonce regorging fo&cotion. quality cordial, storage, cWwary. efection.,jand bracing. consult ANSIPM Quality brffada, DIB -89 and MS11 Dullclifta Camonent -7:171 2B EXR.12-3.1-18 FEB 6 '92-ou .. .......... ...... . -A 7.777 Greenback Ln..Sullo# 1D9 Chrua Heights, Ca. 95610 JANUARY 1-,. 21009 SCAB -BRACE DETAIL ST- SCAB -BRACE mi rek usA, I= Page 1 of 1 oo Note: Scab=Brgcing to.be used,when continuous tlateral bracing at midpoint (or T -Brace) 4s` impractical. Scab mustcover full- iength of web +/-,6*. Wek USA, Inc. THIS.DETAIL ISNOT APLICABLE'WHEN,,BRACING 18— flEQUIRED.AT1*/3fPOtNTS OR I&SPECIFIED. APPLY:2x— SCAB TO ONE -..FACE OF-WEB:WrrH, 2 ROWS OF1 Od! (3"X, 0.131'".) , NAILS.-SPACEDV O;C,., SCAB MUST BE THE SAME GRADE, -SIZE;AN5 SPECIES (OR BETTER) AS THE WEB:, MAXIMUM WEB :AXIALFORCE =:2500. lbs MAXIMUM,WEB'LENGTH = 12'rO" SCAB BRACE. 2X4 MINIMUM WEB SIZE - MINIMUM rWEB GRADE OF13 Naits SedonDetail Scab -Brace Web -Sr-ab-Brace must be;same species grade (or better) as web -member. ' 'Design valid tar use cnty with M]7ek connectors. This design Is based only upo npolomet et6sho-n.and is i'for 6nin ioL;�Ibuiid�compc!nenf. Applicability of design oarcmenters and,proper. incorporator, of component Is responsIbEy of bultdingde-Agner m no 1ihhs desrpner. Brccmg shown. ,is Icr lateral supp 7 of individual web members only. Additional temporary brccfng to insure siability during construction Is the responsibilfityaf the are&o =11azi permanent bracing of1he 0,,erch structure is the responsibW of the building designer. For Genetaiguidance regarding tooftetion. quoRty control e,deWery.erectionand orocing.comdt ANSVII'll QUd1)tyCr11o1fa,'D$0.89 and ECSIVEWding Component safety."armation oveift, Truss Ptate Institute. SM D'Onoftbortve. Madison, W153719.. from C 76429 . IT" 1� C91R i2 A8 civ -n -- FEB 0 9, ?rs17 ,7777 Greenback Ln. SUft# 109 Mitek' Re: 1701-012 . MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Cockrell 2461 'The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R50094560 thru R50094613 My license renewal date for the state of California is December 31, 2018. Q9,OFESSIONgI �� ZONIO g P� 611 C 76428 � o * EXP. 12131/2018 ti �TgTF CI March 28,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not.been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI -1, ,Chapter 2. Job Truss Truss Type Qty Ply Cockrell 2461 TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.02 850094560 1701-012 A01 PIGGYBACK BASE SUPPO 1 1 Vert(CT) -0.04 AL n/r 120 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) o.nu s mar [a dui / mi I eK industries, Inc. Mon Mar 27 11:06:32 2017 Page 1 ID:O_H5hSeu6bmZXgX5DHIM7gzebAq_oEwk5L84GudcRNVYlkdhdhQykV33Knl5al4e7zWIZr 13-11-13 29-11-3 44-0-8 46-4$ 13-11-13 15-115 14-5-5 2-0-0 Scale = 1:76.9 3x6 i 5x6 = K L M N O_ P Q R S T _U V W _X Y Z AA J 8.00 12 i H G14 F 41 E D C AB AB AC JS�AD AE AF AG AH Al AJ AK AL I¢ BU BT BS BR BQ BP BO BN BM BL BK BJ BI BH BC' BF BE BD BCBB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM o 5x8 II 3x6 = 5x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.02 AL n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.04 AL n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.02 AK n/a n/a K -L=284/458, L -M=247/430, M -N=-224/407, N -O=-179/357, O -P=134/316, P -Q=89/271, BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH DAG E7076/ Weight: 430 Ib FT = 20% LUMBER- Q�pFESSIpN� F2 BOT CHORD BT -BU= -776/880, BS -BT= -739/843, BR-BS=689/798, BQ-BR=-649/748, BP-BQ=-604!708,N�ON)t7 BRACING - BO -BP= -559/663, BWBO=514/618, BM -BN= -468/573, BL -BM= -423/528, BK -BL= -3781483, BJ-BK=333/438, BI TOP CHORD 2X4 DF No.1 &Btr G -BJ= -288/392, BG-BI=243/347, BF -BG= -198/302, BE-BF=153/257, TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G AY -AZ= -348/453, AX-AY=393/498, AW-AX=438/543, AV -AW= -484/588, AU-AV=529/633, �U Q �y EXP. 12/31/2018 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): L -Z. WEBS 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF No.1 &Btr G 'Except NOTES- (14)�TFpFCAL\ WEBS 1 Row at midpt S -BC, AA -AV, Y -AW, X -AX, W -AY, V -AZ, March 28 2017 U -BA, T -BB, J -BL, K -BK, M -BJ, N -Bl, AJ-AM,AI-AN,AH-AO,AG-AP,AF-AQ,AE-AR,AD-AS,AC-AT,B-BT,C-BS,D-BR,E-BQ,F-BP,G-BO,H-BN: 2X4 DF Stud/Std G O -BG, P -BF, Q -BE, R -BD MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 44-4-8. (lb) - Max Horz BU=283(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) BC, AM, AN, A0, AP, AQ, AR, AS, AT, Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not AU, AV, AX, AY, AZ, BA, BB, BR, BQ, BP, BO, BN, BM, BL, BK, BJ, BI, BG, BF, BE, BD except BU=997(1_C 23), AW=-172(LC 25), BT=-622(LC 28), BS=-108(LC 27), a truss system. Before use, the building designer must verity the applicability of design parametersand property incorporate this design into the overall AK=614(1_C 22) _ Max Grav All reactions 250 Ib or less at joint(s) BC, AM, AN, AO, AP, AQ, AR, AS, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for AT, AU, AV, AX, AY, AZ, BA, BB, BS, BR, BQ, BP, BO, BN, BM, BL, BK, BJ, BI, Mire BG, BF, BE, BD except BU=1046(LC 28), AW=297(LC 30), BT=641(LC 23), AK=682(LC always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-BU=764/738, A -B=1143/1098, B -C=-923/905, C-13=865/852, D -E=-788/785, E -F=729/728, F -G=663/685, G -H=-596/656, 1-1-1=530/625, I -J=-464/598, J -K=-398/576, Citrus Heights. CA 95610 K -L=284/458, L -M=247/430, M -N=-224/407, N -O=-179/357, O -P=134/316, P -Q=89/271, Q -R=91/274, R -S=120/303, S -T=-149/332, T -U=-194/377, U -V=-239/422, V -W=-284/467, W -X=329/512, X -Y=-374/552, Y -Z=-382/565, Z -AA= -483/669, AA -AB= -553/727, DAG E7076/ AH= -89 891, AH AI- 9 89 52, AI -AJ -1739, 024, AJ-AK=16175111095E-AG=8291834, Q�pFESSIpN� F2 BOT CHORD BT -BU= -776/880, BS -BT= -739/843, BR-BS=689/798, BQ-BR=-649/748, BP-BQ=-604!708,N�ON)t7 y BO -BP= -559/663, BWBO=514/618, BM -BN= -468/573, BL -BM= -423/528, BK -BL= -3781483, BJ-BK=333/438, BI Z -BJ= -288/392, BG-BI=243/347, BF -BG= -198/302, BE-BF=153/257, U O C 76428 BD -BE= -155/260, BC-BD=184/289, BB -BC= -213/317, BA -BB= -258/362, AZ -BA= -303/408, :5 0 70 AY -AZ= -348/453, AX-AY=393/498, AW-AX=438/543, AV -AW= -484/588, AU-AV=529/633, �U Q �y EXP. 12/31/2018 AT-AU=574/678, AS-AT=619(723, AR-AS=664/768, AO -AR= -709/813, AP -AQ= -754/858, * AO-AP=799/903, AWA0=844/944, AM -AN= -885/993, AK-AM=934/1039 WEBS Y -AW= -281/199, B-BT=290/304 T NOTES- (14)�TFpFCAL\ 1) Unbalanced roof live loads have been considered for this design. March 28 2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO 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 parametersand 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 for Mire k' always required 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 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 �S Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:33 2017 Page 2 ID:O_H5hSeu8bmZXgX5DHlM7gzebAq-S?olyRMnrZOUEbyh5TFsEgEbi8rionlBKEVdAaz%MZq NOTES- (14) 2) Wind: ASCE 7-10; Vuh=l 15mph (3 -second gust) Vasd=9lmph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuR,qualifted building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) BC, AM, AN, A0, AP, AQ, AR, AS, AT, AU,'AV, AX, AY, AZ, BA, BB, BR, SQ, BP, BO, BN, BM, BL, BK, BJ, BI, BG, BF, BE, BD except (jt=lb) BU�97, AW --172, BT=622, BS=108, AK=614. 12) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 44-4-8 for 33.8 plf. 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r t Y 1 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mr reM 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 111r®1.• 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 ANSIrnell 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 Qty Ply Cockrell 2461 850094560 1701-012 _ A01 PIGGYBACK BASE SUPPO 1 1 Job Reference (optional) �S Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:33 2017 Page 2 ID:O_H5hSeu8bmZXgX5DHlM7gzebAq-S?olyRMnrZOUEbyh5TFsEgEbi8rionlBKEVdAaz%MZq NOTES- (14) 2) Wind: ASCE 7-10; Vuh=l 15mph (3 -second gust) Vasd=9lmph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuR,qualifted building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) BC, AM, AN, A0, AP, AQ, AR, AS, AT, AU,'AV, AX, AY, AZ, BA, BB, BR, SQ, BP, BO, BN, BM, BL, BK, BJ, BI, BG, BF, BE, BD except (jt=lb) BU�97, AW --172, BT=622, BS=108, AK=614. 12) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 44-4-8 for 33.8 plf. 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r t Y 1 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mr reM 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 111r®1.• 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 ANSIrnell 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 Qty Ply Cockrell 2461 850094560 1701-012 _ A01 PIGGYBACK BASE SUPPO 1 1 Job Reference (optional) Job Truss Truss Type Qty Udefl Cockrell 2461 TC 0.65 Vert(LL) -0.20 K -L �Ply. , 850094561 � 1701-012 A02 Piggyback Base 2 1 180 WB 0.64 Horz(CT) 0.17 H n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:34 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-wBMg9mMPct8LslXufAm5m2nhKY7sX68KYuEAjOzWIZp 7-1-11 13-11-13 21-11$ 29-11-3 36-11$ 44-4$ 46-4$ 7-1-11 6-10-3 7-11-11 7-11-11' 7-0-0 7-5-2 d 5x6 = 2x4 11 5x6 = Scale = 1:77.7 2x4 II 3x4 = 4x8 = 3x4 = ' 2x4 II 3xG axe II ' 7-1-11 1311-13 21-11$ 2 _11- 3611.6 7-1-11 6-10-3 7-11-11 7-11-11 7-" 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(rP12014 LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 1-11-0 REACTIONS. (Ib/size) A=1772/Mechanical, H=1898/0-5-8 Max Hoa A=274(1_C 4) . Max Uplift A=170(LC 8), 11=224(LC 9) Max Grav A=1808(LC 2), H=1903(LC 2) CSI. DEFL. in (loc) Udefl Ud TC 0.65 Vert(LL) -0.20 K -L >999 240 BC 0.60 Vert(CT) -0.52 K -L >999 180 WB 0.64 Horz(CT) 0.17 H n/a n/a Matrix=MSH BRACING - TOP CHORD BOTCHORD WEBS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -C=2725/261, C -D=2333/255, D -E=2153/223, E -F=2153/223, F -G=-2371/255, G -H=-2885/260 BOT CHORD A -N=-243/2222, M -N=-243/2222, L -M=-186/1850, K -L=38/1872, J -K=-51/2328, H -J=51/2328 WEBS C -M=561/264, D -M=66/611, D -L=-223/597, E -L=548/271, F -L=-226/565, F -K=64/659, G -K=-681/266, G -J=0/291 PLATES GRIP MT20 220/195 Weight: 241 Ib FT = 20% Structural wood sheathing directly applied or 3-1-7 oc purlins, except 2-0-0 oc purlins (3-9-12 max.): D -F. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt C -M, E -L, G -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) A=170, H=224. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�(3FESSIO/v �O �ONIO F,J, v C 76428 z tY � EXP. 12P3112018 ti "r OF CAME March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev. 1010311015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent. 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 p is 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 ANSIrrPI1 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 Truss _ Truss Type Qty Pty7JIC,0bcRPference l 2461 , TCLL 20.0 Plate Grip DOL 1.15 1 Vert(LL) -0.19 N -P >999 240 R50094562 1701-012 A03 PIGGYBACK BASE 7 7777 Greenback Lane Suite 109 BCLL , 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.18 J n/a n/a (optional) Systems rlus Lumoer Go, Anderson, GA 4 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:34 2017 Page 1 1-4-1 I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-wBMggmM-Pct8LslXufAm5m2nhNY7tX 8VKYuEAjOzwZp 2 14-5-5 22-5-0 304-11 7-2313 4-0.8 0-02 7-5-2 7-04 7-1-11 Scale = 1:85.9 5x6 = 2x4 11 5x6 = 8.00 12 F F � _ 7-5-2 14-5-5 92-5.0 I 30�-11 7-5-2 7.0-4 7-11-11 7-11-11 6-10-3 7-1-11 I Q J a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.19 N -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.52 N -P >999 180 7777 Greenback Lane Suite 109 BCLL , 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.18 J n/a n/a BCDL . 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 244 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 2-0-0 oc purlins (3-9-14 max.): E -G. WEBS 2X4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-Q,H-K: 294 DF Stud/Std G WEBS 1 Row at midpt D -P, F -N, H -L SLIDER Right 2x4 DF Stud/Std -G 1-11-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) J=1769/Mechanical, C=1939/0-5-8, B=139/0-3-8 Max Hoa C=305(LC 5) Max Uplift J=-170(LC 9), C=-145(LC 8), B=-102(LC 8) , Max Grav J=1805(LC 2), C=1958(LC 2), B=140(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I - TOP CHORD C-0=2854/256, D -E=2359/254, E -F=2146/223, F -G=2146/223, G-1-1=2328/256, H -J=2720/262 BOT CHORD C -Q=-270/2297, P -Q=271/2294, N -P=201/1863, L -N=56/1846, K -L=-104/2190, J -K=104/2190 WEBS D -Q=0/272, D -P=649/263, E -P=-65/649, E -N=224/568, F -N=548/272, G -N=-223/594, G -L=-67/612, H -L=562/264 NOTES- (11) 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. 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, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) J=170, C=145, B=102. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . Q�pF ESSIOAI QO �0NI F� � 1 cam, C 76428 ZZZ rn � O * ary EXP.1 31/2018 S'T9T CIVIL FOFCAL March 28,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 1010312015 BEFORE rev. 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 Iva I 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 always for to MiTek' required stability and 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 ANSlrrPit Quality Criteria DSB-89 and SCSI 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 ti Job Truss 2-0-0 Qty Ply Cockrell 2461 PLATES GRIP TCLL 20.0 rPiggyb.ckeBase 1.15 TC 0.71 R50094563 1701-012 A04 1 1 BC 0.55 Vert(CT) -0.53 M-0 >900 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:35 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-ONw3M6N1NBGCTv64DtHKJFJg7yUoGbdUnY kFSzWIZo • 7-5-2 14-5-5 22-5-0 30-4-11 37-2-13 444-8 -. 7-5.2 7-0-0 7-11-11 7-11-11 6-10-3 - 7-1-11 Scale = 1:76.0 5x6 = , 2x4 II 5x6 = C D d H o6 d 34 = 2x4 11 3x4 = 406 — 4x8 = 3x6 — ' 3x4 • _ ,' 2x4 11 44 11 _- 7-5-2 22-5-0 304-11 7-5-2 7-0-0 7-11-11 7-11-11 6-10-3 2-5-3 411 Platp rlffcptc /x V\_ rA.n-P n n1 nr ini rr-n-13_19 n_2ni rC•n_1L19 rL9 nt ru•�z_11 n . 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.20 M-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.53 M-0 >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.49. Horz(CT) 0.19 H n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MSH Weight: 237 Ib FT = 20% LUMBER- ` BRACING. TOP CHORD 2X4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2X4 DF No.1 &Btf G except WEBS 2X4 DF No.18Btf G 'Except* 2-0-0 oc purlins (3-10-8 max.): C -E. B-P,F-J: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 DF Stud/Std -G 1-11-0 WEBS 1 Row at midpt B -O, D -M, F -K MTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabili g zer ` Installation uide. REACTIONS. (Ib/size) A=1750/0 -5-8,H=1571/5-0-0,1=229/0-3-8 Max Hoa A=251 (LC 5) Max Uplift A=-177(LC 8), H=-152(LC 9), 1=-21(LC 9) Max Grav A=1773(LC 2), H=1585(LC 2), 1=256(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=2858/278, B -C=2331/263, C -D=2094/228, D -E=2094/228, E -F=-2234/248, F -H=2458/239 BOT CHORD A -P=292/2318, O -P=292/2318, M-0=211/1837, K -M=74/1770, J -K=-85/1965, ` I -J=85/1965, H-1=85/1965 WEBS f B -P=0/296, B-0=704/280, C-0=70/670, C -M=227/533, D -M=548/272, E -M=218!621, E -K=60/528, F -K=373/249 r 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, 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) I except 011=1b) A=177, H=152. 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. ®WARNING - Volly design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with Mi relk® 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 ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Q,�'OFESSIONgZ 0 N 10 F.Lc Q C 76428 �z * EXP. 12/31/2018 CIVIL ��P T�rFOFCAt 0� March 28,2017 my MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply Cockrell 2461 1701-012 A05 Piggyback Base 3 1 850094564 DEFL. in floc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Reference o tional i mama , 6.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:06:36 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-taTRaSOf8UO352hGnboZrTs51LrY12RdOCjHnvzVNZn 5-0-0 9-5-15 1311-13 20-8-3 27-4$29-11-3 33-11-7 37-11-12 43-11-0 51-0 4-5-15 4-5-15 6-8-5 6$-5 2.6-11 4-0-5 4-0-5 5-11-4 5x6 = 3x4 = 4x8 = 5x6 = Scale = 1:78.4 J 0 — N ALi AU M _ 4.00 12 3x5 II 5x6 — 5x6 = 4x8 = 3x4 = 3x5 II i 4-9� 5-0-0 13-11-13 16-2-4 20-8-3 27-4-8 29113 371112 43-11-0 4-9-0 0-2-12 8-11-13 2-2-7 4-5-15 I 6-E-5 2.6- 1 8.0-9 5-11-4 Plate Offsets (X Y)— IA70-2-8 0-0-51 [E:0 -3-12.0.2-01 [H:0-3-12.0-2-01, fL'0-2-15 0 0-11 WEBS C -S=353/225, D -S=1873/222, D -R=-48/560, E -R=327/150, E -Q=-113/803, F -P=-546/259, LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate Vert(LL) -0.13 R -S >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.45 U C 76428 Vert(CT) -0.41 R -S >958 180 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been .BCLL 0.0 Rep Stress Incr YES WB 0.46 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M except (jt=1b). A=165, L=143, S=172. Horz(CT) 0.13 M n/a n/a 9T BCDL 10.01 Code IBC2015rTP12014 Matrix -MSH , Weight: 271 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 2-0-0 oc purlins (5-2-0 max.): E -H. WEBS 2X4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: C-S,D-R,E-R,E-0,J-M: 2X4 DF Stud/Std G 6-0-0 oc bracing: A-S,L-M. SLIDER Left 2x4 DF Stud/Std -G 1-11-0, Right 2x4 DF Stud/Std -G 1-11-0 WEBS 1 Row at midpt D -S, G-0, G -N, I -M MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. All bearings Mechanical except (jt=length) S=0-5-8, M=0-5-8. (lb) - Max Horz A=-244(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) M except A=165(LC 20), L=143(1_C 9), S=172(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, L except S=1800(LC 1), M=1622(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -C=-157/432, C -D=78/437, D -E=1459/196, E -F=1433/223, F -G=1376/191 G -H=754/262, H -I=-987/269, I -J=236/364, J -L=-146/280 BOT CHORD A -S=313/212, R -S=229/828, Q -R=-239/1206, P-0=242/1455, O -P=111/980, N -O=-951910, M -N=2/579 WEBS C -S=353/225, D -S=1873/222, D -R=-48/560, E -R=327/150, E -Q=-113/803, F -P=-546/259, G -P=184/715, G -N=677/234, H -N=79/376, I -N=-132/463, I -M=1255/175, J -M=-360/241 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; ()FESSIO/� MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate �QR 114E grip DOL=1.33 3) Provide P��ONIO adequate drainage to prevent water ponding.,p 4) This truss has been designed =�� for a 10.0 psf bottom chord live load nonconcurrent with any other live loEds. 5) ' This truss has been U C 76428 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 —� Z will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been G o EXP. 1 /31/2018 r71 applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. * 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M except (jt=1b). A=165, L=143, S=172. rS� CIVIL 9) Graphical 9T puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FOF CAL 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 28,2017 ® WARNING - Verify dasign parameters and READ NOTES ON TMS 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 properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent b fabrication, storage, delivery, erection and bracing of trusses and truss systems, see racing ANSVTPII Qualit1y�iTek♦ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Ckrus Hei MS CA 95610 Job I I Truss Truss Type Qty I Ply Cockrell 2461 850094565 1701-012 A06 Piggyback Base 7 1 Job Reference (optional) �y>r=r...r.... ..r w, rvruersun, t r ts.1 1 V s Mar Z3 ZU1 f MI I eK Industries, Inc. Mon Mar 27 11:06:39 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-H99ZCUQXRPmdyWQrSjMGT5UbEZs9COy3iAyxODzVNZk 5-0-0 9-5-15 13-11-13 20.8-3 27-0� 29-11-3 34-11-7 39-11-12 43-11-0 4-5-15 4-5-15 6-8-5 6-8-5 - 2.6-11 5-0-5 5-0-5 3-11-4 Scale = 1:78.7 3 d 5x6 3x4 = 4x8 = 5x6 = E F G u T - P AU 0 AD N M _ 4.00 12 3x5 II 5x6 — 5x6 = 4x8 = 4x4 = 2x4 II Q L d 3x5 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.13 S -T >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.42 S -T >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.13 M n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 OF No.1 &Btr G 'Except C-T,D-S,E-S,E-R,I-N,J-N,J-M: 2X4 OF Stud/Std G BOT CHORD SLIDER Left 2x4 OF Stud/Std -G 1-11-0, Right 2x4 OF Stud/Std -G 1-11-0 WEBS REACTIONS. AII'bearings Mechanical except (t=length) T=0-5-8, M=0-5-8. (lb) - Max Horz A=244(1_C 6) Max Uplift All uplift 100 Ib or less at joint(s) except A=222(1_C 20), L=-154(LC 19), T=172(1_C 8), M=-121(LC 9) Max Grav All reactions 250 Ib or less at joints) A, L except T=1937(LC 1), M=1758(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -C=-157/529, C -D=-79/507, D -E=1528/197, E -F=1527/231, F -G=1498/200, G -H=-921/250, H -I= -1211/245,1 -J= -1072/198,J -L=-78/354 BOT CHORD A -T=388/216, S -T=-233/837, R -S=-245/1267, Q -R=-252/1583, P -Q=-121/1135, O -P=106/1058, N-0=0/823, M -N=-264/71, L -M=264/71 WEBS C -T=358/226, D -T=2031/229, D -S=-48/620, E -S=382/150, E -R=120/906, F -Q=-515/258, G-0=183/682, G -P=264/88, G-0=621/219, 1-1-0=66/461, 1-0=-144/269, i -N=-531/83, J -N=39/1216, J -M=-1619/163 Weight: 275 Ib FT = 20% Structural wood sheathing directly applied or 5-3-11 oc purlins except 2-0-0 oc purlins (5.0-0 max.): E -H. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt D -T, G -P, G-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating, reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 Ib uplift at joint A, 154 Ib uplift at joint L, 172 Ib uplift at joint T and 121 Ib uplift at joint M. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0311015 BEFORE USE. Design valid for use only with Mi7ekO 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 ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,OFESS10Nq� �ONIO z� PN tiF G'� 2 C 76428 z 70 O EXP. 12/31/20 H OF 6AL11 March 28,2017 Mi%k' 7777 Greenback Lane Job Truss Truss Type Qty Ply 2461 TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.13 N -P >999 240 rC.,rell 850094566 1701-012 007 Piggyback Base 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.06 K n/a n/a eference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:40 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-ILjyQgRACjuUag?2ORtVOJ1k2zCJxsGDxghVwgzWlZj 7-5-2 14-55 22.5-0 304-11 31.9 37-11-2 I 444-8 7-5-2 7.0.4 7-11-11 7-11-11 14-9 6-1-14 6-55 5x6 = 2x4 11 54 = Avg Scale = 1:76.1 r 3x5 2x4 II 1 3x4 = 3x6 = 4x10 = 3x6 = 4x5 = 2x4 II 3x5 11 30 = r 7-5-2 14-5-5 22-5-0 304-11 31-94 7-11- l 44-4-8 7-5-2 7-04 7-11-11 7-11-11 1-4-9 6-1-14 b LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.13 N -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.32 N -P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.06 K n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 259 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF N0.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except WEBS 2X4 DF No.1 &Btr G 'Except* 2-0-0 oc purlins (6-0-0 max.): C -E. B-Q,G-J: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Right 2x4 DF Stud/Std -G 1-11-0 6-0-0 oc bracing: K -L. WEBS 1 Row at midpt B -P, C -N, D -N, E -L, F -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=1267/0-5-8, 1=494/Mechanical, K=1790/0-5-8 , Max Horz A=251 (LC 5) Max Uplift A=-154(LC 8), 1=1110(1_C 9), K=85(LC 9) Max Grav A=1275(LC 2), 1=522(LC 20), K=1803(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1973/238, B -C=1438/223, C -D=947/177, D -E=947/177, E -F=271/262, G-1=516/161 BOT CHORD A -Q=-265/1669, P -Q=265/1669, N -P=204/1115, L -N=63/277, J -K=-31/429, I -J=31/429 WEBS B-0=0/302, B -P=7121280, C -P=-71/668, C -N=371/113, D -N=558/272, E -N=-216/1184, E -L=1064/307, F -L=199/1249, F -K=-1517/87, G -K=-542/229, G -J=0/258 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit= 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 ft between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint A, 110 Ib uplift at joint I and 85 Ib uplift at joint K. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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 111II.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 IR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSP11 Quality Criteria, DSB-89 and BCS, Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QUO f ESS/0N N` �O �ONIO F� C 76428 • z ;,,, C 0 * EXP. 3112018 r OF CAU7 March 28,2017 MiT®k' 7777 Greenback Lane Job Truss Truss Type Qty Ply Cockrell 2461 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 for to 850094567 1701-012 A08 Piggyback Base 5 1 Citrus Heights. CA 95610 • Job Reference(optional JyJ.=111, rIUJ LUIIIUOI VU, _1UGIJUII, l• -2-0-0 , 7-5-2 2 0 0 , 7-5.2 - ts.1 1u s Mar z3 2017 MiTek Industries, Inc. Mon Mar 27 11:06:40 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-ILjyQgRACjuUag72ORtVOJ 1 k3zC MxslDxghVwgzwZj 14-5-5 _ 22-5-030-0-11 31-9-4 37-11-2 44-0.8 7-04 7-11-11 7-11-11 14-9 6-1-14 6-5.6 54 = • 2x4 II 5x6 = Scale = 1:78.0 3x5 = 2.4 I I 3x4 = 3x6 4x10 , =. 3x6.=, 4x5 = 2x4 11 3x5 I I I 3x4 = 5 30-4-11 7-5-2 7-04 7-11-11 7-11-11 - 4-9 6- 371!11_42 14 Plate Offsets (X,Y)— 113:0-2-9.0-11-81, 1D•0.312.0-2-01 1F•0-3-120-2-01 1J:0-2-11 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.12 0-0 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.31 O -Q >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.06 L n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 262 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except BOT CHORD 2X4 DF No. t&Btr G 2-0-0 oc purlins (6-0-0 max.): D -F. WEBS 2X4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: C-R,H-K: 2X4 DF Stud/Std G 6-0-0 oc bracing: L -M. SLIDER Right 2x4 DF Stud/Std -G 1- 11-0 WEBS 1 Row at midpt C -Q, D-0, E-0, F -M, G -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' REACTIONS. (Ib/size) J=493/Mechanical, B=1390/0-5-8, L=1787/0-5-8 Installation guide. Max Horz B=274(LC 5) Max Uplift J=-11 O(LC 9), B=-202(LC 8), L=-84(LC 9) Max Grav J=522(LC 20), B=1390(LC 1), L=1801(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ` TOP CHORD B -C=1952/222, C -D=1430/217, D -E=943/174, E -F=943/174; F -G=-271/262, H -J=516/160 BOT CHORD B -R=-260/1644, Q -R=-260/1644, O -Q=202/1111, M -O=-63/276, K -L=-30/429; J -K=30/429 WEBS C -R=0/297, C -Q=689/266, 0-0=-65/658, D -O=-368/111, E-0=558/272, F-0=214/1180, F -M=-1061/306, G -M=-199/1248, G -L=1515/87, H -L=5421229, H -K=0/258 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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 psf bottom chord -live load nonconcurrent with any other live loads. Of ESSION 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide Q� 44 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �tv0 P�(ONIO 6) A plate rating reduction of 20% has been applied for the green lumber members. tv2 7) Refer to girder(s) for truss to truss connections. J V C 76428 z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint J, 202 Ib uplift at 0 joint B and 84 Ib uplift at joint L. IX 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * �y EXP. 1 31/2018 rI 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OFCAl11 March 28,2017 ® WARNING - Verify design paremetars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII 10/032015 BEFORE -7473 rev: USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individtal 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 for to - WOW required stability and 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 SCSI 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 Cockrell 2461 TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) 0.08 AI -AJ >999 240 850094568. 1701-012 A09D GABLE L L 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 AE n/a n/a Job Reference (optional) �y...III..L,...,IIL,=I VV, M IUCIJUII, V% -2-M, 7-5-2 2-0-0 I 7-5-2 ts.11u s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:48 2017 Palle 1 7.04 3-0-3 ' 4-11-8 0-'310 7-8-11 I 6-10-3 7-1-11 7x8 = 5x6 = Scale = 1:78.4 4x5 = 4x8 = 3x6 — 6x8 = .._ ..CE Y ,. .. . CF v 2x8V 11 ,. .. .. 4x4 = 5x8 II 3x6 = 5 5 7-5-2 4- A! 3.0-3 4-11.8 -1 6-10-11 6-10 5-9 .3 7 1 11 Plate Offsets (X.Y)— fB:0-0-0.0-0-41 [D:0-2-14.Edgel fF:O-5-8 q-1-121, f1:0-0-8.0-2-81, fK:0-3-12.12L2-01. [N:0-3-15.Edoel. ISM:0-1-14.0-0-81 N 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) 0.08 AI -AJ >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.11 AJ -CD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 AE n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -MSH Weight: 464 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, except D-1: 2X6 DF SS G 2-0-0 oc purlins (5-9-5 max.): F -K, D-1. BOT CHORD 2X4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 DF No.1 &Btr G 'Except' 4-2-15 oc bracing: B -AJ C-AJ,C-AI,E-F,L-T,G-AG,G-AI: 2X4 DF Stud/Std G 5-0-3 oc bracing: AI -AJ OTHERS 2X4 DF Stud/Std G 'Except' 5-7-10 oc bracing: O -P AA-AL,AM-AN,BH-BI,I-BW: 2X4 DF No.t&Btr G 4-11-15 oc bracing: N-0. SLIDER Right 2x4 DF Stud/Std -G 1-11-0 WEBS 1 Row at mid pt F -AF, K -AF, K -Z, L -Z, J -AF; H -I JOINTS 1 Brace at Jt(s): E, G Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer rbe stallation guide. REACTIONS. All bearings 21-2-0 except Qt=length) B=0-5-8. (lb) - Max Horz B=274(LC 21) Max Uplift All uplift 100 Ib or less at joint(s) Q except N=-1453(LC 24), B=-1798(LC 27), AF=-980(LC 21), Z=172(LC 29), T=1430(LC 30), 0=-760(LC 29), P=-155(LC 26), AE=-117(LC 3) Max Grav All reactions 250 Ib or less at joint(s) AA, P, Q. R, S, U, V, W. X, AB, ' AC, AD, N except N=1492(LC 27), B=2132(LC 24), AF=1751(LC 1), AF=1751(LC 1), Z=355(LC 1), T=1430(LC 25), 0=765(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=3384/2947, C -D=-2254/2042, D -F=1051/1195, F -H=-855/1118, H -J=-392/654, • J -K=1293/1520, K -L=1824/1943, L -N=-1696/1706, D -E=-627/212, E -G=-630/245, G-1=725/198 . BOT CHORD B -AJ= -2475/3007, AI -AJ= -1774/2227, AG -AI= -935/1220, AF-AG=794/1078, /4V1 A6=605/647, Z -AA= -724/766, X ZD -385/ 91 -W4, —AC20//276, U -V=-4518/ 56TU=/555/57 Q�pFESSlONq�� S -T=631/637, R -S=811/817, Q -R=991/997, P -Q=1172/1177, O -P=-1352/1358, P��ON10 N-0=-1468/1474 =�t�� Z WEBS C-AJ=0/252, C -AI= -485/236, F -I=-665/539, I-AF=1349!723, K-AF=1459/1361, v C 76428 Z K -Z=705/705, L -Z=1386/1412, L -T=1422/1433, J-AF=326/241, D -AI= -36/512, 70 H-1=271/67 Q � Z EXP. 1 31/2018 NOTES- (13) * 1) Unbalanced roof live loads have been considered for this design. tST CIVIL �P 2) Wind: ASCE 7-10; Vuh=115mph (3 -second Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. gust) It; Exp C; enclosed; �TFOF MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate CAL grip DOL=1.33 March 28,2017 ® WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 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 p i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p iTe t 1. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ii 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. sub. 109 Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:48 2017 Page 2 NOTES- (13) ID:O H5hSeu8bmZXgX5DHIM7gzebAq-MCz5ZXBJAvMXucaU60NK?M6OBvFpPuOn3ewCCzWIZb t 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless. otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Q except (it=lb) N=1453, B=1798, AF=980, Z=172, T=1430, 0=760, P=155, AE=117, N=1453. 11) This truss has been designed for a total drag load of 6000 Ib. Lumber DOL=(1.33) Plate grip'DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 44-4-8 for 135.2 PIC 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) 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 verify the applicability of design parameters and property incorporate this design into the overall p �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IT®IC• IR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1y� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPI1 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 Dry Ply 1 Cockrell 2461 850094566 .1701-012 A09D GABLE L L 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:48 2017 Page 2 NOTES- (13) ID:O H5hSeu8bmZXgX5DHIM7gzebAq-MCz5ZXBJAvMXucaU60NK?M6OBvFpPuOn3ewCCzWIZb t 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless. otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Q except (it=lb) N=1453, B=1798, AF=980, Z=172, T=1430, 0=760, P=155, AE=117, N=1453. 11) This truss has been designed for a total drag load of 6000 Ib. Lumber DOL=(1.33) Plate grip'DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 44-4-8 for 135.2 PIC 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) 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 verify the applicability of design parameters and property incorporate this design into the overall p �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IT®IC• IR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1y� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPI1 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 Dry Ply 1 Cockrell 2461 850094566 .1701-012 A09D GABLE L L 1 Job Reference (optional) JobTruss DEFL. in Truss Type Qty Ply Cockrell 2461 ' 1701-012 B01 Common 1 1 R50094569 10.0 Lumber DOL 1.15 BCLL 0.0 Job Reference o tional Z A 1u. — ts.i iu s Mar 23 2017 MITek Industries, Inc. Mon Mar 27 11:06:49 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq_4mLIvYp4U1D928mlgXctCuLUbJ1Y 7Y?jNTIezwZa 2-0-0 61-7 11-10-0 17.6-9 23-8-0 25-8-0 2_M 6-1-7 1 5-8-9 5.8-9 6-1-7 2-M 4x5 It D sx4 v r _ 8-0-5 15-7-11 8.0 8-0-5 7-7-7 8-0-5 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1067/0-5-8, F=1067/0-5-8 Max Horz B=241(LC 7) Max Uplift B=-171(LC 8), F=171(LC 9) Scale =1:50.4 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 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 IBC20157rP12014 LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1067/0-5-8, F=1067/0-5-8 Max Horz B=241(LC 7) Max Uplift B=-171(LC 8), F=171(LC 9) Scale =1:50.4 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.27 Vert(LL) -0.13 H-1 >999 240 MT20 220/195 BC 0.36 Vert(CT) -0.24 H-0 >999 180 WB 0.24 Horz(CT) 0.04 F n/a n/a Matrix -MSH Weight: 112 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek installed during truss erection, in accordance with Stabilizer tallation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1350/179, C -D=1220/252, D -E=1220/252, E -F=1350/179 BOT CHORD B-1=165/1198, H-1=0(777, F -H=-39/1058 WEBS D -H=146/616, E -H=-358/247, D-1=146/616, C -I=-358/246 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=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 100 Ib uplift at joint(s) except 0=1b) B=171, F=171. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �pFESS10N ON10 �F2 tv � tiF�2 c?7 C 76428 z •�vTFOF CAV `� 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 MTek® 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 HT 21 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p 1Te1�• 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 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 Heicims. CA 95610 Job Truss Truss Type Qty Pty Cockrell 2461 1701-012 .802 Plate Grip DOL 1.15 COMMON 4 1 850094570 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.45 L -M >513 180 Job Reference o tional JyGltnll> r1U5 LUnrUer l V. AnderSOn, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:50 2017 Page 1 I D:O_H5h Seu8bmZXgX5 DH I M7gzebAq-SG Kj W FZRro93nClzbX2 rQ Q R R37d_HQ7 h EN7OH5z W IZZ 2-0-3 4-2-12 6-1-7 9-0-0 11-10-0 14-4-0 175 9 19-5-4 23 8-0 255-0 2-0-0 4-2-12 1-10-11 3-2-9 25-0 25-0 3-2-9 1-10-11 4-2-12 2-0-0 3x4 = 2x4 = 4-2-12 1 11-10.0 14-0-0 1 S.e 5-0 4-2-12 _ 5-1-0 25-0 25-0 5-1.4 4-2-12 a Ia Scale = 1:54.0 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 0.60 Vert(LL) 0.17 I L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.45 L -M >513 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.03 J fila n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH B=115, P=255, J=102. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Weight: 129 Ib FT = 20% ' LUMBER- BRACING - TOP CHORD 2X4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins. BOT CHORD 2X4 OF No.18Btf G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X6 ud SS G WEBS 2X4 2X4 OF Stud/Std G MTek recommends that Stabilizers and required cross bracing March 28,2017 be installed during truss erection, in accordance with Stabilizer valid use only with MTek® 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 Installation quide. REACTIONS. (Ib/size) B=587/0-5-8, P=705/0-5-8, J=1041/0-5-8 WOW ®��eg� W� Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSViPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Horz B=-241(LC 6) Max Uplift 6=115(LC 9), 13=255(LC 8), J=-102(LC 9) Max Grav B=664(LC 16), P=958(LC 15), J=1083(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-837/251, C -D=-1125/87, D -E=863/117, E -F=80/446, F -G=103/519, G -H=790/94 H-1=1085/24, I -J=-1522/60 BOT CHORD B -P=0/607, N -P=0/607, M -N=0/770, L -M=0/1214, J -L=0/1214 WEBS C -P=-919/295, H -M=0/287, C -N=-57/529, 1-M=545/196, E -G=-1418/236 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 200.01b AC unit load placed on the top chord, 11-10-0 from left end, supported at two points, 4-0-0 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 1-0-0 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 lb uplift atjoint(s) except of=1b) B=115, P=255, J=102. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS10At IQ h� =�k,�P�(ON G7/ W �Z 27a J v C 76428 o EXP. 12/31/2018 * OFCAL March 28,2017 ® WARNING - V&* design pammetars and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE 111II.7473 rev. 10103/2015 BEFORE USE. Design for valid use only with MTek® 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 indicatec is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingIff is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW ®��eg� W� Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSViPit Quality Criteria, DSB-89 and SCSI 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 Truss Type Qty Ply Cockrell 2461 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 850094571 1701-012 B03 Common Structural Gable 1 1 BC 0.28 Vert(CT) -0.20 H -Q >465 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) Jy....... ..us Lu'n uI w, wIueksun, %.m • ts.Tlu s Mar 2J 2017 MI I eK Industries, Inc. Mon Mar 27 11:06:51 2017 Page 1 ID:O_H5hSeuBbmZXgX5DHIM7gzebAq-wSt6jaa3c5HwOMK99Fa5yd_gyO7oOswgT1 sapXzVVIZY 2-M 6-1-7 11-10-0 17-6-9 23-8-0 25 6-0 2-0-0 6-1-7 5-8-9 5-8-9 6-1-_7 2-0-0 4x4 = D axq L 4-2-1211 - 4-2-12 7-7-0 4-0-0-0 7b-0 Plate Offsets (X.Y)— IF:0-2-0.0-1-81 a Scale = 1:53.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 H -Q >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.20 H -Q >465 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 F n/a n/a BCDL' 10.0 Code IBC2015lrP12014 Matrix -MSH Weight: 112 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 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 OF Stud/Std G 'Except ' 6-0-0 oc bracing: B -K. D -I: 2X4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio uide REACTIONS. All bearings 0-5-8 except (jt=length) F=7-9-8, H=0-3-8. (Ib) - Max Hoa B=-Z41(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B except K=149(LC 8), F=204(LC 9) Max Grav All reactions 250 Ib or less at joint(s) H except B=287(LC 19), K=931(LC 1), F=808(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C-13=581/218, D -E=-584/185, E -F=898/242 BOT CHORD I -K=89/373, H-1=65/682, F -H=-65/682 WEBS C -K=-840/234, E -I=-389/262 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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 100 Ib uplift at joint(s) B except (jt=1b)• K=149, F=204. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - Q'�'OFESS/0/V,y� �O �ONIO F� yF� cZ r° C 76428 z � o EXP. 12/31/2018 ti OF CAUL March 28,2017 WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE W11.7473m. 1070372016 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 p iTe k• �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracinglw1 V � is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPit Quality Crherka, 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 fog Citrus Heights. CA 95610 It 1 Job Truss Truss Type Qty Ply Cockrell 2461 I/defl Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.15 • 850094572 1701-012 B04D COMMON GIRDER 1 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.05 Job Reference a tional ySystems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:53 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-tRs8GbK8jXeegUXGfcZ1232fCgNUj?7wLLhUOZWIZW -2-0.0 4-2-9 8.0-5 11-10-0 16-1-4 19.8-3 23-8-0 2-0-0 4-2-9 3 9-11 3-9-113b-15 3-11-13 A 4114 = E s V 2x4 II 3x4 = 4xa — 4x8 = 3x4 = 3x10 II Oxo 4-2-12 8-0-5 11-10-0 16-1� 19.8-3 "23.8-0 4-2-12 3-9-93Fi-15 31113 Plate Offsets (X,Y)— fH:0-1-150-1-31 Scale = 1:49.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.02 I -P >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.05 I -P . >999 180 BCLL - 0.0 ' Rep Stress lncr NO WB 0.56 Horz(CT) 0.01 1 H We .. n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -MSH Weight: 301 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr 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 *Except* E -K: 2X4 DF No. 1&Btr G f REACTIONS. All bearings D-5-8 except (jt=length) H=0-3-8. s (lb) - Max Horz B=229(LC 26) Max Uplift All uplift 100 Ib or less atjoint(s) except H=-986(LC 30), 8=641(LC 27), N=775(LC 27), J=993(LC 30) Max Grav All reactions 250 Ib or less at joint(s) except H=1641(LC 1), B=732(LC 24), N=1131(LC 24), J=3200(LC FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' B -C=-1120/1051, C -D=1254/1067, D -E=850/722, E -F>761/625, F -G=-900/1090, G -H=2123/1450 BOT CHORD B -N=-920/993, M -N=-485/542, K -M=-410/602, J -K=-598/552, I -J=-788/1474, H-1=1168/1741 WEBS C -N=1002/800, C -M=-556/750, D -M=-401/405, D -K=-405/438, E -K=-374/173, F -K=475/731, F -J=1001/676, G -J=-2467/457, G -I=-347/2552 NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (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 0-7-0 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; Vutt=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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable,of withstanding 986 Ib uplift at joint H, 641 Ib uplift at joint B, 775 Ib uplift at joint N and 993 Ib Uplift at joint J. 9) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-8- or 26.8 plf. ®WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED NTEK 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 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 ANSVTP11 Quality Crtteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 1 Q�OF ESSIO(4 �O �ONIO Fti C 76428 z 0 ' EXP.12/31/2018 ^� * / .1 v c OF CAIS March 28.2017 WOW 7777 Greenback Lane 1 Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:06:53 2017 Page 2 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-tRs8GbK8jXeegUXGfcZ1232fCgNUj77wLLhuQzWIZW NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1193 Ib down and 175 Ib up at 17-11-4, and 1193 Ib down and 175 Ib up at 19-11-4, and 1193 Ib down and 175 Ib up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) ^ Vert: A -E=60, E -H=-60; B -H=20 Concentrated Loads (lb) Vert: l= -1176(F) S= -1176(F) T= -1176(F) i � r r ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MI1-7473 rev. 1010311015 BEFORE USE. ITS ■■■ Design valid for use only with Miele® connectors. This design is based only upon parameters shown, and is for an ind •Adual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall piYe k' q 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 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 Heights. CA 95610 Job ]Truss Truss Type Qty Ply Cockrell 2461 • 850094572 1701-012 604D COMMON GIRDER 1 Job Reference (optional) Job Truss Truss Type" Qty Ply Cockrell 2461 850094573 1701-012 C01 Common Supported Gable 1 1 Job Reference (optional) systems rtus LUMDer t,o, mnaerson, LA 8.11 U s Mar Z3 2U1 f MI I eK Industries, Inc. Mon Mar 27 11:06:55 2017 Pagel ID:O H5hSeu8bmZXgX5DHIM7gzebAq-pE7cZydagKnMtzewO4el7T8000QnyklQOfgnylzWlZU 2 0.0 15-0-0 30-0-0 32-M 2-0-0 15-0-0 15-M 2-O 4x4 = 8.00 12 N Scale = 1:66.8 l ^I �AA � �3x fAK�Al �AB AW AV AU AT AS AR�AQ�AOAN�AM AH AG SAF AE = AD AC 3x4 = r 30-M 30-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.02 AA, n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.04 AA n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 Z n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -SH Weight: 237 Ib FT = 20% LUMBER- BRACING- . TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD OTHERS 2X4. DF Stud/Std G *Except* WEBS N-AL,P-AJ,O-AK,L-AN,M-AM: 2X4 DF No.1&Btr G REACTIONS. All bearings 30-0-0. (lb) - Max Horz B=296(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) B, AB, AC, AD, AE, AF, AG, AH, At, AJ, AK, AW, AV, AU, AT, AS, AR, AQ, AO, AN, AM, Z Max Grav All reactions 250 Ib or less at joints) AB, AC, AD, AE, AF, AG, AH, AI, AJ, AK, AW, AV, AU, AT, AS, AR, AQ, AO, AN, AM except B=284(LC 1), AL=266(LC 18), Z=284(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-257/205, M -N=88/260 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt WAL, O -AK, M -AM MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (I i) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, AB, AC, AD, AE, AF, AG, AH, At, AJ, AK, AW, AV, AU, AT, AS, AR, AQ, AO, AN, AM, Z. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t Q�OFESSIO/V5 ON 10 C 76428 �z Cr O * y% X 31/2018 �Tq CIVIC March 28,2017 ®WARNING - verify design paramoters 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 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 WOW AI4®1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V� 1 1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality 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 Job Truss Truss Type Qty Ply Cockrell 2461 9-8-12 10-1-10 Plate Offsets (X.Y)— fB:0-2-0.0-1-81,fF:0-2-0,0-1-81 850094574 1701-012 CO2 Common 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.25 H-1 >999 240 Job Reference (optional) aybrems nub Lumuer �U, r uerson, 1.h1 - t1.1 lu s Mar 23 2017 MITek Industries, Inc. Mon Mar 27 11:06:56 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-HQh?nldCRewDV7D6yo9GfhhUYPdAh6oacJaLUkzWZT 7.8-7 15-0-0 2239 30-0-0 32-M 2-0-0 7-8-7 7-3-9 7-3-9 7.8-7 2-0-0 4x5 11 D Scale = 1:66.5 3x5 �i 10-1-10 19-10-0 0-0-0 10-1-10 9-8-12 10-1-10 Plate Offsets (X.Y)— fB:0-2-0.0-1-81,fF:0-2-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.25 H-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.60 , I -L >603 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.06 F n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 141 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. BOT CHORD 2X4 DF No. 1&Btr G t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G t MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=1320/0-3-8, F=1320/0-3-8 Max Horz B=-296(LC 6) Max Uplift B=-204(LC 8), F=204(LC 9) Max Grav B=1389(LC 15), F=1389(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -C=1822/236, C -D=-1706/328, D -E=1706/328, E -F=1822/236 BOT CHORD 13-1=226/1654, H-1=3/1062, F -H=61/1470 WEBS D -H=-193/885, E -H=-473/318, D -I=-193/884, C -I=-472/318 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.Dpsf; 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 100 Ib uplift at joint(s) except (jt=lb) B=204,F=204. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�0FESS10/Vq� oN10 y�'P.ycy r° C 76428 z ' � v *anyE R113112018,^� OF CAI�� March 28,2017 ®WARNING - Verity dosign parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall HV building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N A'�®1. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V k fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI1TP11 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 Ms CA 95610 Job Truss Truss Type Qty Ply Cockrell 2461 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud 850094575 1701-012 CO3 Common r 12 1 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.63 G -L >575 180 BCLL 0.0 Job Reference (optional ���•�^ •�� �_ �� • �� ts.11u s mar z3 zu1 / MI I ex Industries, Inc. Mon Mar 27 11:06:56 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-HOh7nldCRewDV7D6yo9GfhhUSPdph7OacJaLUkzWIZT -2-0-0 7-8-7 15-M 22-3.9 30-M 2-0-0 7-8-7 7-3-9 7-3-9 7.8-7 r �F 4x5 11 D JX4 — Jx4. — - 3x4 — . 4x4 = I$ Scale = 1:62.7 4x4 = i 10-1-10 19-10.6 30A-0 10-1-10 9$-12 10-1-10 Plate Offsets (X,Y)— [C:0-4-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP . , TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 • Vert(LL) -0.25 G-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.63 G -L >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.35' Horz(CT) 0.06 F n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -MSH Weight: 138 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-9 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 No. t&Blr G *Except' MTek recommends that Stabilizers and required cross bracing ' E-G,C-I: 2X4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=1196/Mechanical, B=1324/0-3-8 Max Horz B=284(LC 7) Max Uplift F>155(1_C 9), B=205(LC 8) Max Grav F=1273(LC 16), B=1392(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) -or less except when shown. TOP CHORD B -C=1828/238, C -D=1711/329, D -E=1727/341, E -F=1842/248 BOT CHORD B-1=251/1642, G-1=28/1049, F -G=-88/1465 WEBS D -G=-206/906, E -G=-484/325, D-1=191/884, C-1=473/318 y. 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) F=155, B=205. �OFESS/ON 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. COQ ONIO F2 y 6 C 76428 z C � .41 EXP. 1 3112018 * ` s'p CIV11. �P 9TFOF OQ CAI March 28,2017 ® WARNING - 11"Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N11.7473 rov. 10/0312015 BEFOREUSE. 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 to p d1Te 1.• stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the �V R fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIRPII 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 c,ne ino aysrems rrus Lumuer i U, Anaersun, CA 6.110 s Mar Z3 2017 MTek Industries, Inc. Mon Mar 27 11:06:58 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-DoplB_fsyFAxkRNV3DCkk6mADRT95ks4d3SZdzwZR 2 0 0 15-M 30-" 2-0-0 15-M 15-M 4x4 = Scale = 1:65.5 8.00112 • N . Job Truss Truss Type Qty Ply Cockrell 2461 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 A n/r 120 MT20 220/195 ' TCDL 10.0 R50094576 BC 0.08 7701-012 C04 COMMON SUPPORTED GAB 1 1 WB 0.08 Horz(CT) 0.01 Y nla . n/a BCDL , 10.0 Code IBC2015/TP12014 Matrix -SH Job Reference (optional) aysrems rrus Lumuer i U, Anaersun, CA 6.110 s Mar Z3 2017 MTek Industries, Inc. Mon Mar 27 11:06:58 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-DoplB_fsyFAxkRNV3DCkk6mADRT95ks4d3SZdzwZR 2 0 0 15-M 30-" 2-0-0 15-M 15-M 4x4 = Scale = 1:65.5 8.00112 • N . nv �, nu nn n� • nr Av .._..... .._ .... A,1 AI Art AU Ar At AU A- AD AA L 3x4 = 4 = I$ LOADING (psf) SPACING- 2-0-0 $I DEFL. in (loc) I/defl Ud PLATES GRIP r nv �, nu nn n� • nr Av .._..... .._ .... A,1 AI Art AU Ar At AU A- AD AA L 3x4 = 4 = I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 A n/r 120 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 A n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 Y nla . n/a BCDL , 10.0 Code IBC2015/TP12014 Matrix -SH Weight: 234 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 BOT CHORD ` Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G 'Except WEBS 1 Row at mid pt N -AJ, O -AI, M -AK N-AJ,P-AH,O-AI,L-AL,M-AK: 2X4 OF No.1&Btr G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatioguide, REACTIONS. All bearings 30.0-0. (lb) - Max Horz B=285(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) B, Z, AA, AB, AC, AD, AE, AF, AG, AH, At, AU, AT, AS, AR, AQ, AP, AO, AM, AL, AK, Y Max Grav All reactions 250 Ib or less at joint(s) Z, AA, AB, AC,•AD, AE, AF, AG, AH, At, AU, AT, AS, AR, AQ, AP, AO, AM, AL, AK, Y except B=284(LC 1), AJ=253(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=265/197 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuN=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ' 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, Z, AA, AB, AC AD, AE, AF, AG, AH, AI, AU, AT, AS, AR, AQ, AP, AO, AM, AL, AK, Y. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. - f ® WARNING • Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 brazing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OFESSIO% �O �ONIO F2 C 76428 z � O * �EXP. ,f 1/2018 m �d'T CIVIL OFCAO March 28,2017 Welk' 7777 Greenback Lane Job - Truss Type Qty Ply Cockrell 2461 ]Truss - - Plate Offsets (X,Y)— [B:0-2-9,0-1-8], [M:0-4-8,0.2-8], [M:0-0-0,0-1-12], [N:0-1-12,0-0-0], (V:0-1-12,0-0-0], [W:0-4-8,0-2-8], [W:0-0-0,0-1-12], [AH:0-2-9,0-1-8], [AX:0-3-0,0-3-0], AQ, AR, AS, AT, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, BA, R50094577 1701-012 D01 Piggyback Base Supported Gable 1 1 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) y� cn rw� wuwc 'vworaun, k r. tf.11U s mar ZJ ZU17 MI I eK Industries, Inc. Mon Mar 27 11:07:00 2017 Pagel 113:0H5hSeu6bmZXgX5DHIM7gzebAq-ABwVcfhjUsQfzkWuBdECgXsFDl7xd?G9XxYYdWZWIZP -20-0 14-5-5 25.8-11 40-2-0 42-2-0 2-0-0 14-5-5 11-3-0 14-5-5 2-0-0 5x6 = 5x6 = Scale = 1:71.9 16 = 5x6 = 3x5 = LUMBER- - BRACING - 40-2-0 40.2-0 TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD - - Plate Offsets (X,Y)— [B:0-2-9,0-1-8], [M:0-4-8,0.2-8], [M:0-0-0,0-1-12], [N:0-1-12,0-0-0], (V:0-1-12,0-0-0], [W:0-4-8,0-2-8], [W:0-0-0,0-1-12], [AH:0-2-9,0-1-8], [AX:0-3-0,0-3-0], AQ, AR, AS, AT, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, BA, [BD:0-2-0 0-1-81 OTHERS 2X4 OF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD K -L=98/256, L -M=-81/261, W -X=72/254 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES ' GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.02 Al n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.04 Al n/r 120 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 AH n/a n/a March 28,2017 BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH 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 MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Dually Criteria, OSB -69 and BCSI Building Component Safety information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Weight: 366 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, except BOT CHORD ' 2X4 DF No.1 &Btr G AQ, AR, AS, AT, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, BA, 2-0-0 oc purlins (6-0-0 max.): M -W. OTHERS 2X4 OF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD K -L=98/256, L -M=-81/261, W -X=72/254 WEBS 1 Row at midpt R -AX, X -AS, V -AT, U -AU, T -AV, S -AW, 1) Unbalanced roof live loads have been considered for this design. R-AX,Y-AR,X-AS,V-AT,U-AU,T-AV,S-AW,K-BE,L-BC,N-BB,O-BA,P-AZ,Q-AY: 2X4 DF No.1&Btr G L -BC, N -BB, O -BA, P -AZ, Q -AY ' 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 MiTek recommends that Stabilizers and required cross bracing 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryRpFESS/O/y Gable End Details �F as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water Oe �NIO 4, be installed during truss erection, in accordance with Stabilizer REACTIONS All bearin s 40.2-0 Z 6) Gable requires continuous bottom chord bearing. Installation guide.. • 9 (lb) - Max Horz B=-287(LC 6) Max Uplift. All uplift 100 Ib or less at joint(s) B, AX, AJ, AK, AL, AM, AN, AO, AP, AQ, AR, AS, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, BA, AZ, + AY, AH Max Grav All reactions 250 Ib or less at joints) AX, AJ, AK, AL, AM, AN, AO, AP, AQ, AR, AS, AT, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, BA, AZ, AY except B=282(LC 1), AH=281(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD K -L=98/256, L -M=-81/261, W -X=72/254 NOTES- . (13) ' 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryRpFESS/O/y Gable End Details �F as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water Oe �NIO 4, ponding. 5) All mak, PNS yF plates are 2x4 MT20 unless otherwise indicated. Z 6) Gable requires continuous bottom chord bearing. U C 76428 Z 7) Gable studs spaced at 1-4-0 oc. _, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom in Q 0 �y EXP. 12(31/20 chord all areas where a rectangle 3-6-0 tall by 1-0-0 wideH * will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, AX, AJ, AK, AL, AM, AN, AO, AP, AQ, AR, AS, AU, AV, AW, BM, BL, BK, BJ, BI, BH, BG, BF, BE, BC, BB, 9 rFOF BA, AZ, AY, AH, 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A L 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 28,2017 ® WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Wit -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 MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Dually Criteria, OSB -69 and BCSI Building Component Safety information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 JobTruss 40-2-0 " Truss Type Oty Ply Cockrell 2461 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 7777 Greenback Lane Suite 109 PLATES GRIP 850094578 1701-012 D02 Piggyback Base 4 1 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.21 P -S >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) aysrcrrrs nus wmuer k V, r uersun, k,m 15.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:02 2017 Pagel ID:O H5hSeu8bmZXgX5DHIM7gzebAq-6a2G1LizOUgMD2gG12GgvyxXegm05oUS9F1fiOzWIZN 2-0-0 7-5-2 14-5-5 21-8-0 25�-11 32.8-14 40-2-0 42-2-0 2-0-0 7-0� 7-2-15 4-0-7 7-0-0 7-5-2 2-0-0 Scale = 1:74.1 5x6 = 2x4 II 5x6 = D E c 3x5 — 2x4 II 3x0 3x4 = 4x8 = 3x4 = 2x4 II 3x5 = 3x6 = 7-5-2 14-5-5 21-8-425�-11 32-8-14 - 40-2-0 " 1 l 7-2-15 4-0-7 7-0-4 7-5-2 Plate Offsets (X,Y)— IB:0-2-9 0-1-81.[D:0-3-12 0-2-O1.IF:0-3-12.0-2-01 F :0-2-9.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 7777 Greenback Lane Suite 109 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.08 L -N >999 240 MT20 220/195 TCDL ' 10.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.21 P -S >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.02 H n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -MSH Weight: 227 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, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins (1D-0-0 max.): D -F. WEBS 2X4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: C-P,G-J: 2X4 DF Stud/Std G 6-0-0 oc bracing: K -L. WEBS 1 Row at midpt C -N, D -L, E -L, F -L, G -K M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer • Installation guide. REACTIONS. (Ib/size) B=787/0-5-8, L=2042/0-5-8, H=624/0-5-8 Max Horz B=-287(LC 6) Max Uplift B=157(LC 8), L=-135(LC 8), H=-183(LC 9) Max Grav B=829(LC 19), L=2098(LC 2), H=685(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-908/141, C -D=-385/137, D -E=0/483, E -F=0/483, F -G=-105/300, G -H=649/186 BOT CHORD B -P=164/824, N -P=-164/824, L -N=-132/313, J -K=0/451, H -J=0/451 WEBS C -P=0/304, C -N=700/266, D -N=-64/651, D -L=-1054/165, E -L=411/207, F -L=882/124, F -K=88/547, G -K=-724/262, G -J=0/325 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=6.0psf; 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 OFESSIQN 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 lumber �i (QNIQ �F�,C green members. �OeP 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) B=157, L=135, H=183. 8) Graphical V O C 76428 f1t purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ---t 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/2018 H OF OAU' March 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rov. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, 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 andlor chord members only. Additional temporary and permanent bracing is always for to MiTek• required stability and 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 ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Jab Truss Truss Type a Qty Ply Cockrell 2461 7-5-2 7-0-4 7-2-15 4-0-7 7-0-0 Plate Offsets (X.Y)= fA:0-2-9,0-1-81,[C:0-3-12 0-2-01.IE:0-3-12.0-2-01,[G'0-2-9.0-1-81 " LOADING (psf) SPACING. 2-0-0 R50094579 1701-012 D03 Piggyback Base 1 1 TC 0.44 Vert(LL) -0.08 K -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference o tional Qy,r— VV, NCIJUII, VM 4 ti.l lu s Mar z3 zu1 r Mt l ex Industnes, Inc. Mon Mar 27 11:07:02 2017 Pagel ID:O_H5hSeuBbmZXgX5DHIM7gzebAq-6a2G1 LizOUgMD2gG12GgvyxXeglL5oSS7F 1 fiOzWIZN 7-5-2 14-5-5 21-8-4 25.8-11 32�-14 40-2-0 42-2-0 < y 7-5-2 7-0 4 7-2-15 4-0-7 7 04 7-5-2 2-0-0 = . q Scale = 1:71.4 5x6 < r 2x4 II 5x6 = . .. , 3x5 = 2x4 I I Y °xo 3x4 = - axd — 3x4 = 2x4 11 ., . 3xE' _ - 7-5-2 14-5-5 21 $4 25 -11 32$-14 40 2-0 7-5-2 7-5-2 7-0-4 7-2-15 4-0-7 7-0-0 Plate Offsets (X.Y)= fA:0-2-9,0-1-81,[C:0-3-12 0-2-01.IE:0-3-12.0-2-01,[G'0-2-9.0-1-81 " LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.08 K -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 O -R >999 180 BCLL 0.0 '. Rep Stress Incr . YES WB 0.55 Horz(CT) 0.02 G . n/a ri/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH r Weight: 223 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. t&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 DF No.t&Bir G 2-0-0 oc purlins (10-0-0 max.): C -E. WEBS 2X4 DF No. 1&Btr G *Except* ` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: - B-O,F-I: 2X4 DF Stud/Std G 6-0-0 oc bracing: J -K. WEBS 1 Row at mid pt B -M, C -K, D -K, E -K, F -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=663/0-5-8, K=2046/0-5-8, G=625/0-5-8 Max Horz A=-275(LC 4) Max Uplift A=-108(LC 8), K-137(LC 8), G=-183(LC 9) '• Max Grav A=704(LC 19), K=2102(LC 2), G=686(LC 16) , 1 FORCES. y(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ` TOP CHORD A-13=931/155, B -C=-392/139, C -D=0/481, D -E=0/481, E-17=106/300, F -G=-650/187 BOT CHORD A-0=169/847.M-0=169/847,K-M=-'132/316,1-J=0/452,G-1=0/452 • WEBS B-0=0/309, B -M=723/280, C -M=70/661, C -K=-1058/168, D -K=-411/208, E -K=881/123, t 'E -J=881547, F -J-724/262, F-1=0/325 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) This tr6ss 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-D-0 wide Of ESS/ON will fit between the bottom chord and any other members, with BCDL = 10.0psf.F2 ONIO 6) A plate rating reduction of 20% has been applied for the green lumber members. (`� ��� Cys 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) _� 5P A=108, K=137, G=183. 8) Graphical J p y fn U C 76428 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Z 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' Q . y EXP. 12/31/2018 ti * r r TqT IV FOF CAL1F ` March 28,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 1010312015 BEFORE rev. USE. Design valid for use only with MiTek0 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 and Incorporate HT It parameters properly this design into the overall e building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is for p �4e 1�• - M ahvays required 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. Y 1� 7777 Greenback Lane _ Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Cockrell 2461 1701-012 D04D PIGGYBACK BASE GIRDE 1 Plate Grip DOL 1.15 850094580 Vert(LL) -0.07 K -L >999 q J MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.22 Job Reference (optional) rarucrsun, CA 8.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:07:07 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-SXr943m6r0IfJpZE5csrc?eN3rMpm NBBXkQNczWIZI 5-1-0 9-9-3 14.5-5 18-0-13 21-8-4 25-11 30-0-13 35-1-0 40-2-0 5-2 4 8-2 3-7-7 3-7-7 4-0-7 4.8-2 4 8-2 5 1-0 5x6 = 2x4 1; 8x8 = 5x6 = Scale = 1:70.1 4x8 2x8 II 4x5 = 6x8 4x5 = 4x8 = 6x8 =2x8 II S 5 Y 12x14 = - 8x8 = 4x12 II kp1� I 50-0 9-9-3 14-5-5 18-0-13 - 21�-0 25-8 11 30-0 13 35 1-0 40 2-0 4-8-2 4$-2 3-7-7 3-7-7 4.0-7_ _ . _ _ _- . - _ . _- 01— n 4-8-2 4-8-2 5-1-0 fi�vlc !V v\_ !n •n w n n n\ rn.n n ., n n n n� r...n n n n ..... ., ,.......- - �. .. _ -. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.07 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.22 K -L >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) , 0.03 J n/a n/a BCDL 10.0 Code IBC2015lrP12014 Matrix -MSH Weight: 968 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x8 DF SS WEBS 2X4 DF No.1&Btr G *Except* BOT CHORD B-T,B-S,I-L,I-K: 2X4 DF Stud/Std G REACTIONS. (Ib/size) A=-469/0-58, J=7950/0-5-8, N=1068510-5-8 Max Horz A=-252(LC 19) Max Uplift A=1279(LC 27), J=-1517(LC 30), N=-1737(LC 28) Max Grav A=710(LC 24), J=8061(LC 46), N=10857(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1247/2108, B -C=-983/1789, C -D=-691/1504, D -E=-372/1701, E -F=176/1701, F -G=1573/446, G -H=1989/793, H-1=6333/1547, I -J=-11461/2329 BOT CHORD A -T=1809/1243, S -T=1560/992, Q -S=1268/699, P-0=1231/488, N -P=1783/717, M -N=-1783/785, L -M=-861/5216, K -L=1647/9536, J -K=-1873/9536 WEBS B -T=515/362, B -S=-528/437, C -S=-743/545, C-0=694/579, D -Q=-680/1076, D -P=-1867/833, F -P=797/818, F -N=-8047/1383, F -M=1069/8258, G -M=-231/907, 'H -M=-6287/843, H -L=-768/7291, I -L=5279/667, I -K=528/5599 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0=0 max.): D -G. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (14) 1) 3 -ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except cit=1b) A=1279, J=1517, N=1737. 10) This truss has been designed for a total drag load o 20 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-2-0 for 59.8 p . 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q�OFESSIO/V ��o PNS 0 N I O h� F2c v C 764270 8 z * yi X 31/2018 ,'n s'T CIVIL 9TFOF CAL1' I1Anrrh 7A ')r117 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. v 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 verily the applicability of design parameters and properly Incorporate this design into the overall Al building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 1yo fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DS8-89 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 Cbrus Hei Ms CA 95610 Job Truss Type Qty Ply Cockrell 2461 TD'04 850094560 1701-012 PIGGYBACK BASE GIRDE 1 q J Job Reference (optional) „1, "'. • ,.. — — o. i iu s mar as zul I ml i eK industries, Inc. mon Mar 27 11:07:07 2017 Page 2 NOTES- (14) ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-SXr943m6r01fJpZE5csrc7eN3rMpm NB8XkQNczWIZI 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 Ib down and 245 Ib up at 1-6-12, 89 Ib down and 245 Ib up at 3-6-12, 89 Ib down and 245 Ib up at 5-6-12, 89 Ib down and 245 Ib up at 7-6-12, 89 Ib down and 245 Ib up at 9-6-12, 89 Ib down and 245 Ib up at 11-6-12, 89 Ib down and 245 Ib up at 13-6-12, 88 Ib down and 190 Ib up at 15-6-12, 88 Ib down and 189 Ib up at 17-6-12, 88 Ib down and 189 Ib up at 19-6-12, 1762 Ib down and 189 Ib up at 23-6-12, 1784 Ib down and 189 Ib up at 25-6-12, 1784 Ib down and 189 Ib up at 27-6-12, 1760 Ib down and 189 Ib up at 29-6-12, 1784 Ib down and 189 Ib up at 31-6-12, 1784 Ib down and 189 Ib up at 33-6-12, 1784 Ib down and 189, Ib up at 35-6-12, and 1788 Ib down and 190 Ib up at 37-6-12, and 1788 Ib down and 190 Ib up at 38-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) 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-13=60, D -G=-60, G -J=60, A -J=20 Concentrated Loads (Ib) Vert: S=87(F) Y=87(F) Z=87(F) AA=87(F) AB=87(F) AC=87(F) AD=87(F) AE=58(F) AG=58(F) AH=58(F) AI=11747(F) AK= -1747(F) AL= -1747(F) AN= -1747(F) AO=1747(F) AP -1747(F) AQ= -1747(F) AR= -1752(F) AS=1752(F), 1 r ' 1 ®WARNING • Verify design paramefens and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIP -7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MFrek® 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 p q� iT® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VII ' 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 ANSVTPII 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 Hel M5 CA 95610 JobTruss SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015frP12014 Truss Type Qty Pty Cockrell 2461 1701-012 E01 Common Supported Gable 1 1 850094581 REACTIONS. All bearings 23-0-0. (lb) - Max Horz B=-235(LC 6) Job Reference (optional) oyslems rius Lumber Co, Anderson, CA - 8.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:07:08 2017 Page 1 ID:O_H5hSeu8bm7XgX5DHIM7gzebAq-xkPXIOnkcKQWxz8QfJN48DBcCFspVbHLNBUzw2zWIZH -2-0-0 11-M 23-M 25-0-0 2 0 0 11.6-0 11.6-0 2-0-0 dI 4x4 = Scale = 1:48.8 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 IBC2015frP12014 CSI. TC 0.18 BC 0.08 WB 0.14 Matrix -SH DEFL. in (loc) Vdefl Ud Vert(LL) -0.02 U n/r 120 Vert(CT) -0.04 U n/r 120 Horz(CT) 0.01 T n/a n/a PLATES GRIP MT20 220/195 Weight: 169 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G escommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation Ade. REACTIONS. All bearings 23-0-0. (lb) - Max Horz B=-235(LC 6) MaxUplift All uplift 100 Ib or less at joints) B, T, AD, V, W. X, Y, Z, AA, AB, AL, AK, AJ, Al, AH, AG, AF, AE Max Grav All reactions 250 Ib or less at joint(s) AD, V, W. X, Y, Z, AA, AB, AC, AL, AK, AJ, AI, AH, AG, AF, AE except B=280(LC 1), T=280(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, T, AD, V, W, �OFESS101V X, Y, Z, AA, AB, AL, AK, AJ, Al, AH, AG, AF, AE. 11) Beveled plate or shim required to provide full bearing surface with truss B, T. Oe ONIO �F 2c chord at joint(s) 12) WARNING: Engineering yF is void unless truss is fabricated by Systems Plus Lumber Co. �$ Z r° C 76428 z EXP. 12/31/20 n OF 6AIJ March 28,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10103/2015BEFORE USE. ■■ Design valid for use only with MTek® 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 into orate 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 p '�®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 ANSI/TPII 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. suit. inq Job Truss Truss Type allyPly Cockrell 2461 1701-012 E02 Common 3 dLob R50094582 r F � Reference (optional) �Y.'.. „,.., ry �_ , �� ts.i iu s mar z3 zu11 ml I eK Industries, Inc. Mon Mar 27 11:07:09 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-PwzvVkoMNdYNY7icCOuJhQjmif8OE1 DUcrDXSUzWZG -2-0-05-11-7 11.6-0 17-0-9 23-M 25-0-0 2-0-0 5-11-7 5-6-9 5-6-9 5-11-7 2-0-0 4x5 11 D Scale = 1:49.1 - d^ 8.00 12 2x4 \\ C 2x4 E n B r F � . I P 3x4 = Q H G 3x4 = ' 3x4 i� i 7-9-10 15-2 3x4 -0 7-9.10 7-4-12 7-9-10 Plate Offsets (X.Y)— 1B:0-2-0.0-1-81.fF:0-2-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.15 TC , 0.26 Vert(LL) -0.11 H-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.22 I -L >999 ' 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 F n/a n/a BCDL 10.0 Code IBC2015/TPI2014 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 5-7-10 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) B=1040/0-5-8, F=1040/0-5-8 Max Horz B=-235(LC 6) Max Uplift 9=168(1_C 8), F=1168(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1309/173, C -D=1179/244, D -E=1180/244, E -F=1309/173 BOT CHORD B-1=159/1160, H-1=0/753, F-1-1=37/1024 WEBS D -H=-141/594, E -H=-347/239, D -I=-141/594, C -I=-347/239 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=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 arry 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 = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=168, F=168. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Varily design pammetors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 ray. 10/07/2015 BEFORE USE. Design valid for use only with MTekO 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 Q�OFESSlo/v ON 10 y�,P 2c2 v C 76428 z r 70o * d E XP. 12/31 /2018 H OF CAU' March 28,2017 HT MiT®k' 7777 Greenback Lane Job Truss Truss Type Qty Ply Cod reit 2461 1701-012 FO1D PIGGYBACK BASE STRUC COMMON I Gable COMMON 1 i 850094583 BOT CHORD 2X6 OF SS G 1 Row at mid pt G -R WEBS 2X4 OF Stud/Std G 'Except* BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. C-V,E-F,F-1,D-R,K-O: 2X4 OF No.1&Btr G WEBS Job Refe ante optional) "'•' ""•"" "a. , 8.100 s Feb 22 2017 MiTek Industries, Inc. Mon Mar 27 12:28:51 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-tTzTo2B6JIXxxv5bStNG1Eynm2T71F4oSgnvCIzWicA 2-01 7-5-2 14-5-5 .185-5 21-0-11 355-0 2-0-0 7-5-2 7-0-0 4-1-0 2 6 6 14-5-5 6a6 fixe MlasHs 75-2 125-0 14-5-5 1 18.6-5 21-0-11 -11- l 355-0 7-5-2 5-2-14 1-9-5 4-1-0 255 2-10-10 115-11 Plate Offsets (X,Y)- [B0^3-0,0-1-13], [F:0-3-0,0-2-3], [F:0-1-12,0-1-0], [H:0-1-0,0-1-7], [H:0-4-12,0-1-15], [1:0-3-0,0-3-12], [K:0-2-14,Edge], [R:0-6-2,0-4-13], [R:0-6-0,0-4-12], Scale: ane' -V M rp a 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 0.82 BC 0.62 WB 0.81 Matrix -MSH DEFL. in Vert(LL) 0.02 Vert(CT) -0.74 Horz(CT) -0.02 Wind(LL) 0.61 (loc) Vdef1 Ud B >999 240 M >364 120 R n/a n/a M >445 120 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 345 Ib FT = 20% LUMBER- BRACING - 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 bracing TOP CHORD 2X4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except K -R: 2X6 OF SS G 2-0-0 oc purlins (5-5-10 max.): F -H, K -R. Except: BOT CHORD 2X6 OF SS G 1 Row at mid pt G -R WEBS 2X4 OF Stud/Std G 'Except* BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. C-V,E-F,F-1,D-R,K-O: 2X4 OF No.1&Btr G WEBS 1 Row at midpt C-R, E -F, D -R OTHERS 2X4 OF Stud/Std G 'Except* JOINTS 1 Brace at Jt(s): 1, G F -AU: 2X4 OF No. t&Blr G WEDGE MiTek recommends that Stabilizers and required cross bracing g 9 Left: 2x10 OF No.t -G be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 12-11-8. (lb) - Max Hoa B=-112(LC 23), B=-35(LC 1) Max Uplift All uplift 100 Ib or less atjoint(s) B, X, W except V=27811(LC 39), AA=2131(LC 39), Z=1129(LC 30), Y=341(LC 39), U=208(LC 39), T=-351(LC 30), S=1277(LC 39), R=-4144(LC 30) Max Grav All reactions 250 Ib or less at joint(s) B, X, W, U. B except V=2260(LC 30), AA=1806(LC 30), Z=1394(LC 39), Y=324(LC 30), T=594(LC 39), S=864(LC 30), R=6092(LC 39), R=5369(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1575/2024, C -D=-2933/3923, D -F=2448/3516, F -H=-1419/2031, H -K=1384/2136, K -L=830/1219, L -M=434/614, E -R=-3567/2197, E -G=2146/1159, G-1=1914/1092, I -J=-1523/860, J -K=-835/409 BOT CHORD B-AA=1738/1557, Z-AA=1704/1523, Y -Z=1629/1448, X -Y=1554/1373, X -BG= -1479/1298, W-BG=1446/1265, V -W=-1403/1222, U -V=1361/1180, U -BH= -1328/1147, T-BH=1261/1080, S -T=1253/1072, R -S=-1178/997, Q -R=-1326/1352, P -Q=-1004/999, O -P=-949/912, N-0=800!775, M -N=-489/433 Q�OFESSIO/V F�,c WEBS C -V=2344/2918, C -R=2596/2122, E -F=2378/1578, F -I=-558/941, H -J=1319/866, ��o P��ONIO L-0=-466/209, L -N=37/273, D -R=-321/238, K-0=-221/663, G-0-555/358 NOTES- (17) Q C 76428 z ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=115mph O � EXP. 12/3112018 (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 T �rFoFCALI Continued on page 2 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 Vat 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 bracing permanent _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M11� Il MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 Hel Ms CA 95610 Systems Plus Lumber Co, Anderson, CA 8.100 s Feb 22 2017 MiTek Industries, Inc. Mon Mar 27 12:28:52 2017 Page 2 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-LgXROCk4doZ3go0buVaSVyWRpEUiJxhKXTIUzWiic9 NOTES. (17) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or ` consult qualified building designer as per ANSIrl PI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) The Fabrication Tolerance at joint R = 4% 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 10) ' 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, X, W, B except (jt=1b) V=2781, AA=2131, Z=1129, Y=341, U=208, T=351, S=1277, R=4144. 13) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 14) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 35-6-0 for 56.3 plf., 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom Chord. 16) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings* Building designer must provide for uplift reactions indicated. 0 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., LOAD CASE(S) Standard r r . • • 1 • AWARNING • Verf y 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 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 WOW A'1�®1�• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 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 Ms CA 95610 Job Truss 3ir-us-S, peOPlycockreu 24st8500941701-012 F01DCK BASE STRUC COMMON I Gable COMMON 1 1 Job Reference (optional) Job Truss Truss Type Ory Ply Cockrell 2461 1701-012 F02 Piggyback Base 1 1 R50094584 Plate Offsets (X Y)- 16:0.2-9.0-1-81 [D:0-3-12.0-2-01, fE•0-4-0 0-2-01 [H:0-2-9.0-1-81 LOADING (psf) SPACING- 2-0-0 Job Reference (optional) aysremb rmb Lumber Gu, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:14 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq4tmoYSrVBABffuba?aUUOURaXgrevcmDl6xl7izwZB i •2-0.0 7•S2 14-5-5 21-0.11 2n-0.14 336.12 35£-0 2-0.0 7-5-2 7-0.4 6-7-6 7.04 5.5.14 IN! n �I 5x6 = 5x6 = D. Scale = 1:66.6 3x5 = 2x4 II 3x6 4x8 = 4x5 = 2x4 II 3x5 = 3x4 = 7-52 14-5-5 21.-11 28-0-14 312 3550 36. 7-5.2 7-0.4 6(7) 7-0-4 7-04 5-5 -14 11-1 0-11-8 Plate Offsets (X Y)- 16:0.2-9.0-1-81 [D:0-3-12.0-2-01, fE•0-4-0 0-2-01 [H:0-2-9.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.10 L -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.25 L -N >999 180 BCLL 0.0 .' Rep Stress Incr YES WB 0.59 Horz(CT) 0.07 J n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 192 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-37 oc purlins, except BOT CHORD 2X4 DF No.I &Btr G 2-0-0 oc purlins (5-7-7 max.): D -E. WEBS 2X4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C-0,F-K,G-J,G-K: 2X4 DF Stud/Std G WEBS 1 Row at midpt C -N, D -L, F -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (Ib/size) H= -1/1 -3 -0,B=1458/0 -5.8,J=1642/0-5-8,1=-139/0-3-8 Max Horz B=275(LC 5) Max Uplift H=-44(LC 21), B=-208(LC 8), J=-181(LC 9), 1=1144(LC 3) Max Grav H=28(LC 20), B=1458(LC 1), J=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2033/232, C -D=-1509/228, D -E=1085/244, E -F=1437/212, F -G=-1568/190 BOT CHORD B -O=-244/1754, N-0=244/1754, L -N=68/1183, K -L=-28/1239 WEBS C-0=0/303, C -N=694/264, D -N=-70/637, E -L=-32/443, F -L=-285/220, G -J=1453/237, G -K=57/1337 NOTES- (9) 1) Unbalanced roof live loads have been cor sidered for this design. 2) Wind: ASCE 7-10; Vuft=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 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 'FESS/0N 6) A plate rating reduction of 20% has been applied for the green lumber members. Q �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H except 0=1b) �� Pr1� ONIO yF 2C B=208, J=181, 1=144. i 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V O� Z 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. _ �U C 76428 Z * EXP. 12/31/2018 H '-9pFo�� March 28,2017 ®WARNING - Verify design parameters and READ NOTES ON TMS 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 verify the applicability of design parameters and property incorporate this design into the overall HT It MiTek* yi l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iV� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlI Pl1 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 Qty Ply Cockrell 2461 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 ' R50094585 1701-012 F03D PIGGYBACK BASE GIRDE 1 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(CT) -0.29 T -U >999 180 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:17 2017 Page 1 ZXgX5DHIM7gzebAq-ASSxBTuNU5ZEWMK9gi1 B0635bton6XEfR49ykOzWIZ8 4-8-2 4.8.2 13.3.11 ' 3.3.11 1 -- 4-2-0 4-2-0 4.2.0 1-1 6x6 = 2x4 11 5x6 = axd -' 3x10 II 6x6 = 4x6 = 4x8 = 4x4 = 4x4 = 4x8 = 3x10 II 4x5 = 4x6 = 3560 S1-0 9-93 145-5 17.9-0 21-0.11 2&2-11 29-a-12 1-12 14-6-11 S7-0 4-b2 4-&2 3311 3311 42-0 42-0 0.11-1 Scale = 1:66.6 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) 0.12 T -U >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(CT) -0.29 T -U >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.74 Horz(CT) 0.07 M n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 534 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, BOT CHORD 2X6 DF SS G except WEBS 2X4 DF Stud/Std G 'Except* 2-0-0 oc purlins (6-0-0 max.): E -G. D-S,E-S,E-Q,F-Q,G-Q,G-P,H-P: 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: M-N.L-M.K-L. REACTIONS. All bearings D-5-8 except (jt=length) K=1-3-0, L=0-3-8. (lb) - Max Horz B=275(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s) except K=-426(LC 40), B=-2D18(LC 27), M=-2591(LC 30), L=-569(LC 57) Max Grav All reactions 250 Ib or less atjoint(s) except K=386(LC 27), B=5333(LC 1), M=5203(LC 65), L=491(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=8304/3269, C -D=-6213/2622, D -E=4235/1987, E -F=-3109/1465, F -G=3109/1383, G -H=-3330/1760, H -I=-3501/2101, I -J=3134/2164, J -K=-830/957 BOT CHORD B -U=-2805/6881, T -U=-2580/6881, S -T=-1902/5106, Q -S=-1270/3419, P-0=1055/2746, O -P=1361/2871, N -O=-1440/2520, M -N=736/615, L -M=-736/662, K -L=736/685 WEBS C -U=361/2142, C -T=2186/519, D -T=602/3168, D -S=2897/707, E -S=-791/2930, E-0=11 024/215, G -Q=491/1377, G -P=588/688, H -P=-428/468, H -O=-343/311, 1-0=256/516, I -N=779/305, J -N=1785/3401, J -M=3473/1858 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 ac. 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; Vuh=115mph (3 -second gust) Vasd=9lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 Ib uplift at joint K, 2018 Ib uplift at joint B, 2591 Ib uplift at joint M and 569 Ib uplift at joint L. 10) 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 ® WARNING - Verffy doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111.7473 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. /pFESS10/y� O N I O Z v C 76428 z Cr 0 * y, XE 12/31 /2018 ti CMI. 9TFOF CA01 March 28,2017 EE' MiTek' 7777 Greenback Lane 4 Job TFO R50094585 Truss Type Qty Ply Cockrell 2461 1701-012 PIGGYBACK BASE GIRDE 1 Job Reference (optional) Systems Plus Lumber Co, , Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:18 2017 Page 2 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-ofOJOpu1FOh58VuLEPZQYKbGLH80r_UpgkvVGTzVAZ7 NOTES- (13) ` 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 770 Ib down and 163 Ib up at 2-0-12, 770 Ib down and 163 Ib up at 4-0-12, 770 Ib down and 163 Ib up at 6-0-12, 770 Ib down and 163 Ib up at 8-0-12, 770 Ib down and 163 Ib up at 10-0-12, 771 Ib down and 163 Ib up at 12-0-12, 144 Ib down and 134 Ib up at 14-0-12, 144 Ib down and 134 Ib up at 16-0-12, 144 Ib down and 134 Ib up at 18-0-12, 144 Ib down and 134 Ib up at 20-0-12, 144 Ib down and 134 Ib up at 22-0-12, 144 Ib down and 134 Ib up at 24-D-12, 144 Ib down and 134 Ib up at 26-0-12, 216 Ib down and 186 Ib up at 28-0-12, 216 Ib down and 186 Ib up at 30-0-12, and 216 Ib down and 186 Ib up at 32-0-12, and 1177 Ib down and 146 Ib up at 34-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1 1 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=60, E -G=-60, G -K=-60, B -K=20 Concentrated Loads (lb) Vert: T= -770(B) S= -75(B) Z= -770(B) AA=770(B) AB= -770(B) AC= -770(6) AE=771(8) AF=75(13) AG=75(B) A1=75(B) AJ= -75(B) AL= -75(B) AM=75(B) AN=161(B) AO=161(6) AP=161(13) AQ=1177 r T 1 ®WARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 01111.7473 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 e 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 p A1Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V ' 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 1 Job + SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015frP12014 Truss Type Qty Ply Cockrell 2461 1701-012 7HT Piggyback 2 1 R50094586 be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. All bearings 14-5-5. Job Reference (optional) ���•�•••� • ^•�_^�_��. �� d.1lu s Marz3 zul t MI I ex Inauslnes, Inc. Mon Mar 27 11:07:18 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-ofOJOpu7FOh58VuLEPZQYKbLeHGNr8ppgkvVGTzWIZ7 7-11-11 15-11.6 7-11-11 7-11-11 44 = D 3x4- _ J K I L H 3x4 = 2x4 I I 2x4 11 2x4 11 15-11 6 15-11.6 Scale = 1:33.8 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 IBC2015frP12014 CSI.DEFL. TC 0.11 BC 0.07 WB 0.08 Matrix -SH . in (loc) Well Ud Vert(LL) 0.00 F , n/r 120 Vert(CT) 0.00 G n/r 120 Horz(CT) 0.00 F n/a n/a PLATES GRIP MT20 220/195 Weight: 57 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. t&Btr 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 14-5-5. (lb) - Max Horz B=134(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) B, F except J>155(1_C 8), H=155(LC 9) Max Grav All reactions 250 Ib or less at joint(s) B, F except I=325(LC 15), J=368(LC 15), H=368(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS C -J=276/195, E -H=276/194 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) 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) B, F except (jt=lb) J=155, H=155. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ESSIO& Q�Of ONIO h�F.yc �c<o Zz C 76428 Of 0 * wry EXP. 1 31/2018 S'T CIVII 0� �TFOF CAl March 28,2017 ® WARNING - vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 1010311015 BEFORE rev. USE. valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design I[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 p�,iTe k' 1V I Safety Information delivery,systems, see available from Truss Plate Institute. 18 N. Lee Street. Suita 312, AlexandNSVT II1 Quality Criteria, DSB-89 and BCS] Building Component T Suite Grreeenback Lane JobTruss SPACING- Truss Type Qty Ply Cockrell 2461 1701-012 HT2 Piggyback. 26 TC 0.11 850094587 F n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) o. rru s mar za zui / MI I ex Industries, Inc. Mon Mar 27 11:07:19 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-6rahb9vdOipylfrXo74f5X8WOhccab3yvOe3ovzWIZ6 7-11-11 15-11.6 7-11-11 - _ 7-11-11 4x4 = D t 3x4 = J K I L H 2x4 I I 2x4 11 2X41 11 15-11-6 15-11�i 3x4 = Scale = 1:33.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.15 TC 0.11 Vert(LL) 0.00 F n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 G n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.08 Horz(CT) 0.00 F n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -SH Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF N0.1&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. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS All bearin s 14-1-1 Installation Quide. g , (lb) - Max Horz B=134(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) B, F except J-155(LC 8), H=155(1_C 9) Max Grav All reactions 250 Ib or less at joint(s) B, F except 1=325(LC 15), J=368(LC 15), H=368(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C -J=276/195, E -H=-276/194 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) 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=.10.0psf. 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) B, F except (it=lb) J=155, H=155. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING - Verify design parameters and READ NOTES ON TMS 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 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 burring of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Q�,,pF ESS/O/V PNgON10 �FF2G1 C 7642dr 8 z dr o * EX /31/2018 ti (S1p CIV11. �rFOFCAUF March 28,2017 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Ory. Ply Cockrell 2461 R50094588 1701-012 HT3 Piggyback 1 1 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:20 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-a 183pVWFnOxpNp2kMgbudlhhf5zBJ34672OcLLzNZ5 3-6-7 7-0-14 3-6-7 3Fr7 4x4 = Scale: 3/4"=1' C, 1-1 Pd F 3x4 = 2x4 Il 3x4 = " 7-n-1 7-0-14 LOADING (psf) SPACING 2-0-0 CSL DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 E n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.01 E n/r. 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 D n/a n/a BCDL . 10.0 Code IBC2015lTP12014 Matrix -P Weight: 21 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . OTHERS 2X4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=154/5-6-13, D=154/5-6-13, F=19515-6-13 Max Horz B=-57(LC 6) Max Uplift B=-44(LC 8), D=51(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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) 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) B, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�CFESSIO&W/ �O �ONIO F2 z� PN tiF c� C 76428 �z 0 * `Ly EXP. VJ3112018 H OF CAU March 28,2017 ® wARN1NG - Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and propery 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. pp� MiTek* 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Cockrell 2461 �Ply� 850094589 1701-012 HT4 Piggyback 2 1 Job Reference o tional �r�•= �� �_ �_ , �r ti.1 iu s mar zs zu1 / MI I ek Industries, Inc. Mon Mar 27 11:07:20 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-a183pVwFnOxpNp2kMgbudlhhf5zBJ34672OcLLzWIZ5 3-6-7 7-0-14 3.6-7 3-6-7 Scale: 3/4"=1' 4x4 = C F 3x4 = - '2x4 I) 3x4 = 7-0-14 7-0-14 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 E ri 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.01 E n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 21 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G Fr recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer • REACTIONS. (Ib/size) B=154/5 -6 -13.D=154/5.6 -13,F=195/5-6-13 Installation guide. Max Horz B=57(LC 6) Max Uplift B=-44(LC 8), D=51(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; 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) 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. 4 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) B, D. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESSIO& 1 �O (ONIO F2 C 76428 Cr 9Z * EXP. 12131/20 ti 9T6OF AUFO���P March 28,2017 ® WARNING - Verlry 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 buildingcomponent, 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 p BiT®1. is sways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V� 1 IC fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 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 Ms CA 95610 Job Truss Truss Type � _Qty ' Ply Cockrell 2461 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL - 20.0 850094590 1701-012 HTS Piggyback 1 1 Lumber DOL 1.15 BC 0.16 Vert(CT) 0.02 E n/r 120 BCLL 0.0 Job Reference (optional) - - Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:21 2017 Page 1 I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-2 EhSOrxuYJ3g?zdwvY67AyDq UUHi2ViFMi79tozWIZ4 5-10-7 - 11-8-14 5-10-7 5-10-7 4x5 = Scale = 1:24.8 C I rnI d 3x4 =" .t t F .' 2x4 II 3x4 = 0 Max Uplift B=-53(LC 8), 0=65(LC 9),P=24(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. 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) 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) B, D, F. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verity design parameters and READ NOTES ON THIS 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 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 ANSIRPl1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OF ESS/0/V� �ON10 F2 r° C 76428 z 0,', X o * any XR 1y31/2018 ) OT CIVIC 9TFOF CAU1 March 28,2017 MiTek' 7777 Greenback Lane 11.8-14 ' 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, 0.20 Vert(LL) 0.01 E n/r 120 MT20 220/195 TCDL -10.0 Lumber DOL 1.15 BC 0.16 Vert(CT) 0.02 E n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 D n/a n/a BCDL 10.0" Code IBC2015/TP12014' Matrix -SH 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. I&Btr 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. (Ib/size) B=233/10-2-13, D=233/10-2-13, F=411/10-2-13 Max Horz B=98(LC 7) 0 Max Uplift B=-53(LC 8), 0=65(LC 9),P=24(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. 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) 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) B, D, F. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verity design parameters and READ NOTES ON THIS 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 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 ANSIRPl1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OF ESS/0/V� �ON10 F2 r° C 76428 z 0,', X o * any XR 1y31/2018 ) OT CIVIC 9TFOF CAU1 March 28,2017 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty DEFL. in tell 2461 9 TCLL 20.0 Plate Grip DOL 1.15 flyCock R50094591 1701-012 HT6 Piggyback 6 1 BC 0.16 Vert(CT) 0.02 E n/r 120 BCLL , 0.0 Rep Stress Incr Job Reference (optional) systems rlus Lumoer uo, Anderson, UH 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:21 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-2EhSOrxuYJ3g7zdwvY67AyDgUUHi2YFMi79tozWIZ4 5-10-7 - 11-8-14 5-10-7 5-10-7 4x5 = - Scale = 1:24.8 • C • mI SPACING- d 3x4 = F 2x4 I I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 ,TC 0.20 Vert(LL) 0.01 E n/r 120 MT20 220/195 'TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(CT) 0.02 E n/r 120 BCLL , 0.0 Rep Stress Incr ,YES WB 0.07 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH 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.1 &Btf 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 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=233/10-2-13, D=233/10-2-13, F=411/10-2-13 , Max Horz B=98(LC 7) Max Uplift B=53(LC 8), D=65(1_C 9), F=24(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=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) 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) B, D, F. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. AWARNING - verily 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 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, DSBA9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22-••14. Q�OF ESS/0ry,� QO �ONIO F•L c�i C 76428 z I;lq X v EXP. 12/31120 H OF AL\FO��\P March 28,2017 Mi 1®k. 7777 Greenback Lane k Job Truss Truss Typei DEFL. in (loc) Vdefl Ud Ply Cockrell 2461 1701-012 Vol Valley 1 1 R50094592 BC 0.11 Vert(CT) n/a n/a 999 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom in BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:07:22 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-WQFgEByWJdBXc7C6TFdMjAmOXuelnwaObMtjPEzWIZ3 18-2-2 364-5 18-2-2 18-2-2 5x6 = 8.00 12 3x5 3x5 'ZZ' W X- V U TS R Q P O Y N 3x6 — 364-5 364-5 Scale = 1:72.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom in BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 M n/a n/a �Z BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 189 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD OTHERS 2X4 OF No.1&Btr G'ExcepY WEBS L-N,K-0,B-W,C-V: 2X4 DF Stud/Std G REACTIONS. All bearings 36-4-5 (lb) - Max Horz A=-308(LC 4) r Max Uplift All uplift 100 Ib or less at joints) A, R except N=147(LC 9), 6=-136(LC 9), P=-148(LC 9), Q=108(LC 9), W=-147(LC 8), V=136(1_C 8), U=147(LC 8), T=-111(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, M except R=288(LC 9), + N=367(LC 16), 0=443(LC 16), P=483(LC 16), 0=393(LC 16), W=367(LC 15), V=443(LC 15), U=482(LC 15), T=395(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=311/252, F -G=-108/289, G -H=98/280 WEBS G -R=-272/48, L -N=266/185, K-0=261/186, I -P=273/197, B -W=266/185, C -V=261/186, E -U=-272/196 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt G -R, H -Q, F -T Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation guide NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical Ief and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 r 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. �OFESSIQ/V 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom in Oe �QNIO �F2 chord all areas where a rectangle 3.6-0 tall by 1- 0-0 wide rd between r1 y will the bottom chord and any other members, with BCDL = IO.Opsf.1 7) A rating reduction 20% has been �Z plate of applied for the green lumber members. C) UO C 76428 8) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 100 Ib uplift at joint(s) A, R except (jt=lb) N=147, 0=136, P=148, Q=108, W=147, V=136, U=147, T=111. 9) WARNING: Engineering is void unless truss is fabricated by Systems �L EXP. 12/31/2018 ^� Plus Lumber Co.* e H TqT IV C FOFCAUF March 28,2017 ®WARNING - verify design parameters and READ NOTES ON TMS AND INCLUDED M1TEK REFERENCE PAGE 11,1II.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 ahvays required for stability and to p 11I4e1�• M 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 ANSIRPIt Oualhy Criteria, DSB�9 and SCSI Building Component 1 Il 7777 Greenback Lane Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 r Job Truss Truss Type, Qty Ply krell 2461 1701-012 V02 - Valley .r 1 1 850094593 FJob stallation guide. REACTIONS. All bearings 32-4-5. (lb) - Max Horz A=-273(LC 4) Reference (optional) -r-•-•••- o. i w s rvrar eo cut I MI l ex m0ustnes, Inc. Mon Mar 21 11:U7:23 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-_cpCRXy84xJOEHn11z8bFNJABlzyWNcYgOcGxgzWIZ2 16-2-2 324-5 16-2-2 16-2-2 1 4x4 = Scale = 1:67.1 E 3x4 i - 3x4 Q R P O N M 3x4 = .0 32-4- 32-4-5 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 YES Code IBC2015ITP12014 CSI. TC_ 0.13 BC 0.11 WB 0.23 Matrix -SH DEFL. in (loc) I/defl Ud Vert(LL)' n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.01 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 148 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS. 2X4 DF Stud/Std G *Except* WEBS 1 Row at midpt E -M E-M,F-L,D-O: 2X4 DF No. 1&Btr G Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fbe stallation guide. REACTIONS. All bearings 32-4-5. (lb) - Max Horz A=-273(LC 4) Max Uplift All uplift 100 Ib or less at joints) A except J=148(LC 9), K=-134(LC 9), L=-158(LC 9), Q=-148(LC 8), P—l34(LC 8), 0=-158(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, I except M=443(LC 18), J=368(LC 16), K=439(LC 16), L=499(LC 16), Q=368(LC 15), P=438(LC 15), 0=499(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD A-13=258/214, D -E=152/255 WEBS H -J=267/185, G -K=256/184, F -L=291/206, 13-0=267/185, C-P=256/u84, D-0=291/206 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. 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) All plates are 2x4 MT20 unless otherwise indicated.' 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=1b) R�FESS/0/v Oe OHIO �F J=148, K=134, L=158, Q=148, P=134, 0=158. N� 2 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. J r° C 76428 z 0 EXP. 1 31/2018 H * • r T,9T IV11. FOF CAO March 28,2017 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must the design verify applicability of 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 for p 6�4®1.• required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3V 1 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB89 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 I Job Truss Truss Type Qty LOADING (psf) Cockrell 2461 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 �PIYIJob 850094594 1701-012 V03 Valley 1. BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 1 n/a n/a Reference (optional) may.« r u� wnwcr w, rvmmsun, ter, t3.T1u s mar z3 zu1 f MI I ex Industries, Inc. Mon Mar 27 11:07:24 2017 Page 1 ' ID:O_H5hSeu6bmZXgX5DHIM7gzebAq-TpNaftzmrERFsQMVbgfgobrM3iJSFrfh2gMgU7zWIZ1 14-2-2 284-5 14-2-2 14-2-2 4x4 = a E 3x4 i O R PO N M L K S J 3x4\ 3x4 = Scale = 1:59.6 28-4-5 - 28-4-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 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 0.18 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code IBC2015lrP12014 Matrix -SH Weight: 134 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. OTHERS 2X4 DF Stud/Std G 'Except' WEBS 1 Row at midpt E -M E-M,F-L,D-N: 2X4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 28-4-5. , (lb) - Max Horz A=238(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, M except J=-145(LC 9), K=-144(LC 9), L=-114(LC 9), Q=-145(LC 8), P=-144(LC 8), N=-115(LC 8) Max Grav All reactions 250 Ib or less at joints) A, 1, M except J=363(LC 16), K=461(LC 16), L=402(LC 16), 0=363(LC 15), P=461(LC 15), N=403(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS H -J=263/182, G -K=-272/196, B -Q=-263/182, C -P=272/196 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) A, M except (jt=lb) �OFESSION J=145, K=144, L=114, Q=145, P=144, N=115. Q F2 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. tv� N�ONIO h, 76428 z T X o EXP. 1 3112018 * S'T CIVIL �TFOFC 0� AL March 28,2017 ® WARNING - verify design parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7073 rev. 10/0312015 BEFORE USE. Design valid for use only with MTeM 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 p lJl�e l.• 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, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M11� K 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job s Truss Type Qty Ply Cockrell 2461 1701-012 TV04. ' Valley 1 1 850094595 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a n/a 999 Job Reference (optional) - - -- -- -- - - �^ o.I It/ s mar zo zui I MI I eK Inausines, Inc. Mon Mar 27 11:07:25 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-x?xysC OCYZ6Taxh8OB3KOOXf5fF_HDrHK5NOZzWIZO 12-2-2 24-4-5 12-2-2 12-2-2 4x4 = Scale = 1:51.2 D L M K 5x6 = J I N H 3x4 4. [4-5 I-4-5 -d- V11bUlb IA. T/— Ir,:U-J-U.V-J-Ul - LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 100 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G 'Except I D.J: 2X4 DF No:1&Btr G 7ek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer [IbM nstallation quide. REACTIONS. All bearings 24-4-5. (lb) - Max Horz A=204(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A except H=-142(LC 9), 1=-156(LC 9), L=143(LC 8), K=158(LC 8) ., Max Grav All reactions 250 Ib or less at joint(s) A, G except J=416(LC 18), H=358(LC 16), 1=477(LC 16), L=355(LC 15), K=481(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS F -H=258/179, E -I=-291/208, B -L=258/179, C-0-294/210 NOTES- (9) t • 1) Unbalanced roof live loads have been considered for this design. } 2) Wind: ASCE 7-10; Vult=115mph (34econd 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has,been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. . 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=1b) H=142, 1=156, L=143, K=158. �+ jLOFESSIOA, 9) WARNING: Engineering is void unless truss is fabricated by'Systems Plus Lumber Co. =��OePN\ON10 F�2C J6 C 76428 ZZ EXP. 12/31/2018 r CI0. �9TFOF CAl O� March 28,2017 ®WARNING - verify design parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, notHT 31' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennanent bracinglwiViiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSII P11 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 Ms CA 95610 I Job Truss Truss Type Oty Ply Cockrell 2461 1701012 V05 Valley 1 1 850094596 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Job Reference (optional) Systems Plus Lumber Co, Larson, CA 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:26 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-PBVK3Y?OMshz5kWti5iltOxiZV?DjIM W rwY?zWIZ? 10-2-2 20A-5 1022 _ 1022 r " •. 4x4 = Scale = 1:42.8 1 r D 3x4 i L - M K J I N H 3x4 56 = rmte vnbetb to r I— nl:u-3-U u -3 -UI - LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 • MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 G n/a n/a BCDL' 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 86 Ib FT = 20% - LUMBER- 1 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. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing r be installed during truss erection, in accordance with Stabilizer ' REACTIONS. All bearings 20-4-5: Installation uide. (lb) - Max Horz A=-169(LC 4) Max Uplift All uplift 100 Ib or less at joints) A except H=-152(LC 9), 1=-113(LC 9), L=153(LC 8), K=1116(LC 8) • Max Grav All reactions 250 Ib or less at joint(s) A, G, J except H=382(LC 16), 1=372(LC 16), L=380(LC 15), K=374(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS, F-1-1=274/192, B -L=-274/191 i 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 2C% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=1b) H=152, 1=113, L=153, K=116. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OFESS/0/Vq `F • COQ QN 10 yF 'yG, �� PNS 77FZ J C 76428 EXP. 12/31/2018 T9T FOF 1 CAL 'March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 bul'ding 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 - let p f1�T®�• is always required for stability and to pre1�I'vent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr PI1 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 P Job Truss Type Qty Ply Cockrell 2461 1701-012 ]Truss V06 Valley 1 ]Job 850094597 2x4 II • 2x4 II 2.4 II . 16-4-5 16-4-5 LOADING (psf) Reference (optional) CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 1' Plate Grip DOL 1.15 TC 0.13 Vert(LL) ` n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 - Systems Plus Lumber Co, Anderson, CA BCLL 0.0 ' • 8.110 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:26 2017 Page 1 WB 0.09 Horz(CT) 0.00 E n/a n/a ' ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-PBVK3Y70Mshz5kMi5iltOxiPV77jld W rwY7zWIZ7 Code IBC2015rrP12014 Matrix -SH 8-2-2 164-5 LUMBER- BRACING - 8-2-2 8-2-2 t OTHERS 2X4 DF Stud/Std G 4x4 = Scale = 1:34.6 t be installed during truss erection, in accordance with Stabilizer C Job Truss Type Qty Ply Cockrell 2461 1701-012 ]Truss V06 Valley 1 ]Job 850094597 2x4 II • 2x4 II 2.4 II . 16-4-5 16-4-5 LOADING (psf) Reference (optional) + � 2x4 II e 2x4 II 0 'A ;� ` A • 3x4 i H I' G J _ F E 3x4 O' 2x4 II • 2x4 II 2.4 II . 16-4-5 16-4-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 1' Plate Grip DOL 1.15 TC 0.13 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 0.09 Horz(CT) 0.00 E n/a n/a ' ,.,BCDL 10.0 Code IBC2015rrP12014 Matrix -SH Weight: 601b 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing t be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 16-4-5. (lb) - Max Horz A=-134(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A except F=165(LC 9), H=-165(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E except G=349(LC 15), F=399(LC 16), H=399(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS D -F=294/205, B -H=-294/205 a NOTES. (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=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) 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) A except (jt=1b) F=165, H=165. 1 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OfESS10/ �F�, + c�0e �ON10 �z J C) C 76428 � o +i * EXP. 1 /31/2018 ST CIV(l �TFOF CAL. March 28,2017 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 10/03/2015 BEFORE ' rev. 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 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 is always for Welk' required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the X1/9 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 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 Hei Ms CA 95610 Job Truss Truss Type Qty Ply Cockrell 2461 2x4 I I _ 2x4 11 12-4-5 2x4 11 850094598 1701-012 Vol Valley 1 1 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA d.1 iv s mar z:1 zu1 / mil ex Industries, Inc. Mon Mar 27 11:07:27 2017 Page 1 I D:O—H5h Seu8bmZXgX5 DH IM7gzebAq-tO3jH u?e79ppju 54 Go DX Q DTtrvMhSD 18kea U4 Rz W IZ 6-2-2 12.4-5 — 6-2-2 6-2-2 4x4 C Scale = 1:26.3 314 H i G F 3x4 2x4 I I _ 2x4 11 12-4-5 2x4 11 12-4-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 46 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. OTHERS • 2X4 OF Stud/Std G F Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 7 Installation quide. REACTIONS. All bearings 12-4-5. (lb) - Max Horz A.=-99(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A, E except F=-129(LC 9), H=-129(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E. G except F=319(LC 16), H=320(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 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. 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) 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, E except (it=lb) F=129, H=129. 4 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. �pF OS ON IN 10 yF F2c/ C Z C C 76428 z ;,o � o * XR 12!31/2018 ti uT �% 9TFOF CAM March 28,2017 MiTek' 7777 Greenback Lane Job SPACING- Truss Type Qty Ply ckrell 2461, '1701-012 , VO8 Valley 1 1 R50094599 FJO - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Reference o tional �....... d.1 iu s mar zJ zu1 / ml I ex Inoustnes, Inc. Mon Mar 27 11:07:27 2017 Page 1 4-2-2 I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-tO3jHu?e79ppju54GoDXQDTsfvLGSDd8keaU4Rz84-5WIZ 4-2-2 4-2-2 04 = Scale = 1:19.0 a B 3x4 �i _ 2.4 11 3x4 O LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -P - Weight: 26 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. ,BOTCHORD 2X4 DF No. 1&Btr 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. ncn�. r rvrva. trulbl4u) M= I0a10-4-b, li= .Max Horz A=64(1_C 4) Max Uplift A=-41(LC 8), C=-49(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 mambas 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�pF ESS10/V,� �O �ONIO Z r° C 76428 z Cr 0 EXP. 12!31/2018 ti • � OF CAt1F`e`_ March 28,2017 Not Mitek' 7777 Greenback Lane Job Truss Truss Type pry DEFL. in Cockre 1l2461R50094600 PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 �Ply 1 � 1701-012 V09 Valley Lumber DOL 1 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference o tional n Jyslems NIUS LUmDer uo, Ancterson, GA 8.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:07:28 2017 Pagel ID:O H5hSeu8bmZXgX5DHIM7gzebAq-Lad5UEOHuTygK26gWkmyRO3RJiXBgDHzlKlcuzWlYz 2-2-2 4-4-5 2-2-2 2-2-2 • 4x4 = Scale = 1:10.0 B 3x4 -i r D 2x4 II 44 44. 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 TC 0.03 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 0.02 Horz(CT) 0.00 C n/a - n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2X4 DF No.1 &Btr 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 quide. REACTIONS. (Ib/size) A=75/4-4-5, C=75/4-4-5, D=122/4-4-5 Max Horz A=30(1_C 4) Max Uplift A=-19(LC 8), C=23(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=l l5mph (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. _ r 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. ® WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 ANSIrrPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Q�pFESSIO/V ON 10 F2 �. C 76428 �z � o * 4�y �P. 12/311201 S OF CALI, March 28,2017 iVli%k' 7777 Greenback Lane Suite 109 r ® WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 ANSIrrPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Q�pFESSIO/V ON 10 F2 �. C 76428 �z � o * 4�y �P. 12/311201 S OF CALI, March 28,2017 iVli%k' 7777 Greenback Lane Suite 109 JobTruss SPACING. 2-0-0 Truss Type Ory (loc) I/deft Ud Cockrell 2461 TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 ]Ply n/a 999 850094601 1701-012 V10 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 1 n/a n/a Job Reference (optional) aybtemb nub Lumoer %,o, rvlueraon, uA ti.1lu s Mar Z3 ZU17 Mitek Industries, Inc. Mon Mar 27 11:07:29 2017 Pagel I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-pmATta l vfn4XyCESNDF7VeYDgjOVw4KOCy3b8KzW1Yy 158-2 314-5 15-8-2 15-8-2 4x4 = E 3x4 G 3x4 Q - 0 R P O N M L K S J 54 = 4x4 = 5x6 = - Scale = 1:65.6 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Bc 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -SH Weight: 144 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 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2X4 DF Stud/Std G *Except* WEBS 1 Row at midpt E -M E-M,F-L,D-O: 2X4 DF No.1&Btr G Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta a'o uide REACTIONS. All bearings 31-4-5. (lb) - Max Horz A=-265(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A except J=148(1_C 9), K=-140(LC 9), L=-144(LC 9), 0=-148(LC 8), P=-139(LC 8), 0=145(LC 8) Max Grav . All reactions 250 Ib or less at joint(s) A, I except M=385(LC 18), J=363(LC 16), K=450(LC 16), L=471(LC 16), 0=363(LC 15), P=450(LC 15), 0=472(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=254/212 WEBS H -J=266/184, G -K=-265/191, F -L=-271/191, 13-0=266/184, C -P=-265/190, D-0=-271/192 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) Vasd=9lmph; 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except 0=1b) J=148, K=140, L=144, 0=148, P=139, 0=145. 9) 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. 10/09/2015 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Q'�'OFESS/0/y9! �O �ONIO F2 W � 2 r° C 7642870 z * :F- EXP. 1 31/2018 i'r7 CIVIt �TFOF CAL March 28,2017 ITS MiTek' 7777 Greenback Lane Job Truss Truss Type pry Ply Cockrell 2461. 1701-012 V11 Valley 1 1 850094602 n/a . 999 TCDL 10.0 Lumber DOL 1.15 BC ' 0.09 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Mar 23 2017 MTek Industries, Inc. Mon Mar 27 11:07:30 2017 Page 1 ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-Hykrvw2XQ4COaLpf=nE 1 s5OX6MsfYEaRcpBgrnzWlYx 13-8-2 274-5 13-8-2 13-8-2 . 4x4 = Scale = 1:57.5 E � 3x4 �. Q 'R P - O N M L .K S J 3x4 \ 5x6 = 3x4 = 5x6 = _" LOADING (psf)SPACING- 2-0-0 CSI., . DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a . 999 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 0.17 Horz(CT) 0.01 I n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 131 Ib FT = 20% 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.18Btr G BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G 'Except WEBS 1 Row at midpt E -M E-M,F-L,D-N: 2X4 DF No.1&Btf G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stella io uide REACTIONS. All bearings 274-5. (lb) - Max Horz A=-230(LC 4) .. Max Uplift All uplift 100 Ib or less at joint's) A, M except J=-146(1 C 9), K=148(LC 9), L -102(1_C 9), Q=-146(LC 8), P=-147(LC 8), N=105(LC 8) Max Grev All reactions 250 Ib or less at joint(s) A, I, M except J=360(LC 16), K=465(LC 16); L=402(LC 16), Q=360(LC 15), P=464(LC 15), N=405(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when, shown. WEBS H -J=263/182, G -K=-276/200, B -Q=-263/182, C -P=276/199 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 11-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, M except (jt=lb) J=146, K=148, L=102, Q=146, P=147, N=105. 9) 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 111II.7473 rov. 10/03/1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a thus 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, deliveryerection and bracing of trusses and truss systems, see ANSIrrPit Quality Criteria, DSB.89 and SCSI Building Component Safety Information availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q,?,'pFESS10/V4 �O �ONIO F2 �_ CPN tiF�2 c� co C 76428 z � o EXP. 12131/2018 , r OF CAt11 March 28,2017 bat MiTek' 7777 Greenback Lane Job Truss Truss Type pry Ply]Job Cockrell 2461 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 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2X4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing D -J: 2X4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer 850094603 1701-012 V12 Valley 1 ' Max Grav All reactions 250 Ib or less at joint(s) A, G except J=368(LC 18), H=367(LC 16), 1=444(LC 16), L=364(LC 15), K=448(LC 15) Reference (optional) �y�r�rrr� r ma wurucr w, wruersun, �H ts.1 lu s Mar z3 zu17 Mi i ek Industries, Inc. Mon Mar 27 11:07:31 2017 Page 1 I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-191D7G39BOKFBVOrVeHTa3eZPWi80?7jfGYhDDzWYw 11-8-2 _ 23.4-5 11-8-2 11-8-2 4x4 = D i 3x4 i L M K J 1 1 N H 3x4 �� 5x6 = Scale c 1:49.1 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 • 0.11 BC 0.09 WB 0.13 Matrix -SH DEFL. in floc) Udefl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 G n/a n/a PLATES GRIP MT20 220/195 Weight: 97 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 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2X4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing D -J: 2X4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 23-4-5. . (lb) - Max Horz' A=195(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A except H=-146(LC 9), 1=-144(LC 9), L=147(LC 8), K=-146(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G except J=368(LC 18), H=367(LC 16), 1=444(LC 16), L=364(LC 15), K=448(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS F -H=264/184, E -I=-270/193, B -L=264/183, C -K=-274/195 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except f jt=1b) 0Ng7 9) WARNING: ngineerig is void unless truss is fabricated by Systems Plus Lumber Co. �pF Q P�gpN1O =�Q� �z J C 76428 " C o EXP.1 31/2018 T �FOF CAt1� March 28,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters anc 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 N 6'4e 1.' is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MY� 1 tl fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 PlyCockrell 2461 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 BOT CHORD Rigid ceiling directly applied or 10-070 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 R50094604 1701-012 V13 Valley 1 - 1 ' K=1106(1_C 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, J except H=383(LC 16), 1=364(LC 16), L=383(LC 15), Job Reference (optional) .y.k.rrr. ��rrr�� w, rvwersun, ter+ 6.1lu s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:31 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-191D7G39BOKFBVOrVeHTa3eZHWi000fjfGYhDDzwYw 9.8-2 19-4-5 9.8-2 9.8-2 C 4x4 = D 3x4 i L M K J I N H 3x4 Scale = 1:37.6 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 IBC2015frP12014 CSI. TC 0.12 ' BC 0.07 ' WB 0.10 Matrix -SH DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 G n/a n/a PLATES GRIP MT20 220/195 Weight: 83 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 BOT CHORD Rigid ceiling directly applied or 10-070 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 19-4-5. " (lb) - Max Horz A=-160(LC 4) Max Uplift All uplift 100 Ib or less at joints) A, J except H-153(LC 9), 1=105(1_C 9), L=-153(LC 8), K=1106(1_C 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, J except H=383(LC 16), 1=364(LC 16), L=383(LC 15), K=365(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less_ except when shown. WEBS F -H=275/193, B -L=-275/192 NOTES- (9) ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, J except (jt=1b) K=106. ESS/O& 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�p �cvo PN�ONIO �z J C 76428 0 EXP. 1 /31/2018 m * CIVIL �TFOF CAL March 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10703/3015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property ince orate 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 for iViiT®k� always required stability and to prevent collapse wi h.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 SCSI 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 7 Job Truss Truss Type aty Ply Cockrell 2461 1701-012 V14 Valley � 1 1 R50094605 ` Job Reference (optional) 0. i ru s mar to tut r MI t eK maustnes, Inc. Mon Mar Z7 11:07:32 2017 Page 1 ID:O H5hSeu8bmZXgX5DHIM7gzebAq-ELscKc3nyiS6pfzl3Mpi7HAk9w2k7TKtuwlFlfzWlYv 7.8-2 154-5 ' 7-8-2 7-8-2 4x4 = Scale: 3l8"=1' ' C 3x4 i - H I G J F 3x4 2x4 I I 2x4 11 2x4 11 y , 15-4-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11, Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC . 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015/TPI20114 Matrix -SH Weight: 56 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 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 15-4-5. (lb) - Max Hori A=125(1_C 4) Max Uplift All uplift 100 Ib or less at joint(s) A except F=154(LC 9), H=-154(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E except G=289(LC 15), F=372(LC 16), H=372(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS D -F=273/189, B -H=273/189 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vas&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) 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) A except O=Ib) F=154, H=154. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS/ONV 0 N 10 ycc F2c/ v C 76428w m ® WARNING - Verity design parameters and READ NOTES ON THIS 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 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 andlor 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component ` Salary Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -�C z;10 0 * EXP. 12131/2018 <9 OF CAU March 28,2017 my Mire ' 7777 Greenback Lane Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type ; pry Ply � Lumber DOL A 1 Rep Stress Incr YES FCockrellr2461R50094606 1701-012 V15Valley 1ence Matrix -SH BOT CHORD 2X4 DF No. 1&Btr G grip DOL=1.33 OTHERS 2X4 DF Stud/Std G 3) Gable requires continuous bottom chord bearing. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. (optional) Systems Plus Lumber Co, Anderson, CA e ' - 1 TCLL 20.0 c3 1.15 � Lumber DOL A 1 Rep Stress Incr o. I iv s mar [s cut I ml I ex Inoustnes, Inc. Mon Mar ZI 11:U7:33 ZU17 Page 1 - ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-iX0 Yy4Pj?azRpYDc3KxfUjvlKP6sxg07Z1oH5zwYu 5-8-2 114-5 5-8-2 5-8-2 • , 4x4 = Scale = 1:24.4 C 3x4') H G F 3x4 2x4- II 2x4 II .2x4-'11 \ 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/TP12014 LUMBER - E n/a n/a TOP CHORD 2X4 DF No. 1&Blf G Matrix -SH BOT CHORD 2X4 DF No. 1&Btr G grip DOL=1.33 OTHERS 2X4 DF Stud/Std G 3) Gable requires continuous bottom chord bearing. CSI. DEFL. in floc) I/deft Lid PLATES GRIP TC 0.09 Vert(LL) . n/a n/a 999 MT20 220/195 BC 0.06 Vert(CT) n/a n/a 999 WB .0.06 Horz(CT) 0.00 E n/a n/a Matrix -SH grip DOL=1.33 Weight: 42 Ib FT = 20% 3) Gable requires continuous bottom chord bearing. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. will fit between the bottom chord and any other members. BOT CHORD Rigid ceiling directly applied or 1D -D-0 oc bracing. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 Ib uplift at joinl(s) A, E, G except recommends that Stabilizers and required cross bracing (jt=1b) F=125, H=126. [MiTek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. All bearings 11-4-5. (lb) - Max Hoa A=-90(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) A, E, G except F=125(LC 9), H-126(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E. G except F=318(LC 16), H=318(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .. NOTES- (8) 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; 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) 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 o1 withstanding 100 Ib uplift at joinl(s) A, E, G except (jt=1b) F=125, H=126. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus lumber Co. �pF ESS/0/yq r ONIO Y J C 76428 z O o 30 * ay EXP. 1 31/2018 H CIVIL OFCA March 28,2017 ® WARNING - Yedly 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 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 MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI'1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 ' Cbrus Hai Ms CA 95610 Job Truss Truss Type n Ply Cockrell 2461 R50094607 1701-012 V16 Valley [11ty 1 Job Reference (optional) �r�•= �� �_ rur�= �� �, v., ts.1lu s near z3 zo17 MiTek Industries, Inc. Mon Mar 27 11:07:33 2017 Page 1 i r ID:O H5hSeu8bmZXgX5DHIM7gzebAq4XQ_Yy4Pj?azRpYDc3KxfUjvpKP?sxCO7Z1oH5zWIYu ` - - 3-8-2 7.4-5 . 3-8-2 3-8-2 4x4 = Scale = 1:17.1 B 8.00 12 C - A Li • 3x4 O 2x4 II - 3x4 7.4-5 7.4-5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00. C n/a n/a BCDL ' 10.0 Code IBC2015rrPI2014 Matrix -P Weight: 23 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 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G M i uide.ek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation REACTIONS. (Ib/size) • A=141/7-4-5, C=141/7-4-5, D=230/7-4-5 Max Horz A=-56(LC 4) Max Uplift A=-35(LC 8), C=42(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=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. Q�pFESS10/V Z��o P�(ON10 6L C 76428 �z • * EXP. 12/31/2018 CIVIL FOF CAL March 28,2017 ® WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MI T'EK 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 buildingcomponent. not •' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall WOW q e 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 '1/'iT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIt 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. Suile 109 Citrus Heights, CA 95610 I Job Truss Truss Type Qty PlyCockrell 2461 1701-012 V17 Valley 1 1 R50094608 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Job Reference (optional) may. .^.. �_ , �� - ts.11U s mar Z3 Zu17 Mi7ek Industries, Inc. Mon Mar 27 11:07:34 2017 Page 1 r ID:O H5hSeu8bmZXgX5DHIM7gzebAq-Ak_MIH51UJig2z7QAmrACiG5AklabOx9MDnLpXzwlYt 4 1-8-2 3-4-5 t 1-8-2 1-8-2 3x4 = Scale = 1:8.3 B , - - .3x4 G' "rr . 3x4 'Z 34-5 3-4-5 Plate Offsets (X.Y)— (B:0-2-O.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 0.01 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. f MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) A=96/34-5, C=96/3-4-5 Max Horz A=-21 (LC 4) , ' Max Uplift A=-13(LC 8), C=13(LC 9) ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=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) 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. �pFESS10/V �F7, } f 10N10 ' �c<Oe 2 m J C 76428 � m * ��y EX 31/2018 ti ' r tSp9 CIVIL TF ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010311015 BEFORE USE. Design valid for use only with MTeke 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 , ANSVTPI11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. OFCAUF March 28,2017 MiTek• 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty PlyCockrell 2461 1701-012 V18 Valley 1 1 850094609 REACTIONS. All bearings 20-0-5. r (lb) - Max Horz A=-166(LC 4) Job Reference (optional) 1 u.11u s Mar zs zu1 t Mt I eK Industries, Inc. Mon Mar 27 11:07:34 2017 Page 1 10-0 7D:O_H5hSeu8bmZXgX5DHIM79zebAq-Ak_MIH51UJig2z7QAmrACiG4Ykk4bNL9MDnLpXzwYt -2 20-0-5 10-0-2 10-0-2 4x4 = D 3x4 L M K J I. N H 3x4 5x6 = Scale = 1:42.1 LOADING (pst); 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 0.12 BC 0.07 WB 0.10 Matrix -SH DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 G n/a n/a PLATES GRIP MT20 220/195 Weight: 85 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 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 uide. REACTIONS. All bearings 20-0-5. r (lb) - Max Horz A=-166(LC 4) Max Uplift All uplift 100 Ib or less at joints) A except H=-153(LC 9), 1=-111(LC 9), L=153(1_C 8), K=1114(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, J except H=382(LC 16), 1=368(LC 16), L=380(LC 15), K=370(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All fomes 250 (lb) or less except when shown. WEBS F -H=274/192, B -L=-274/192 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except 0=1b) H=153, 1=111, L=153, K=114. �OFESS10Nq 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. COQ a�ONIO J C 76428 z '� v dr�y EX/31/2018 * rsX CIVIL 9rFOF CAU1 March 28,2017 ® WARNING - Verlly, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-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 't 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 to 9 p 4 p e k• and prevent collapse with possible personal injury and property damage. For general guidance regarding the l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quality Crtterla, DSB-89 and SCSI 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 Truss Type . Oty PlyCockrell 2461 PLATES GRIP , TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 R50094610 1701-012 V19 Valley 1 1 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina Job Reference (optional) aysrem5 r1u5 LUMUer t,o, rvtuerson, %,A t1.11u s Mar z3 2ul f MI IeK Industne5, Inc. Mon Mar 27 11:07:35 2017 Pagel ID:O— H5hSeuBbmZXgX5DHIM7gzebAq-ewYkyd6gFdghg7ickUMPkvoFE73FKgzJatWvM zWIYs r I ' 8-0-2 16-0-5 — 8-0-2 8-0-2 4x4 = Scale = 1:33.9 + C 3x4 !i H I G J F 3x4 Q 2x4 11 2x4 11 2x4 11 16-0- 16-0-5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP , TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a , 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -SH Weight: 58 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 16-0-5. (lb) - Max Horz A=-131(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) A except F=161(LC 9), H=-162(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E except G=330(LC 15), F=389(LC 16), H=390(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS D -F=287/200, B -H=-287/200 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.0psf; 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) 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 = IO.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 joints) A except 0=1b) F=161, H=162. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verity doslgn parametersand READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.7473 — 10/03/2015 BEFORE USE. Design valid for use only with MiTeM 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 ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • y Q�OFESS/0/y,� ON IO 76428 z 0 EXP. 12/3112018 * - - A CIVIL FOFCAL � March 28,2017 MiT®k' 7777 Greenback Lane Job Truss Truss Type Qty Ply Cockrell 2461 PLATES GRIP TCLL 20.0 ' 1.15 TC 0.08 850094611 1701-012 V20 Valley 1 1 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference (optional) aybrams nus urmuer w, r uerson, tM t5.1111 s Mar 23 2017 MiTek Industries, Inc. Mon Mar 27 11:07:36 2017 Pagel ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-6656Az610wyYIGHol BteH7LQZXQn3IYSpXGSuQzVIAYr 6-0-2 12-0-5 6-0-2 6-0-2 4x4. _ • C r _ 3x4 5, H G F 3x4 Q 2x4 11 2x4 11 2x4 11 Scale = 1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Cade IBC2015/TPI2014 Matrix -SH Weight: 45 Ib FT = 20% LUMBER- 1 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 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 12-0-5. (lb) - Max Hoa A=96(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, E except F=127(1 -C 9), H=-128(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E, G except F=318(LC 16), H=318(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=l l5mph (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 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, E except (jt=lb) F=127, H=128. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QROF ESS/O4-1!e ONIO y�,P •Lc2 C 76428 z 70 o *4ryE-12/31/2018.00ti OF CAVI March 28,2017 HT 31' MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type �` Qry Ply Cockrell 2461 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R50094612 1701-012 V21 Valley , + 1 , 1 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) aystenu nus Lmnuer t,o, r nuersun, UA 6.110 S Mar z3 ZUl 1 MI I eK maustne5, Inc. Mon Mer 27 11:07:36 2017 Pagel • ID:O_H5hSeu8bmZXgX5DHIM7gzebAq-6656Az610wyYIGHolBteH7LPcXPT3luSpXGSuQzwYr I 4-0-2 B-0-5 4-0-2 4-0-2 • 4x4 = Scale = 1:18.4 B D 3x4 51 2x4 II 3x4 Q LOADING (psf) SPACING- 2-0-0 CSI. • DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a BCDL 10.0- Code IBC2015rrP12014 Matrix -P Weight: 25 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 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2X4 OF Stud/Std G MTek recommends that Stabilizers and required cross bracing be induring truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) A=15518 -0 -5,C=155/8 -0-5.D=254/8-0-5 Max Horz A=61 (LC 4) V Max Uplift A=-39(LC 8), C=47(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=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 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. t ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 IANSVTPI1 Quality Crtterla, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. I? Of ESS/0&4e O N I0 F?, v C 76428 z o * EXP. 1 /31/2018 ^7 CIVIL OFC March 28,2017 Iva I' MiTek' 7777 Greenback Lane Suite 109 Citrus Hel Ms CA 95610 Job Truss Truss Type Qty DEFL. in 2461 PLATES GRIP TCLL 20.0 Plate Grip DOL " 1.15 �PlyCockrell R50094613 1701-012 V22 Valley 1 1 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference (optional) aybrerrb nub Lurnuer w, AflUWWTI, t.A ts'II u s Mar z3 ZU17 Mitek Industries, Inc. Mon Mar 27 11:07:37 2017 Pagel I D:O_H5hSeu8bmZXgX5DHIM7gzebAq-aJfVNJ7wnE4PvQRrvOtgKucF)dmlhc2B?OQszWIYq 2-02 4-05 2-02 2-02 3x4 Scale = 1:9.4 B 3x4 i 3x4 LOADING (psf) SPACING- 2-M CSL DEFL. in floc) I/deft Ud 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 0.07 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: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF N6.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-5 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) A=12314 -0-5,C=123/4-0-5 Max Horz A=27(LC 5) Max Uplift A=16(LC 8), C=16(LC 9) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 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. 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) 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 rd 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 voi& unless truss is fabricated by Systems Plus Lumber Co. RpFESS1pN q�e �ONIO J v C 76428 z � o 12/31/2018 T�TFOF CALF March 28,2017 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW A��®1. Il Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �N� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt 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 Ms CA 95610 Symbols Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x, 1 /4 offsets are indicated. y 64-8 dimensions shown in fl -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, is always required. See BCSI. �� 0'16 c+-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves T O WEBS o� 4 � 2�y' q p O O U wide spacing, may require bracing, or alternative Tor I bracing should be considered. U °� = 3. Never exceed the design loading shown and never Q_ U stack materials on inadequately braced trusses. CL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-6 c6-7 cep designer,p property supervisor,owner and + plates 0- �,c' from outside BOTTOM CHORDS all other nte sited 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 ANSI/TPI 1. connectorlates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. _ ' Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. • 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 4 x 4 width measured perpendicular 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, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. !_umber 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 14Bottom chords require lateral bracing at 10 fl. 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 atter 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. 0 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: Bel0 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 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: 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 v j