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HomeMy WebLinkAboutB17-1391 063-040-022Butte 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 RORERTYSOWNER`iNF.;ORMA=.Ti.1:ON`''. Name Last Name - jLGEv- First Name 9AAC Mailing Address 3b , iLA C6S WUAT-N AC City lav State Zi C,A �S'�zG Phone 3o-3Z 1 -8352 -5- Fax Email Cell 4\ W3A IDEQ1 dd9n&L C,- n.. mo.`s .'�.t; CORTRACTORz�a Name Mailing Address City State Zip Phone Fax Email Cell License No. Class ?��Y��°�g�n�p`�ARCHITEC,�TIENG(NEER�,.� , Name Al Ml -1 ��T4t c.c e A L Mailin Address �3 1210 C1^0v Al,( # ZG Ciry �1 � State Zip Zin n GG Phone Fax Cell Email Cell CA State License No. A4A Y� �c AP,,PLIC'A(JaT Last Name A4 ''X First Name Mailing Address ... Print Name: ' mu, /Yhu,E IL Ciry State Zip Phone- Fax - Email - Cell ._`r�"APPLIC'AN�T�SI,GNATURE'AND�D�i4TE_, , ,��' Carrier Date Print Name: ' mu, /Yhu,E IL - i PERMIT NI: I FORM NO j DBP -1 f p BIN NO: ;l lig I APN &3 Property Address City Location must not be in the city limits of. Chico, Gridley, Oroville or Paradise, http://gismaps.buttecounty.neUFlexviewer/bcdatasearchriindex.htmI "'' DES1C'RIPTIONORSCOPEOFWORK�g Policy Number I 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 x, �LENDING%AGEWCY�sr� Name Mailing Address i City State i Zip "'' DES1C'RIPTIONORSCOPEOFWORK�g D Mobile Home permits (other than installation, foundation, utilities & non-attached 'U structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: htto://www.hod.calgov/codes/mhp/HCD Phone: (9161255-2501 Iss th a Manu act d/Mobile Home (circle one) Yes / No ,VAL ITATIONjEnieivalue otlabor� c ud/rig non ¢onirecfed 41 plus materials charge) 5 are FeOUDetaiLIMM1.. 1 IRWO Living Area: Garage: c Open Area: Covered Area: TOTAL SQ: f _1 1-: Structure Built without permits ri Proposed Change of Occupancy/Use - Note previous/current use below: ' t R�OFFICEUSEONtI 'Zoning: Flood.Zone: 'SRA: I YES JIMNO ❑ NPDES YES U N Code Ent: YES 13NO Legal Lot: YES NO ❑ ,Occupancy 0 Type Construction M66 - Perm' ch: Date: ,[ - T7 'When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. s Revised 7.20.2015 Pape 101.1 - - Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530) 538-7601 Fax (530) 538-7785 orvuur.rm uwrcr mm.buttecouniv.net/dds OWNER'S DECLARATION OF USE FOR A LIMITED AGRICULTURAL BUILDING FORM NO DBP -62 I/we the undersigned hereby apply for a 'Limited Agricultural Building' defined in the 2013 California Building Code, Chapter 2, Section 202 as an agricultural building as follows and which is used as listed in items 1 through 8 below: "A structure designed and constructed to house farm implements, hqy, grain, poultry, livestock or other horticultural products This structure shall not be a place of huntan habitation or a place of employment where agricultural products are processed, treated or packaged, nor shall it be a place used by the public. " I. Livestock shelters or buildings, including shade structures and milking barns. 2. Poultry buildings or shelters. 3. Barns. (A detached farm building used for the storage of harvested crops, farm products, feed, machines, or farm equipment anti/or agriculture vehicles.) 4. Storage of equipment and machinery used exclusively in agriculture. 5. Horticultural structures, including detached production greenhouses and crop protection shelters. 6. Sheds. (A detached single story building with one or more sides enclosed, used for shelter or storage.) 7. Grain silos. 8. Stables. DESCRIPTION OF BUILDING Floor Area: Loft/Attic Area: �% g Height: 11 Proposed Building will be used for: c`y2�tPvta G° -n -T 70%t- C— 1=4 0- 2ct JA &-V Describe the current Agricultural Use on the property: -tZLC-C- f -t— ' Property Owner's Signature: Date: oil �► Revised 12.19.201,6 Page t of 1 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 %vw%v.buttecountv.net/dds FORM NO DBP -06 PLAN CHAN RECHECK, O RETURN Owner's Name: 19/LtEf- 1� Contact Person Name: Contact email: M ARC9A,khE(�IIS 0. &D (.. Co M Contact Phone Number: 'S_3U-2)ZI -5'3S_2__ Date Submitted: ?-31-/-7 PermitNumber:31 13R Assessor's Parcel Number: 0&3--0VQ— O"ZZ ❑ COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) LIST OF ITEMS SUBMITTED 2. CoMnacu� 3.�LvvR 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: 13 Minimum $127.00 paid 13 Additional Fee Amount Due: Revised 7.20.2015 B17-1391 FILE/ RC2 063-040-022 Page 1 of 1 ! JULY 31, 2017. LTD AG Please check any that apply: `Response to Plan Check Letter? BUTTE ❑ Response to Building Inspection Correction Notice? COUNTY ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? JUL 3 12017 ❑ Other: DEVELOPMENT SERVICES LIST OF ITEMS SUBMITTED 2. CoMnacu� 3.�LvvR 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: 13 Minimum $127.00 paid 13 Additional Fee Amount Due: Revised 7.20.2015 B17-1391 FILE/ RC2 063-040-022 Page 1 of 1 ! JULY 31, 2017. LTD AG July 26, 2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive I T: 530.538.76011 buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 B1.7-1301 FILE/ RC2 MARC MILLER 063-040-021 3')1411'1)'-1 302 W FRANCES WILLARD AVE JU LY 31, 2017 CHICO, CA 95926 LT'D AG Assessor Parcel Number: 063-040-022 Building Permit Number: B17-1391 Plan Check #1 Description: LTD AG (1800) W/ ELECT, PLUMB, OFFICE (578) COV'D AREA (300) Occupancy Classification: Construction Type: Stories: Fire Sprinklers: Building Total Area: Covered Area: U VB 2 Yes @ 578 sf / U @ 1800 sf 300 sf 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: - Specify what the occupancy group for the second floor is. Per the Butte County Building Matrix and CBC Table 504.4, a U occupancy building is limited to one story. (More comments may come depending on response) hlO � T n�IT 1 S wr�cA�+n t i o�.t Specify if a propane tank will be installed. If so, show location on site plan along with setbacks. O S µEE-( 7 ARCHITECTURAL COMMENTS: Amend the plans to indicate that the floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface and such wall surfaces shall extend to a height of not less than 6 feet above the floor. C.R.C. Section R307.2.0 S KP- T - Amend the plans to show that escape and rescue opening for the second floor has the opening not greater than 44" from the floor per C.R.C. Section R310.® BEET Z Specify the windows in the second floor have the opening a minimum of 24" above finish floor, or they shall comply with window fall protection per CRC Section R312.2. O -ARE -T .2— Amend the plans to indicate the following for stairways. C.R.C. Section R311.7. d t --L-- C-�;Ic>ou FNaYL O U1?-_ Go 1-� V--' M -S 1--'T► a ►`l Minimum 36 inches in clear width. C.R.C. Section R311.7.1. s 54 Minimum headroom in all parts of the stairway shall not be less than 6 feet 8 inches. D. The flight of stairs shall not have a vertical rise larger than 147 inches between floor levels or landings. C.R.C. Section R311.7.3. E. Stair riser height shall be not more than 7.75 inches. C.R.C. Section R311.7.5.1. 1. Stair tread depth shall not be less than 10 inches minimum. C.R.C. Section R311.7.5.2. G. Handrails shall be provided on at least one side of each continuous run of treads or flight with four or more risers. C.R.C. Section R311.7.8 G 154re-s-T )L- Amend the plans to indicate the following for the handrail: O Handrail shall be not less than 34 inches not more than 38 inches above the stair tread nosing. C.R.C. Section R311.7.8.1. The clear space between a handrail and a wall or other surface shall be a minimum of 1.5 inches. C.R.C. Section R311.7.8.2. Handrails shall be continuous. C.R.C. Section 311.7.8.2 Amend the plans to show the following for the Guards. C.R.C. Section R312.1. "/A A. Guards shall be located along open -sided walking surfaces, including stairs, ramps and landings, that are located more than 30 inches measured vertically to the floor or grade below at any point within 36 inches horizontally to the edge of the open side. C.R.C. Section R312.1.1 B. Guards at open -sided walking surfaces, including stairs, porches, balconies or landings, shall be not less than 42 inches in height as measured vertically above the adjacent walking surfaces or line connecting the leading edges of the treads. Guards whose top rail also serves as a handrail shall have a height not less than 34 inches nor more than 38 inches, measured vertically above the leading edge of the tread, adjacent walking surface. C.R.C. Section R312.1.2. C. Required guards shall have not have openings from the walking surface to the required guard height which allow passage of a sphere 4 inches in diameter. C.R.C. Section R312.1.3. D. Open guards on the sides of stair treads shall not allow a sphere 4.375 inches to pass thru. C.R.C. Section R312.1.3. E. The triangular openings formed by the riser, tread and bottom rail at the open side of a stairway shall be of a maximum size such that a sphere 6 inches in diameter cannot pass thru. C.R.C. Section R312.1.3. ELECTRICAL COMMENTS On Sheet 6 update the code reference to the 2013 CEC to be the 2016 CEC.�§) -T �O MECHANICAL COMMENTS - X If second floor is to be a habitable, R occupancy room, it shall be heated. Show location of heating appliance. W / b ENERGY COMMENTS Provide energy compliance forms if building is to be heated. fly/,% CALGREEN COMMENTS Please provide a bathroom fan complying with the requirements of 2016 CGBC Section 4.506. Please ad this note to 'Ahe plans. The bathroom exhaust fan shall be controlled with humidistat control capable of adjustment between a relative humidity range of 50% to 80%. � SW_-F_T Co Please provide a Construction Waste Management form. CalGreen Section 4.408. ';' Ovi t zl< 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 hqp://www.buttecounty.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 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: e9&3 - OVO - O9'a Building Permit # Owner Name: M'12c M 1(-L-GrL- Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address 43) XZ1Qc &_ 3b2 FIZA,,1cEf 4V' 45 Owner Phone: ! ) 32.1 - $3 SZ- c'I-4 ca�Ul �S"r2Cv Jobsite Address: 0 ('L . D Project Sq. Ft.: Project Type:�AConstruction I I Demolition Jobsite Contact: & Ae(- M1LC_&X.. Company: 06Jk&iL- Jobsite Phone: (530) 321 - '%352- Brief b35Z Brief description of project: " . SU (e_ � (N By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner / Contractor) Signature: �r� Date: (Circle) (2) MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) �( Qt.am&N., Lumber w Ne7L- Plant/Tree Debris 0" -'4V6 -r_ Dry Wall X WfiS�� �1A�-l!} 6t►tErt Metal (,� 77E' i'n') ^' 4 CO -T Cardboard ,. Other: Other: Recovery Plan approved: Date:���i`�� (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. B17-1391 - - FILE/ RC) 063-(14O-O?2 JULY 31, 2017 LTD AG uu ova .k11 ,.:.. ;Butte County;;. M16 JOB: Miller Marc LOCATION: Forest Ranch, C M i Te k® TRUSS ENGINEERING POWER TO PERFORM. - MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax:(916)676-1909 B 17-139.1 A-R/P(l 063-040-02? JULY 10, 2017 LTD .AG W/OFFICE i ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT S LAI This Image was created with FJ® TIMBER PERMIT # l aL 1 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO® LjLJPLIANCE DATE BY ' ® �x, ?1� PRODUCTS INSPECTION 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone: (360)449-3840 Fax:(360)449-3953 MiTek® MiTek USA, Inc. 7777 Greenback,Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900. Re: Miller Marc Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R50804420 thru R50804432 My license renewal date for the state of California is December 31, 2018. Q�pFESSI =C -o oriro 2 C C76428 z vi * EXP. 12 33112018 ti &A CIVIL 100, June 12,2017 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. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in 114n -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL 0 /16 2. Truss bracing must be designed by an engineer. For themselves 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces may require bracing, or alternative T, I, or Eliminator T ci-2 cm .- bracing should be considered. WEBS �a, 4 3. Never exceed the design loading shown and never o stock materials on inadequately braced trusses. O O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U �b designer, erection supervisor, property owner and plates 0 -'Ag' from Outside n. U all other interested parties. edge Of fn1Ss. 0 5. Cut members to bear tightly against each other. Cz� CA -7 csa BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSON I. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS . indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, i or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load verticalty unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Bel project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MITe® k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, PC7WER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 i Job Truss Truss Type Qty Ply TCLL 37.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.22 15 >999 360 MT20 220/195 (Roof Snow --37.0) R50804420 lJob MILLER_MARC AIG COMMON 2 Rep Stress Incr NO WB 0.36 Horz(TL) 0.21 10 n/a n/a Rrni inn Code IBC2012/TPI2007 (Matrix) Reference (optional Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Inaustnee, Inc. sun Jun 11 07:15:3412017 Page 1 ID:OdKDwH?_ON31WGnOTEwg?UzKTdP-eMuDIIUZFB?B6FGQdQgiL6RjjlynKC RPp3BP3yz7Oyt 1:4-01 57-7 10-94 1511-2 260-0 24-0-14 232-12 34-4-9 40.0-0 41-4-0, 14�-0-0 57-7 51-14 51-14 4-0.14 40-14 51-14 51-14 57-7 1-4-0 6x8 = 4x4 = 6X8 = Scale = 1:72.5 OX9 — 17 10 10 19 IJ IC O�[O 2x4 II 8X8 = 4x8 = 4X8 = 8x8 = 2x4 II I 57-7 10.34 1 1511-2 i 24-0-,4 I 23212 34-4.9 400-0 LOADING (psf) SPACING 4-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.22 15 >999 360 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.44 14-15 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.21 10 n/a n/a Rrni inn Code IBC2012/TPI2007 (Matrix) Weight: 911 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF No.2 BOT CHORD REACTIONS (Ib/size) 2=9001/0-5-8 (min. 0-3-12), 10=9002/0-5-8 (min. 0-3-12) Max Horz 2=412(LC 9) - Max Uplif12=1071(LC 10), 10=-1071(LC 10) Max Grav 2=10550(LC 27), 10=10550(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18188/1669, 3-4=15509/1537, 4-5=11897/1309, 5-6=9532/1196, 6-7=9532/1196, 7-8=-11897/1309,8-9=1550911537, 9.10=18188/1669 BOT CHORD 2-17=1248/15116, 16-17=1248/15114, 15-16=952/12618, 14-15=-596/9424, 13-14=952/12618,12-13=1248/15114,10-12=1248/15116 WEBS 317=0/399, 3-16=-2982/354,4-16=120/1843, 4-15=-4909/587, 5-15=-369/3821, 6-15=-662/809, 6-14=-662/809,7-14=-369/3821, 8-14=4909/587,8-13=120/1843, 9-13=2982/354,9-12=0/399 2-0-0 oc puffins (6-0-0 max.) (Switched from sheeted: Spacing > 3-6-0). Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top Chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 2-0-0 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) except Qt=1b) 2=1071,10=1071. 12) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Q'pFESSlOiy� =��O P�SON10 y Fyc r° C 76428 Cr Q EXP 17/31/2018 ^,� '�OFCAUt June 12,2017 LQpD CASES) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrekb 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and 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 Hel hts CA 96610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 6 4-8 dimensions shown in ft4rt-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 1 n 0' /16 2. Truss bracing must be designed by an engineer. For I f 1 2 3 TOP CHORDS ci 2 - cza wide truss spacing, Individual lateral braces themselves may require bracing, or allemative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p, stack materials on inadequately braced trusses. O �'� 3 �y� O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and plates 0-'A6' from Outside a u U all other interested parties. edge Of in155. 0 a- 5. Cut members to bear tightly against each other. cry C6-7 c5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 software Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. ' 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable tffjenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards' ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek- ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 170 PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 J Job Truss Truss Type Qty Ply R50804420 MILLER MARC AIG COMMON 2 q JlJob Reference (optional) tnaeavof Homes, Vrovllle, UA tmvbb ".8 s d ca'u r J mi i es mausmes, mc. a rug- - I D:Od KDwH?_0 N31 WGnQTEwg?UzKTdP-eMu D I IUZFB?66FGQdQq iL6Rjj Iyn KC R Pp3B P3yz7Oyt LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-188, 19-20=588(F=-400), 5-20=188, 5-7=188, 7-23=-188, 2324=588(1`=400), 11-24=188, 2-10=40 i ®WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use ony wlth 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 vedy 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 Mf 10k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteentns. (Drawings not to stole) Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 1 �' /16„ 2. Truss bracing must be designed by an engineer. For T 1 2 3 TOP CHORDS ci.z csa wide truss spacing, individual lateral braces themselves may require bracing, or ofiemative T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design boding shown and never o Czo stack materials on inadequately braced trusses. O �•> ;; ;XZ 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and laces 0 nG p ' from outside a �'� U a0 other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. cs' BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® 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 �ttt1� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFGRM.” ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply 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. 57-7 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 850804421 MILLER MARC A2GA COMMON 1 n 13:0 -4-0.0-4-81.[9:0-4-0,0-4-81.113:0-4-0,0-4-81.117:0-4-0.0-4-81 plate grip 4) TCLL: ASCE 7-10; Pf=37.0 Category II; Exp =�� 5 psf (flat roof snow); C; Fully Exp.; C1=1.1 2 U LLb Reference (optional Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Mon Jun 12 11:35:06 2017 Page 1 ID:OdKDwH?_ON31WGnOTEwg7UzKTdP-K722RaOtnsOBHJ38KoZH9C97ZU7yYvnNXxAysCz704Z rt -4-0 57-7 10-9-0 15-11-2 200-0 2414 29-2-12 34-4-9 40-0-0 '1-0-0I 57-7 51-14 51-14 4-0-14 4 14 5-1-14 11124 5-7-7 1 Scale = 1:70.8 6x6 = 4x4 = 6x6 = 1b 1/ 1b 4xb — Zx4 11 vxo — 2x4 II 8x8 = 4x8 = 15 24 14 13 12 8x8 = 1I� LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x6 DF No.2 G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except (jt=length) 14=16-D-0, 13=16-0-0, 12=164l-0. (lb) - Max Harz 2=309(LC 8) Max Uplift All uplift 100 Ib or less at Joint(s) 113,112 except 2=291(1-C 10), 14=380(1-C 10), 10=148(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=2682(LC 27), 14=3920(LC 27), 13=888(LC 31), 12=1026(LC 27), 10=747(LC 27), 15=407(LC 35) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=3864/277, 3-19=3585/309, 3-4=2563/307, 4-5=1154/287, 520=786/298, 6-20=785/298,6-2i=0/914,7-21=0/913.7-8=0/1333. 8-9=210/813, 9-22=56/383, 10-22=332/175 BOT CHORD 2-18=125/3049, 17-18=125/3047, 16-17=-50/1949, 16-23=137/389, 1523=137/389, 15-24=137/389,14-24=137/389,13-14=-469/216 WEBS 3-18=0/324, 3-17=1312/162, 4-17=26/914, 4-16=1943/237, 516=378/36, 6-16=141/2043, 6-14=2237/247, 7-14=1333/108, 8-14=713/148, 8-13=617/122, 9-13=507/138, 9-12=-794/103 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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. 57-7 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 7 4515 5-1-14 (3 -second gust) TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 51-14 57-7 Plate Offsets (X.Y): 13:0 -4-0.0-4-81.[9:0-4-0,0-4-81.113:0-4-0,0-4-81.117:0-4-0.0-4-81 plate grip 4) TCLL: ASCE 7-10; Pf=37.0 Category II; Exp =�� 5 psf (flat roof snow); C; Fully Exp.; C1=1.1 2 U 5) Unbalanced snow loads have been considered for this design. —' U C 7642$ W LOADING (psf) Of O SPACING 3-0-0 7) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/defl Lid q L PLATES GRIP TCLL 37.0 10) A plate rating reduction of 20% has been applied for the green lumber members. Increase 1.15 June 12,2017 TC 0.31 Ver[(LL) -0.05 17 >999 360 Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not MT20 220/195 (Roof Snow--37.0)Plates building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.08 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 607 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x6 DF No.2 G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except (jt=length) 14=16-D-0, 13=16-0-0, 12=164l-0. (lb) - Max Harz 2=309(LC 8) Max Uplift All uplift 100 Ib or less at Joint(s) 113,112 except 2=291(1-C 10), 14=380(1-C 10), 10=148(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=2682(LC 27), 14=3920(LC 27), 13=888(LC 31), 12=1026(LC 27), 10=747(LC 27), 15=407(LC 35) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=3864/277, 3-19=3585/309, 3-4=2563/307, 4-5=1154/287, 520=786/298, 6-20=785/298,6-2i=0/914,7-21=0/913.7-8=0/1333. 8-9=210/813, 9-22=56/383, 10-22=332/175 BOT CHORD 2-18=125/3049, 17-18=125/3047, 16-17=-50/1949, 16-23=137/389, 1523=137/389, 15-24=137/389,14-24=137/389,13-14=-469/216 WEBS 3-18=0/324, 3-17=1312/162, 4-17=26/914, 4-16=1943/237, 516=378/36, 6-16=141/2043, 6-14=2237/247, 7-14=1333/108, 8-14=713/148, 8-13=617/122, 9-13=507/138, 9-12=-794/103 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph Vasd=87mph; �FESSIO (3 -second gust) TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Q� W(� -vONIO II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33O DOL=1.33 Q� yFG' plate grip 4) TCLL: ASCE 7-10; Pf=37.0 Category II; Exp =�� 5 psf (flat roof snow); C; Fully Exp.; C1=1.1 2 U 5) Unbalanced snow loads have been considered for this design. —' U C 7642$ W 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs Of O non -concurrent with other live loads. d EXP. 1 1[2016 ti 7) Provide adequate drainage to prevent water ponding. * 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 tell by 2-0-0 wide q L will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �pFCAIJF 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) 13, 12 except June 12,2017 Qt=1b 2=291, 14=380, 10=148. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSt. 01/1 Q 2. Truss bracing must be designed by an engineer. For braces themselves 1 2 3 TOP CHORDS c1-2 csa wide truss spacing, individual lateral may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS c�c 4 3. Never exceed the design loading shown and never a stack materials on inadequately braced trusses. O �'� 3 �y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locote � a designer, erection supervisor, property owner and plates 0 -'Ag' from outside a- 4 v (=j all other interested parties. edge Of truss. 0 Cut members to bear tightly against each other. C7-8 C6-75. c5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details. available In MITek 20/20 SOtiWare Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purtins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed. unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rO PERFORK " ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 4 Job Truss Truss Type�Q1 ty Ply i 850804421 Lb MILLER—MARC A2GA COMMON Z Reference (optional ��onnvor r,om row. r nono�HJ3Mayr: ID:OdKDvrH?_ON31WGnQTEvvg7UzKTdP-K722RaOtnsOB8KDZH9C97ZU7yYmNXxAysCz704Z LOAD CASE(S) Standard ®WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE UX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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 + 1 MI Tek' 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-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Insthute, 2le N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. Idimensions shown in ft4ro-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For O �t/t Q 1 2 3 TOP CHORDS c1-2 cza wide tans spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design boding shown and never stock motedols on inadequately braced trusses. O •� 33 O VWXEBS 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and plates 0-'n6' from Outside n- �' u U all other interested parties. edge of truss. 0p 5. Cut members to bear tightly against each other. cr-e co-z cs� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is a non-structural consideration and is the perpendicular 4 x 4 Width measured er endicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but C 2006 MTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint FI number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable UNenvironmental, health or performance risks. Consult with Nei project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek- ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal. Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 14'08 Job Truss Truss Type Qty Ply 9 57-7 51-14 51-14 850804422 LbGReference MILLER -MARC A2G8 COMMON 1 n 113:04-0.0-4-81. 116:0-4-0,0-4-81 do Endeavor Homes, _ Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Jun 11 07:16:47 2017 Page 1 I D:Od KDwH 7_O N31 WGnOTEwg7 UZKTd P-t5xd BgbC8y7vhd S9fpVpDOJ JG NAvxF l kuzsOtwz7Oyk rt -4-0, 57-7 10.9-4 1511-2 20.0.0 24.0.14 232-12 34-49 40-0-0 Al -4-0, 1-4-0 57-7 51-14 51-14 4-0.14 4-"'f St -14 11-14 57-7 1-40 N �1 6x6 = 5 in 40 = A 6x6 = 7 in Scale = 1:72.8 4x5 - 17 15 1b - - 14 13 12 4xb - 2x4 11 8x8 = 4x8 = 4x8 = 8x8 = 2x4 11 LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS All bearings 10-5-8 except (jt=length) 2=0-5-8, 15=7-11-0. (lb) - Max Horz 2=309(1-C 8) Max Uplift All uplift 100 Ib or less at Joint(s) 12 except 2=215(1-C 10), 15=315(LC 10), 13=167(LC 10), 10=1144(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=1815(LC 27), 15=3870(LC 27), 13=1708(LC 27), 12=1302(LC 27), 10=836(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2243/168, 3-4=883/162, 45=0/1124, 5-6=0/734, 6-7=-440/230, 7-8=-675/253, 8-9=-4351356, 9-10=-487/124 BOT CHORD 2-117=53/1672,16-17=53/11670, 1516=53/506, 1415=337/330 WEBS 317=0/348, 3-16=1402/167, 4-16=31/869, 415=1890/241, 515=1219/95, 6-15=1336/132, 6-14=25/926, 7-14=-761/58, 8-14=0/538, 8-13=1413/158, 9-13=290/120, 9-12=-1055/128 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times Bat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 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 2-0-0 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) 12 except (jt=1b) 2=215,15=315,13=167.10=i44. Q�(FESS10AWZ ON t0 764 28 z Cr Q EXP 1 3112018 ^7 CIVIL 0 CAL June 12,2017 ®WARNING- Verfry design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 1111I1.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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 verifythe 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 ,y'(,' eek• 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 ANSVTPit Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 S- 0. S - 1 8 4 9 57-7 51-14 51-14 37$ 4$$ 51-14 0. 2 4-10.1 57-7 Plate Offsets MY): 13:0-40.0481. 19:0-4-0.0-4-81, 113:04-0.0-4-81. 116:0-4-0,0-4-81 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.03 1415 >999 360 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.22 Vert(TL) -0.05 1415 >999 240 TCDL 10.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 15 n/a n/a BCLL 0.0 Code IBC2012i7P12007 (Matrix) Weight: 607 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS All bearings 10-5-8 except (jt=length) 2=0-5-8, 15=7-11-0. (lb) - Max Horz 2=309(1-C 8) Max Uplift All uplift 100 Ib or less at Joint(s) 12 except 2=215(1-C 10), 15=315(LC 10), 13=167(LC 10), 10=1144(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=1815(LC 27), 15=3870(LC 27), 13=1708(LC 27), 12=1302(LC 27), 10=836(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2243/168, 3-4=883/162, 45=0/1124, 5-6=0/734, 6-7=-440/230, 7-8=-675/253, 8-9=-4351356, 9-10=-487/124 BOT CHORD 2-117=53/1672,16-17=53/11670, 1516=53/506, 1415=337/330 WEBS 317=0/348, 3-16=1402/167, 4-16=31/869, 415=1890/241, 515=1219/95, 6-15=1336/132, 6-14=25/926, 7-14=-761/58, 8-14=0/538, 8-13=1413/158, 9-13=290/120, 9-12=-1055/128 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times Bat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 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 2-0-0 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) 12 except (jt=1b) 2=215,15=315,13=167.10=i44. Q�(FESS10AWZ ON t0 764 28 z Cr Q EXP 1 3112018 ^7 CIVIL 0 CAL June 12,2017 ®WARNING- Verfry design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 1111I1.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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 verifythe 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 ,y'(,' eek• 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 ANSVTPit Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth, diagonal or x -bracing, is always required. See BCSI. n 2. Tens bracing must be designed by an engineer. For 01 ' /16 1 2 3 TOP CHORDS c1-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or off emotive T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design boding shown and never inadequately braced trusses. p, stack materials on ON;e3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U �e = designer, erection supervisor, property owner and plates 0 -'Ag' from outside a �' u U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. C7� C6.7 CI -16a0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPl 1. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T. I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTekS All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply 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 850804422 MILLER MARC A2G8 COMMON 1 n LLbReference VI Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 (optiona Endeavor Homes, vmwee, CA 95965 rage 2 ID:OdKDwH?_ON31 WGnQTEwg7UzKTdP-LHV?09cgvGGmJn1 LDV431DrUOnWBgiYt6dcxPNz7Oyj LOAD CASE(S) Standard r f , ®WARNING - Veft design pam efers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown; and Is for an Individual building component• not a truss system. Before use, the building designer must 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ky'g ITPiK• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI11 quality Criteria, DSB-89 and SCSI Building Component V 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 Symbols J Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft4r-sixteenths Damage or Personal Injury Dimensions ore in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. �' 1 n /16 2. Truss bracing must be designed by an engineer. For T i i 1 2 3 TOP CHORDS cr-s cza wide truss spacing, individual lateral braces themselves may require bracing, or ottemotive T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O Ii.4> ; �y� 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a� a designer, erection supervisor, property owner and plates 0-'Al' from outside a �' u U all other interested parties. edge of truss. CL 5. Cut members to bear tightly against each other. C7-8 C6-7 CS6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPi I. Plate location details available in MiTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to - to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable tiffl- environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.iTe and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. k® is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mil-7473 rev. 10.08 Job Truss Truss Type oty Ply 30.0.0 , 28-&4 ,11.1• 34-10.12 40-0.0 V. -1- 3410 0-2-12 Plate Offsets (X,Y): [3:0-4-0,0-4-8], [5:0-10-8,0 0], [6:0-11-8,0-5-0], [7:1-2-4,0-48], [8:0-7-8,0-2-0], [9:0-8-4,0-0-12], [11:0-4-0,0-4-8], R50804423 MILLER MARC A3G ATTIC 2 LOADING (psf) Job Reference (optional enaeavor nomes, um—e, Wit, aaaw any= . ID:2so6lDOTd_c00uxofl3E38zULuH-IgcmpreSotWUY5BkKx2Xgewhpb348cXAax52UFz70yh 15.11-2 27-1-12 240 S1-0 3410 311-6 2-10.15 4414 4414 o-1-15 2-7� -3-14 3410 S1-0 "i 240 0-1.15 2-10-15 i Scale = 1:93.8 10x10 = 10x16 MT18H = ? i [ 4x14 i 7 4x10 O 4x6 Q 7.00 12 302 II 6 31 32 26 4x10 // 4x14 i 25 27 5 N8 3x10 II 4x10 i 9 4x8 4 10 q 8x8 2 8x8 � d 3 23 28 d, 22 14-0.0 29 21 30 N 2 12 N �1 13� 5x8 = 20 19 18 17 16 15 14 5x8 3x6 II 5x5 = 1202 = 3x10 II 1000 = 3x6 II 5x5 = LUMBER BRACING TOP CHORD 2x6 DF No.1 &Btr *Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.) 6-7: 2x8 DF No.2 G (Switched from sheeted: Spacing > 3-6-0). BOT CHORD 200 OF No. 1&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 ^1 _ REACTIONS (Ib/size) 2=8264/0-58"(min. 0-2-15), 16=454 0i7 5-8 (min. 0-1-14), 12=6017/0-s-8 (min. 0-2-0) Max Horz 2 t22(LC 8) i �� [/ { Max Uplifl2=847(LC 10), 16=391(LC 10), 12=654(LC 10) Max Grav 2=11001(LC 36), 16=6917(LC 38), 12=7561(LC 36) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18987/1095, 3-4=17836/1115, 4-5=13898/800, 5-6=-8784/678, 7-8=-9586/724, 8 -9= -11384/779,9 -10=10262/724,10-11=11128/685,11-12=-12861/744,6-7=-9468/745 BOTCHORD 2-20=730/16345, 19-20=732/16352, 18-19=611/15389, 17-18=101/9631, 16-17=103/9567, 15-16=-241/9342, 14-15=-431/10866, 12-14=-429/10864 WEBS 5-18=194/7365, 8-17=0/5336, 3-20=608/191, 4-18=9937/872, 4-19=-296/2396, 3.19=1038/131, 10-16=2695/348, 11-14=160/255, 11-15=2135/239, 8-16=-2798/0, 9.16=3174/140 NOTES 1) 4 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-D-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. Pry to pry connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) The Fabrication Tolerance at joint 7 = 16% 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?'OFESSIOAt ONIp h��tic�cwl 5 C 76428 z v' EXP. 1213101 ti June 12,2017 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valld 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 verify the applicability of design parameters and properly Incorporate this design Into the overall t' ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire R 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 ANSIfTPH Quality Criteria, DSB-a9 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 Ms CA 95610 &10-1412-10-0 at4 3410 3.11 27-1-12 143E 30.0.0 , 28-&4 ,11.1• 34-10.12 40-0.0 V. -1- 3410 0-2-12 Plate Offsets (X,Y): [3:0-4-0,0-4-8], [5:0-10-8,0 0], [6:0-11-8,0-5-0], [7:1-2-4,0-48], [8:0-7-8,0-2-0], [9:0-8-4,0-0-12], [11:0-4-0,0-4-8], [16:0-5-0,D-7-12], [17:0.7-8,0-1-8], [18:0-3-8 0-8-41 LOADING (psf) SPACING 4-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.41 17-18 >862 360 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.73 17-18 >488 240 MT18H 220/195 TCDL 10.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.07 12 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Attic -0.21 17-18 822 360 Weight:.1578 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x6 DF No.1 &Btr *Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.) 6-7: 2x8 DF No.2 G (Switched from sheeted: Spacing > 3-6-0). BOT CHORD 200 OF No. 1&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 ^1 _ REACTIONS (Ib/size) 2=8264/0-58"(min. 0-2-15), 16=454 0i7 5-8 (min. 0-1-14), 12=6017/0-s-8 (min. 0-2-0) Max Horz 2 t22(LC 8) i �� [/ { Max Uplifl2=847(LC 10), 16=391(LC 10), 12=654(LC 10) Max Grav 2=11001(LC 36), 16=6917(LC 38), 12=7561(LC 36) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18987/1095, 3-4=17836/1115, 4-5=13898/800, 5-6=-8784/678, 7-8=-9586/724, 8 -9= -11384/779,9 -10=10262/724,10-11=11128/685,11-12=-12861/744,6-7=-9468/745 BOTCHORD 2-20=730/16345, 19-20=732/16352, 18-19=611/15389, 17-18=101/9631, 16-17=103/9567, 15-16=-241/9342, 14-15=-431/10866, 12-14=-429/10864 WEBS 5-18=194/7365, 8-17=0/5336, 3-20=608/191, 4-18=9937/872, 4-19=-296/2396, 3.19=1038/131, 10-16=2695/348, 11-14=160/255, 11-15=2135/239, 8-16=-2798/0, 9.16=3174/140 NOTES 1) 4 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-D-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. Pry to pry connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) The Fabrication Tolerance at joint 7 = 16% 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?'OFESSIOAt ONIp h��tic�cwl 5 C 76428 z v' EXP. 1213101 ti June 12,2017 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valld 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 verify the applicability of design parameters and properly Incorporate this design Into the overall t' ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire R 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 ANSIfTPH Quality Criteria, DSB-a9 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 Ms CA 95610 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale)' Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. O 1/T 6 Truss bracing must be designed by an engineer. For 2. �- T 1 2 3 TOP CHORDS cr-2 csa wide truss spacing, individual lateral braces themselves may require bracing, or allemative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. pe stack materials on O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a designer, erection supervisor, property owner and plates 0-'Al from outside a �'' u C=J all other interested parties. edge of truss. 0 p Cut members to bear tightly against each other. cry C6-7 CS-65. � BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricoble for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is anon-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purtins provided at output. Use T, i or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved' 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM.'" ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply a truss system. Before use, the building designer must verify the applicabllity 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 R50804423 lJob MILLER MARC A3G ATTIC 2 7777 Greenback Lane SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Reference (optional) tnoeavur nomes, urowue, GA noseo ma= I D:2sQ61 DoTd_c00uxof 13 E3&U Lu H-Igcmpre5Qt WUY5 BkKx2Xgewhpb34B"x'5'2yU Fz70yh NOTES 1 1) ' 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 2-0-0 wide will fit between the bottom chord and any other members. 12) Ceiling dead load (5.0 psf) on member(s). 5-6, 7-8, 6-7 13) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 t 14) A plate rating reduction of 20% has been applied for the green lumber members. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=847, 16=391, 12=654. 16) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Attic room checked for U360 deflection. t LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-18=-40,17-18=-60,12-17=-40,1-22=188, 5-22=588(F=400), 5-25=608(1`=-400), 6-25=-208, 7-27=-208, 8-27=-608(F=-400), 8-29=588(1`=-400), 13-29=188, 6-7=208 f i. ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with Mrek® 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 applicabllity 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 MTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekthts. CA 95610 Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-s'lxteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. 0T „ ' /16 2. Tans bracing must be designed by an engineer. For themselves 1 2 3 TOP CHORDS c1-2 cxa wide inns spacing, individual lateral braces may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS 4 �, 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O 3 �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate x d u U designer, erection supervisor, property owner and interested plates 0-'4 from outside �'' all other parties. edge Of truss. U 5. Cut members to bear tightly against each other. c» �i cs-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations ore regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 software O! upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricoble for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable - -- environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI I Qualify Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply (loc) I/deft 1 PLATES GRIP TCLL 37.0 l R50804424 Lb MILLER MARC A10 GABLE 1 1 MT20 220/195. (Roof Snow --37.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 Reference (optional enaeavor Homes, urowne, w eaaoo r.—u s dm'a 'u' mn ex `-.Z. mc. aur dun r r ur: Z. i a r r rage , ID:DdKOwH?_ON31WGnOTEwg?UzKTdP-LOzagLPAv26BmAE4jSC3Zeed?xmvC3fNCU YKsz7Oz_ r1 -4-Q 15-11-2 2414 40-0-0 41-4-Q -41 0 15-11-2 4-0-14 4.414 1511-2 Scale = 1:76.6 r 2x4 11 2x4 II 2x4 11 _ t 6x6 2x4 II 2x4 11 6x6 = 2x4 11 4 2x4 11 14 156216 17 18 1s 20 8321 7.00 12 2x4 II tg 2x4 II 20 11 12 22 2x4 11 r 2x4 II 11 23 2x4 II 2x4 II 10 24 2X4 II 2x4 II 2x4 II 9 25 2x4 112x4 II 4x8 � g 26 2x4 II 2x4 II 7 12 6 12 12 12 5 27 4x8 1 2x4 II58 28 2x4 11 ch 2X414 30 II 29 2x4 11 3 31 61 64 w 2 32 1 33 4x5 = 60 59 58 57 56 55 64 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 4x5 = 5x5 = 5x5 = 20.0-0 40.40 240-0 20.0.0 Plate Offsets (x,Y): 114:0-3-0.0-3-141. [20:0-3-0.0-3-141. 140:0-2-8.0-3-0t. 154:0 -2 -a.0 -3-0t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 32 n/r 120 MT20 220/195. (Roof Snow --37.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 32 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 32 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight: 378 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BOT CHORD OTHERS 2x4 DF Std 'Except* WEBS 16-48,18-46,1351,14-50,15-49,19-45,20-44,21-43: 2x4 DF No.2 REACTIONS All bearings 40-0-0. (lb) - Max Horz 2=206(LC 8) Max Uplift All uplift 100 Ib or less at joints) 2, 32, 48, 46, 60, 59, 58, 57, 56, 55, 54, 53, 52, 51, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 47 Max Grav All reactions 250 Ib or less at joints) 48, 46, 59, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35 except 2=319(LC 27), 32=319(LC 27), 60=369(LC 27), 34=369(LC 27), 47=275(LC 26) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 360=321/54, 31-34=-321/54 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 14-20. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 16-48,18-46,13-51,14-50,15-49,19-45, 20-44,21-43,17-47 NOTES 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=4011; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' 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 2-0-0 wide will fit between the bottom chord and any other members. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 32, 48, 46, 60, 59, 58, 57, 56, 55, 54, 53, 52, 51, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 47. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q,OFESSIOM� O ONIO h�Fyc r° C 76428 �z2� Of a � EXPIf 1?�31/2018 ti June 12,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ftin-sixteenths Damage or Personal Injury Dimensions are in ft-in-s'lxteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 1 „ 2. Tans bracing must be designed by an engineer. For 0' /16 1 2 3 TOP CHORDS cr-2 csa wide truss spacing. individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. A0.4 O �•�y� O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U =designer, erection supervisor, property owner and plates 0-'A6' from outside a U all other interested parties. edge of truss. a_5. Cut members to bear tightly against each other. C7.8 co-? 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with NMI project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.iTe and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. k® BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type) 51-14 51-14 57-7 Ply LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 850804425 LbReference MILLER -MARC All COMMON 1 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.60 14-15 >793 240 fit between the bottom chord and any other members, with BCDL = 10.Opsf. (optional) Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Sun Jun 11 07:16:33 2017 Page 1 ID:OdKDwH7 ON31WGnOTEwg7UzKTdP-105KF1RQRfNu7UOTgtFXe3jtfkFJgvKggnTeNkz7Oyy r1-4-0 57-7 ta9d 1571-2 26(}(1 24-014 212-12 34-4-9 460-0 41-4-0, 11-4-0 57-7 S1 1-14 51-14 4-0-14 4-0-14 51-14 51-14 57-7 1-4-0 g Ch Scale = 1:72.5 6x8 = 4x4 = 6x6 = 510 A 79n it 10 13 19 IJ IC 'JIO 1.5x4 II 6x6 = 3x8 = 3x8 = 6x6 = 1.5x4 II 57-7 109-4 1511-2 24 14 Ll2.2 2 34-4-9 40-0-0 57-7 St -14 51-14 8-1-12 51-14 51-14 57-7 Plate Offsets (X,Y): 12:0-0-0,0-0-41 f3:0-4-0 0-4-81, [9:0-4-0.0-4-81 110:0-0-0 0-0-41. [13:0-30.Edoei. [16:0-3-0.Edgel LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.29 14-15 >999 360 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.60 14-15 >793 240 fit between the bottom chord and any other members, with BCDL = 10.Opsf. TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.27 10 n/a n/a 10=304. BCLL 0.0 Code IBC2012rrP12007 (Matrix) LOAD CASE(S) StandardCIVtIL �Tq Weight: 273 Ib FT = 20% BCDL 10.0 June 12,2017 LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc pur[ins (4-5-0 max.): 5.7. WEBS 2x4 DF Std 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-15,6-15,6-14.7-14: 2x4 DF No.2 WEBS 1 Row at mtdpt 4-15, 6-15, 6-14, 8-14 REACTIONS (Ib/size) 2=2401/0-5-8 (min. 0-3-6), 10=2401/0-5-8 (min. 0-3-6) Max Horz 2=206(LC 8) Max Uplift2=304(1-C 10), 10=304(1-C 10) Max Grav 2=3175(LC 27), 10=3175(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5106/409, 3.4=-4307/414, 4-5=3449/404, 5-6=2810/385, 6-7=2810/385, 7-8=-3449/404, 8-9=-4307/414, 9-10=-5106/409 BOT CHORD 2-17=256/4155, 16-17=256/4154, 15-16=176/3542, 14-15=90/2792, 13-14=176/3542, 112-13=256/41154,10-12=-256/41155 WEBS 3-16=737/97, 4-16=16/503, 4-15=1176/154, 5-15=87/1010, 6-15=-424/312, 6.14=-424/312, 7-14=-87/1010, 8-14=-1176/154, 8-13=16/503, 9-13=737/97 NOTES 1) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. Q,()FESS10,V F.y psf 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �O jON10 H� plJ C 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. C 0 y to C 76428Ctf 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=304, -+ Q 10=304. y 31(201 B H 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) StandardCIVtIL �Tq SOF CALIF June 12,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10703/2015 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 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 MC I,ek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCS( Building Component 7777 Greenback Lane Safety Information availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Chrus Hei hts CA 95610 0x6 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets ore indicated. 6-4-8 dimensions shown in ftlr-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 0-1v- 2. Truss bracing must be designed by an engineer. For 16 1 2 3 TOP CHORDS C1-2 cz3 wide truss spacing, individual lateral braces themselves may require bracing, or allemotive T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design loading shown and never inadequately braced trusses. stack materials on U:O C '� ;3 O VWXEBS 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a designer, erection supervisor, property owner and 001 plates 0-'Ad' from outside d �'� u V all other interested parties. edge Of fr1J55. 0 0- 5. Cut members to bear tightly against each other. c» 7 cs-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. . ' Plate location details available In MITek 20/20 SOttWar@ Or upon r@QU@St. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a norrstructural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. _ 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.�Te and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. k® BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 I Job Truss Truss Type Qty Ply 15.11.2 J0-4 154)-3 27-1-12 2-0-0 oc purlins (5-3-5 max.): 6-7. 200 5.1-0 3810 311$ 2.10.15 ii 1 850804426 MILLER. MARC Al2 ATTIC 11 1 1 Row at midpt 4-18 ' Max Horz 2=211(LC 9) 3) Unbalanced snow loads have been considered for this design. Scale = 1:93.2 Max Uplift 2=226(LC 10), 16=61(LC 10), 12=196(LC 10) ob e e e o do a 7,....... BRACING 7. 3. s — i6 i. � 3 m.. eR muuaurcs, 4- 667 366 . r .7:,6:36 20i 7 rage r ID:2.061DoTd c00uxof13E38zULuH-i7mTt3TJjaITtx72W?oEGhLH2yGDsAd6Mlil 3z7Oyv TOP CHORD 2x6 DF No. I&Btr *Except* EJA 15.11.2 J0-4 154)-3 27-1-12 2-0-0 oc purlins (5-3-5 max.): 6-7. 200 5.1-0 3810 311$ 2.10.15 ii 4014 4074 at- 5 2-7-8 -3-14 3610 5-1-0 200 WEBS 2x4 DF No.2 0.1-15 2-10.15 WEBS 1 Row at midpt 4-18 ' Max Horz 2=211(LC 9) 3) Unbalanced snow loads have been considered for this design. Scale = 1:93.2 Max Uplift 2=226(LC 10), 16=61(LC 10), 12=196(LC 10) Citrus Heights, CA 95610 non -concurrent with other live loads. sx6 11 5) Provide adequate drainage to prevent water ponding. Q ONEp 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8x10 = 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. U UO C 76428 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 7-8, 6-7 10x10 = 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 Q EXP. 12131IM8 r 10) A plate rating reduction of 20% has been applied for the green lumber members. * 6x6 116x6 11 2=226,`12=196. 4x14 7 4x10 Q 4x5 13) Attic room checked for U360 deflection. CALIF 7.00 12 4x12 II 6 27 28 24 4x12 4x12 i I 5 8 3x10 II 4x8 = 4x8 Q 9 i 8x8i 4 10 1 23 6x6 g 3 22 2511 d, 21 }}r 26 N 2 113 to 12 N 5x8 — 20 19 18 17 16 15 14 5x8 = 3x6 II 5x5 = 10x10 = 3x10 11 10x10 = 3x6 II 5x5 = 5-1-0 8-10.14 12-10-0 284-4 27-1-12 2968 1-1- 34-10.12 40-0-0 1.4 3810 311$ 1438 2-0-12 -3.14 3810 5.1-0 0.2-12 Plate Offsets (X,Y): [3:0-4-0,0-4-8], [5:0-10-12,0-0-12], [6:0-D-0,0-3-8], [7:0-0-12,0-4-0], [8:0-7-12,0-1-8], [9:D-8-8,0-0-12], [11:0-4-0,0-4-8], [16:0-5-0,0-7-12], [17:0-8-0,0-0-0], [18:0-3-8.0-8-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.43 17-18 >833 360 MT20 220/195 (Roof Snow --37.0) TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.79 17-18 >450 240 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 12 n/a n/a BCLL 0.0 Code IBC2012rrP12007 (Matrix) Attic -0.22 17-18 775 360 Weight: 395 Ib FT = 20% BCDL 10.0 LUMBER BRACING BOT CHORD 2-20=51/4085, 19-20=52/4085, 18-19=17/3938, 17-18=0/2798, 16-17=0/2774, TOP CHORD 2x6 DF No. I&Btr *Except* TOP CHORD Structural wood sheathing directly applied, except 4-6,7-10: 2x6 DF No.2 G, 6-7: 2x8 DF No.2 G 2-0-0 oc purlins (5-3-5 max.): 6-7. BOT CHORD 2x10 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No.2 7-10-10 oc bracing: 17-18,16-17. ti fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component WEBS 1 Row at midpt 4-18 REACTIONS (Ib/size) 2=2341/0-5-8 (min. 0-3-3),16=1052/0-5-8 (min. 0-1-13),12=182110-&8 (min. 0-2-7) Max Horz 2=211(LC 9) 3) Unbalanced snow loads have been considered for this design. Max Uplift 2=226(LC 10), 16=61(LC 10), 12=196(LC 10) Citrus Heights, CA 95610 non -concurrent with other live loads. Max Grav 2=3012(LC 28), 16=171 O(LC 38), 12=2261 (LC 28) 5) Provide adequate drainage to prevent water ponding. Q ONEp FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4747/188, 3-4=-4408/226, 4-5=3768/169, 5-6=2577/213, 7-8=2770/220, 8-9=-3047/198, 9.10=-2719/182, 10-11=2871/151, 11-12=-3350/136, 6-7=-2716/218 BOT CHORD 2-20=51/4085, 19-20=52/4085, 18-19=17/3938, 17-18=0/2798, 16-17=0/2774, Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not 15.16=0/2499, 14-15=7/2739, 12-14=-6/2739 ��• WEBS 5-18=0/1959, 8-17=0/1899, 4-18=-2148/206, 4-19=171/630, 10-16=540/99, 11-15=-485/67, 9-16=-798/10, 8-16=1227/0 ilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOTES MOW 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=458; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component grip DOL=1.33 7777 Greenback Lane 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs Citrus Heights, CA 95610 non -concurrent with other live loads. �.&-ESSIOA/ �F 5) Provide adequate drainage to prevent water ponding. Q ONEp 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �c 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. U UO C 76428 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 7-8, 6-7 Q Z 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 Q EXP. 12131IM8 r 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) 16 except (lt=lb) 2=226,`12=196. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom Chord. [ 9 SOF 13) Attic room checked for U360 deflection. CALIF LOAD CASE(S) Standard June 12,2017 ®WARNING - Verify deslgn pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��• russ system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall :u ilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSM11 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 „ 0 /16 2. Tens bracing must be designed by an engineer. For 1 2 3 TOP CHORDS c1-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or oftemative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O '> ; y� ;O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate A designer, erection supervisor, property owner and 011 plates 0-'A6' from outside a U all other interested parties. edge Of truss. 0 5. Cut members to bear tightly against each other. C7.8 Cbl c5.6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MfTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are m nimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® 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 Fl number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply 15.11-2 24-2-13 31-1-2 -0-0 5-1-0 310 3.11$ -10.15 4-0.14 4-0-14 2-10.15 2-78 30.10 5-1-0 -0-0 R50804427 1. MILLER MARC A20 GABLE 1 1 Truss designed for 28001b. dreg 8x10 = 7.00 12 4x4 i 5x5 II 4x10 // ! i ob Refe[gnoe footionall End—., names, .5965 —ou s dm — cu i o mi i an mousmes. Inc. mon dun i2 05:27:15 20i7 rage i ID:2sQ6IDoTd c00uxofl3E38zULuH-hsDD9GKyrgVktlHt4RpEkaOBiUi5zv?X?Y9alRz72gf 15.11-2 24-2-13 31-1-2 -0-0 5-1-0 310 3.11$ -10.15 4-0.14 4-0-14 2-10.15 2-78 30.10 5-1-0 -0-0 0-1-15 0.1-15 1514 8x10 = 5x5 II Scale: 3/32'=1' 3x10 II 8x10 = 7.00 12 4x4 i 5x5 II 4x10 // ! i 7 4x4 3x10 I I � 6 60 4x4 i 81 57 11 4x4 4x4 4x8 i 5 8 5x10 8x8 i 4 9 10 12x12 56 0 4x4 d 3 55 11 12 8x8 54 59 w 2 1 x 13 141 1.5x4 6x6 \� 27 2625 24 23 22 21 20 19 18 17 16 15 5x8 = 3x12 II 5x5 = 10x10 = 3x8 II 5x5 = 3x8 II f II 3x6 II 3x6 II 10x10 = 3x8 111.5x4 II i. 1.5x4 113x6 1.5x4 113x6 II 3x8 II 3x6 11 1.5x4 II 1.5x4 II 3x6 II 3x6 II [ 1.5x4 II 3x6 11 1.5x4 II 1.5x4 II r 31-1-2 5.1-0 &10.14 , 12-10-0 27-1-12 29.9-0 .34-10-12 4060 5.1-0 3.9.10 3.118 14-3-8 2.78 3-9-10 5-14 14.14 Plate Offsets (X,Y): [2:0-3-13,0-2-1], [3:0-4-0,0-4-8], [5:0-8-8,0.4121, [6:0.0-0,0-38], [7:0-0-0,0-3-8], [8:0-7-12,0-2-01, [9:D -8-8,D-0-12], [10:0-3-8,0-2-8], [11:0-r0,0-10-0], [13:1-1-5 .0-6-21. 113:0-6-10.0-3-81. [17:0-5-0.0-7-121,120:0-5-0.0-7-121. [49:0-1-15,0-0-121, [52:0-2-2.0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TOLL 37.0 (Roof Snow 37.0) Plates Increase 1.15 TC 0.25 Vert(LL) -0.05 19-20 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.10 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 466 Ib FT = 20% LUMBER TOP CHORD 2x6 DF No.1&Btr'Except' 4-6,7-10: 2x6 OF No.2 G, 6-7: 2x8 DF No.2 G BOT CHORD 2x10 DF No.1&Btr G WEBS 2x4 DF No.2 OTHERS 2x4 DF Std BRACING TOPCHORD BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-7. Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 30.0-0 except (jt=length) 13=0-58. i (lb) - Max Horz 2=216(LC 32) Max Uplift All uplift 100 Ib or less at joint(s) 19, 27, 26 except 2=-660(LC 36), 20=-278(LC 37), 25=-522(LC 36), 23=-276(LC 36), 17=563(LC 37),13=856([_C 37),211=1565(!_C 115).18=11659([_C 52) Max Grav All reactions 250 Ib or less at joint(s) 27, 26, 24, 18 except 2=942(LC 25), 20=2278(LC 24), 19=1905(LC 73), 25=891(LC 51), 23=611(LC 63), 17=1975(LC 63), 13=1473(LC 26),22=255(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-54=1330/1065, 3-54=1072/852, 3-55=1439/1096, 5556=1255/928, 4-56=1232/893, 4-5=-1576/1118, 5-6=-1349/815, 7-57=1241/497, 8-57=1355/735, 8-9=1169/830, 9-10=1284/886,10-58=1456/1075,11-58=1565/1125,11-12=1581/1143, 12-59=1924/1185, 1359=2202/1446, 6-60=1060/555, 60-61=1060/500, 7-61=1060/463 BOT CHORD 2-27=902/1108, 26-27=641/927, 2526=529/826, 24-25=-431/766, 2324=285/656, 22-23=-456/929, 21-22=292/859, 20-21=168/859, 19-20=-1121/1568, 18-19=1190/1627, 17-18=1363/1751, 16-17=1269/1588, 1516=-1192/1849, 13-15=-1196/1850 WEBS 520=724/257, 8-19=-334/306, 3-25=-863/537, 4-20=-325/473, 4-23=809/543, 3-23=-459/575.10-17=421/118,12-16=725/130, 8-17=592/274 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Bat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. ,�FESSION QON[0 F�yc o C 76428 ,PZ % EXP 1713.112018 � OF CAILI June 12,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrekO 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lY�l �. R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPI1 Ouallry 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 1 n 0' /16 2. Tens bracing must be designed by an engineer. For 1 2 3 TOP CHORDS cr-z cmbracing wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator should be considered. WEBS 4 3. Never exceed the design loading shown and never o Sz, stack materials on inadequately braced trusses. O �•� 3 �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and plates 0- W' from outside n- �'� U U all other interested parties. edge of frU55. U 5. Cut members to bear tightly against each other. C7.8 Cbl CS•6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location detalls available In MFTek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the A Width measured perpendicular 4 X 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are Minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek- ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORAL" ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply �Trusstlesilin='I'b.8dregob MILLER MARC A20 GABLE 1 1 Re erea ......r Homes, vr.wue, ter\ nano. .nous dui zo a m mr r ex no—n s, mc. mon dun rc u— ro cu r r rage c ID:2sO6IDoTd c00uxof13E38zULuHa1sDD9GKyrgVktlHt4RpEkaOBiUi5zv7X9Y9aIRz72gf NOTES 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 2-40 wide will fit between the bottom chord and any other members, with BCDL = IO.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) 19, 27, 26 except U -1b) 2=660, 20=278, 25=522, 23=276, 17=563.13=856,21=1565,18=1659. ) 13) This truss has been designed for a total drag load of 2800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-40 to 30-0-0 for 93.3 pB. f 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i 15) 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. 16) Attic room checked for U360 deflection. f LOAD CASE(S) Standard i ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Te k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r Suite 109 Chrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets ore indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. �1 n ' /16 2. Tens bracing must be designed by an engineer. For 1 2 3 TOP CHORDS c1-2 c2�3 wide tans spacing, individual lateral braces themselves may require bracing, or aftemative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never inadequately braced trusses. p stack materials on O �'> ; O ;XZLCJ�4 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and plates 0 -'Al' from outside a- Uall other interested parties. edge of tR155. 5. Cut members to bear tightly against each other. Cz�cs� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1, Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details avallable In MfTek 20/20 Software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 37.0 Plates Increase 1.15 Plates R508D4428 MILLER -MARC ACAP PIGGYBACK 28 1 BC 0.07 Vert(TL) -0.01 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) enveawr Humes, vrvvme, �,n n°rovv ,a r.- s - ca cu r° - i ex mvusmes, mv. aun aun r r ur: roau zur r rage i I D:2sQ6lDoTd_cOOuxof 13E38zU Lu H-Igcmpre5Qt W UY5BkKx2Xgewu Q bEz8i9Aax52 U Fz7Oyh -2-0.0 4-0-14 8.1-11 10-1-11 2-0.0 4-0-14 4.0.14 2-0-0 4x5 = I 3 3x4 = 3x4 = i Scale= 1:16.2 1-2-2 2-10.11 2-10-13 1-2-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 37.0 Plates Increase 1.15 Plates TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow --37.0) Increase 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 30 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std REACTIONS (Ib/size) 2=392/0-5-8 (min. 0-1-8), 4=392/0.5-8 (min. 0-1-8) Max Horz 2=43(LC 9) i Max Uplift2=67(LC 10), 4=-67(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-328/22, 34=328/22 NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced'snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 2, 4. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Q�OFESS10ty oNio 0 C 76428 z r v * EXP. 1 112018 dj9 CIVIL- �OFCAI June 12,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7472 rev. 101031201S BEFORE USE. R Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not j 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 MTe �' 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 Crtterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety IMormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 0.1v n 2. Truss bracing must be designed by an engineer. For 16 1 2 3 TOP CHORDS c1-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or alternative T. I, or Eliminator brocing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 2WEBS! N,4 O�•O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and plates 0-'nd' from Outside a U all other interested parties. edge of truss. 0 0 5. Cut members to bear tightly against each other. c» C6-7 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 b 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : 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. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job COOCBVOr Homes, Vrowlle, l.I+. tlJYOJ Truss Truss Type Qty Ply I/deft L/d TCLL 37.0 Plates Increase1.15 TC 0.02 Vert(LL) R50804429 lJob MILLER—MARC AGABCP GABLE 2 1 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES Reference (optional "J s Jul zo zu13 mi I el( mousmes, Inc. bun Jun 11 uvib:D1 zui / Nagel ID:2sQ61DoTd_COOuxof13E3&ULuH-maA81BfIBBeLAFmwueZmNsT3n7b5t9yKpbgbOhz7Oyg 6.0.14 10-1-11 12-1-11 l 2-0.0 4-0.14 4-0.14 2-0.0 4x4 = 5 Scale= 1:17.8 d ( 13 12 11 10 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 37.0 Plates Increase1.15 TC 0.02 Vert(LL) n/a n/a 999 (Roof Snow 37.0) Lumber Increase 1.15 BC 0.01 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 9 n/a n/a ern f0.0 ' Code IBC2012/TP12007 (Matrix) It PLATES GRIP MT20 220/195 Id Weight: 33 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 DF Std REACTIONS All bearings 8-1-11. (lb) - Max Horz 1=43(LC 8) Max Uplift All uplift 100 Ib or less at Joint(s) 1, 2, 8, 13, 10 Max Grav All reactions 250 lb or less atjoint(s) 1, 9, 2, 8, 12, 11, 13, 10 'FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=37.0 psi (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2, 8, 13, 10. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Qv fESS10 - cG0 ONIO y FAL P i r° C 76428 'Pz * , 5Y3112018 CIV1I_ SOF CAl1� June 12,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. • ■ Design valld 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 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 MTBk• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB.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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 01 0 ' /16 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS cr-z cza -- wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. p, stock materials on O � 3� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and 011Nplates 0- 'nG' from Outside a �'' u U all other interested parties. edge of truss. 0 p 5. Cut members to bear tightly against each other. C7 -8z CS6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricobie for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) Occur. Icons vary but C 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or abler 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 850804430 lJob MILLER—MARC B10 GABLE 4 1 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 Reference (optional Endeavor Homes, Oroviiie, CA 95965 7.430 s Jul 25 20i3 Mi I ex industries, Inc. sun Jun 11 U/ woz 20w rage 1 ID:OdKDwH?_ON31WGnQTEwg?UzKTdP-E2kWEXfLyVmCnOL6SM5?v30000x5ccOT1 Fa9Y8z70yf r_ 1-4-0 + 3-5-8 6-11-0 B-3-0 1-4-0 3-5-8 3-5-8 1-40 • Scale= 1:18.9 t 3x4 = I f 5 4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.16 Vert(LL) 0.00 9 n/r 120 MT20 220/195 (Roof Snow --37.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 9 n/r 90 TCDL 10.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Weight: 31 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std REACTIONS All bearings 6.11-0. (lb) - Max Horz 2=57(LC 8) r Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 12, 11, 13, 10 Max Grav All reactions 250 lb or less at Joints) 12, 11, 13, 10 except 2=298(LC 1), 8=298(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise Indicated. 7) Gable requires continuous bottom chord bearing. 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 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 2, 8, 12, 11, 13, 10. LOAD CASE(S) Standard Qe,OFESSJON4 =��o P�SON10 GI U 6 C 76428 z � o EXP. 12/3102018 B}9 CMI �OFCA� June 12,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � A building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I R Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information avallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury. Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSL 1 „ /16 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS c1-2 c2a wide inns spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design loading shown and never p' stack materials on inadequately braced trusses. � w yd p O > ;3 O VX 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate b designer, erection supervisor, property owner and plates 0-'A6' from outside Q- �'' u U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. C7-8 Cbl C5.40 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 sottware or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of on engineer. reaction section indicates joint Fl number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable bftenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI i : 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. MITe® k BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSIAPI I Quality Criteria. Installing & Bracing of Meta) Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type oty Ply PLATES GRIP TOLL 37.0 Plates Plates Increase 1.15 TC 0.21 Vert(LL) -0.00 2-6 >999 360 MT20 220/195 r 850804431 lJob MILLER -MARC B11 COMMON 16 1 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 Reference (optional cnaeawr Humes, vruvme, a.r, nanoarage I D:OdKDwH?_ON31WGnOTEwg?UzKTdP-E2kWEXfLyVmCnOL6SM5?v3OBUOwycbST1 Fa9Y8z70yf -1-4-0 3-58 6-11-0 i8-3-0 1-4-0 3-58 3-58 1-4-0 0 4x4 = 3 Scale= 1:18.9 I$ 3-58 6-11-0 3-5-8 3-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 37.0 Plates Plates Increase 1.15 TC 0.21 Vert(LL) -0.00 2-6 >999 360 MT20 220/195 (Roof Snow --37.0) Increase 1.15 BC 0.10 Vert(TL) -0.01 2-6 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight: 27 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std r REACTIONS (Ib/size) 2=515/0-5-8 (min. 0.1-8), 4=515/0-5-8 (min. 0-1-8) Max Horz 2=57(1_C 8) Max Uplift 2=97(1_C 10), 4=-97(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD '2-3=-388/15, 3-4=388/15 NOTES 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 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 2-0.0 wide will fit between the bottom Chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. LOAD CASE(S) Standard QvpEESSION� ONtp y2 76428 z � m * � EX6? 12131(2 ti � 9�OF p1.1F���\P June 12,2017 ®WARNING - Ve ft 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 Mrrek® 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 If building design. Bracing Indicated is to prevent buckling of Individual truss web end/or chord members only. Additional temporary and permanent bracing MrTek� 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 bradng of trusses and truss systems, see ANSIRPII Quality Criteria, OSB$9 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 0�t/16 2. Truss bracing must be designed by an engineer. For themselves 1 2 3 TOP CHORDS c1-2 cm wide taus spacing, individual lateral braces may require bracing, or attemative T, I, or Eliminator bracing should be considered. IN 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. N,�: O �•O VWXEBS 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and plates 0-rnd' from Outside a U all other interested parties. edge Of truss. 5. Cut members to bear tightly against each other. C7-8 C67 CS•60 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available In MfTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M ITe k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 t . �.. .. y Job Truss Truss Type Qty Ply (loc) Well Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 R50804432 Lb MILLER_MARC B12 COMMON 4 1 MT20 , 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 Reference o t'o al �noenvor nom �rovnie, a.n ancon rnyc ID:OdKDwH?_ON31WGnOTEwg?UzKTdP-iFluRtgzjou3PYwJ?3.ESITYM EOFBL2icGvJi5az7Oye 3.58 6-11-0 8-3-0 1-4-0 3.58 3-58 1-4-0 H 4x4 = 3 Scale= 1:18.9 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 37.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.00 2-6 >999 360 MT20 , 220/195 (Roof Snow=37.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight: 27 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .WEBS 2x4 DF Std REACTIONS (Ib/size) 2=515/0-5-8 (min. 0-1-8), 4=515/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 8) Max Uplift2=97(LC 10), 4=-97(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-388/15, 34=388/15 NOTES i 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load Of 37.0 psf on overhangs non -concurrent with other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. LOAD CASE(S) Standard Q�pt-ESS10A. ONIO y�c'A�cZ r° C 76428 z Cr �y3 0 * /EXXP tY1018 ti '�>q CIVI! �OFCAl�1 June 12,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11171.7473 rev. 10/03%1015 BEFORE USE. Design valid for use onlywith MrrexdD 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is ahvays 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 ANSIfTPI1 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 Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. �1 0 ' /16 2. Tans bracing must be designed by an engineer. For themselves 1 2 3 TOP CHORDS C1-22C6-7 wide inm spacing, individual lateral braces may require bracing, or altemative T, I, or Eliminator bracing should he considered. 4 Cz, 3. Never exceed the design loading shown and never inadequately braced trusses. o stack materials on O O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb = designer, erection supervisor, property owner and plates 0 -'Ag' from outside a- �' vUall other interested parties. edge of truss. 5. Cut members to bear tightly against each other. Cz� cs� O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressy noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable Elmenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M ITe k BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER lra PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 14'08 ---�-- Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 ® p. (530) 592-4407 www.summitchico.com June 13, 2017 RE: Miller Ag Building, 0 Doe Mill Road, Forest Ranch, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 6-12-17 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 6-13-17. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. 063-040_0, 1 U LY l l► , 2(117 L.11) AG Joy '+- 2016 CALGreen Residential Mandatory Measures This checklist applies to newly constructed buildings, additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, orsize. The requirements shall only apply to and or within the specific area of the addition or alteration. 2016 CGBSC 301.1.1 ***Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. Feature or Measure Required 7A plan is developed and implemented to manage storm water drainage during construction. CGBSC4.106.2. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as specified, for multifamily dwellings. Building' meets or exceeds the requirements of the California Building Energy Standards. CGBSC4.201.1. Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank -type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf and floor mounted or other urinals shall not exceed 0.5 gpf. Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operation at a time. Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi. The min. flow rate of residential lavatory faucets shall not be less than 0.8 gpm at 20 psi. Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallons per cycle. Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 gpm at 60 psi. 1317-1391 A.-81PC I 063-1140-022 Checklists\Green Building JL LY '10, 2017 02/1012017 LTD AG W/OFFICE i� 2016 CALGreen Residential Mandatory Measures Checklist (Co>nt'd) Feature or Measure Required New residential developments with an aggregate landscape area equal .to or greater than 500 sq ft shall comply with, one of the following options: 1. A local water efficient landscape ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), whichever more stringent; or 2. Projects with aggregate landscape areas less than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acce table.to the enforcing a en . -Recycle and/or salvage for reuse a minimum of 65 percent: of the nonhazardous construction and demolition waste in.accordarice with one of the following- : -I. eomply-wit-h=a-more-stringerit-locai-:construction:-ih'ddemolition4as'te-l------------- ollowing:= 1-C-omply-wit-h=a-more-stringeni-local=construction'-anddemolitiomwaste=---•-----"-- - — - -- --- -- -- ---- management ordinance; or j 2.'A construction waste management plan, per Section 4:408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with U.S EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. MIN - Duct openings and other related air distribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2 ChecklistslGreen Building Page 2 of 3 • 02/10/2017 CheckliststGreen Building Page 3 of 3 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure Required Aerosol paints and coatings shall be compliant with product weighted MIR. limits for ROC and other toxic compounds., Carpet and carpet systems shall be compliant with VOC limits.. 4.504.3 At least 80% of floor area.receiving resilient flooring shall comply with specific VOC criteria. Hardwood plywood, particleboard and medium density fiberboard (MDF) used on interior or exterior of the building shall comply with formaldehyde emission standards. Documentation shall be provided to the City building inspector verifying that compliant materials have been used: Concrete Slab Foundations: Vapor retarder and capillary_break is installed at slab - on -grade foundations. • Moisture content of. building materials used in wall andfloor'framirig shall not exceed 19% before enclosure. Moisture content -shall be verified in compliance with CGBSC 4.505.3. .Indoor Air Quality and Exhaust (4.506) Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate outside. Unless functioning as a component of a whole house ventilation system, bathroom exhaust fans must be controlled by a humidity control adjustable between a relative humidity range of 50% - 80%. Duct systems are sized, designed, and equipment is selected using thefollowing methods: I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent. 3.Select heating and cooling equipment according to.ANSI/ACCA 3 Manual S- 2014 or equivalent. G •� . IN I HVAC system installers are trained and certified in the proper installation of HVAC systems. Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. Verification of compliance with this code may include construction documents, plans specifications builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency, which show substantial conformance. CheckliststGreen Building Page 3 of 3 02/10/2017 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLANS Pre -Construction Building permit will not be issued until completed plan submitted . APN: Owner Name: i Building. Permit #, Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: Owner Phone: Jobsite Address: Project Sq. Ft.: Project Type:: I Construction i Demolition Jobsite Contact: Company: Jobsite Phone: ( ) Brief description of project: By signing below,.) acknowledge that I am responsible for complying.with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays• i.n.issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner I Contractor) Signature: Date: Circle 2 MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. 3.83 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For:: Client: Marc Miller Project: Miller Ag Building Address: 0 Doe Mill Road, Forest Ranch, CA B 17-1391 A -8/113C' 1 063-040-022 JULY 10, 2017 LTD AC VNIOf F10E ,QQ PERMIT # _ !?2 t -- 1-j %, I Y BUTTE COUNTY DEVELOPMENT SERVICES C REVIEWED FOR 1 Ci�IViipLlAC �DE C m DATE 'j 1 '� �y� BY_ . cnr« /I OF CAt1F Note: Summit StructUral Design (SSD) is not responsible 'for on-site inspection to assure compliance with the standards,. sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless, authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. mit Structural Des STRUCTURAL NOTES PROJECT: Miller Ae BI 1. 13ENERAL A) ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH'rHE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL. FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE -DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER, F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES:SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL. SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL, G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS, SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE 1:00TING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT- CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II Oft TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH ria BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH 43 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SANTE SUB -SLAB BUILDUP AT ALL OTHER AREAS. Summit Structural Design PROJECT: Miller ABldg G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY'EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 3. J4" 46 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM I3ARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 5/8" APA RATED 40/20 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE.GP,AIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: '/<" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O: BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-O" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L 412 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL GE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. . G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM .A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE: SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-3./4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 Y4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). Summit Structural Design FIROIECT: Miller !�g EIdR _ 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304:9.'1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT V O.C., T&B U.N.O. B.) DOUBLE.JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL DE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR,'OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN.JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED; THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD* BEARING WALL. SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATESPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE. 15. INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF - SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED. AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR. SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE: B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING -IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS.AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS;•AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN.ENGINEER LICENSED IN THE'STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. Summit Structural Design PROJECT: Miller AJ; Bldg C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSFREDUCIBLE (3.1 PSF SNOW) TOP CHORD. DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 40 PSF (51 PSF SNOW) + BOTT. CHORD LIVE LOAD= '40 PSF WHERE APPLICABLE. UPLIFT LOAD AS REQUIRED BYTHE 2016 CE3C D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS.FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE ' LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 8-2 CUT AND STACKED ROOF FRAMING. A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS IF THE CALIFORNIA BUILDING CODE (.CBC 2308.10). PURLINS,. BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED. BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE,THE.CONVENTIONALLY FRAMED ROOF -SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR..THE ROOF TO PERFORM IN ACC ORDANCE.WITH THE LOADING CRITERIA, IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR.ADDITIONAL INFORMATION. 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD/SNOW LOAD 20 PSF REDUCIBLE/31 PSF C) SEISMIC DESIGN CATEGORY: D D) WIND SPEED: 110 MPH EXP C: Summit Structural Design Project: Miller Ag BI'clg Engineer: R_l B Design of: Gravity Loads Roof Slope= 7 to 12 Roof Dead Load Ply 2.0 psf Roofing 3.4 psf Framing 5.0. psf Gyp 2.2 psf Insul 1.0. psf Misc. 5.2 psf' i Total (sloped) 18.8 psf Total (horiz) 20.0 psf Roof Live Load Roof Live Load 20..0 psf Wall Dead Load Siding 8:5 psf (exterior) 3/8- Ply. 1;8 psf 2x Framing 2.2 psf Gyp. 2.2 psf Insul. _ 1.3 psf _ Total 16.0 psf Wall Dead Load 2x4 Framing @' 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total' 6.0 psf Floor Live,Load Residential 40.0 psf G.E/HAT TRUSS 1� -7 --------------- g 3 MAN. ATTIC/GIRDER/HAT TRUSS -3'-�' M2.5 ANCHOR .4'-C" '-0"——moi'-0" CF:SEi Al TRUSSES A 3' MAN. GIRDER/RAT TRUSS ON G.E/HAT TRUSS 1� -7 --------------- g 3 MAN. ATTIC/GIRDER/HAT TRUSS BLACK BETWEEN TRUSSES I t l /� ( 2x6 g A fWWINC INC 0 O 3 .3 24- O.C. TYP. ROOF FRAMING PLAN I SCREEN 12-22NC3 1/2" �--II SCREENEDBRANDGUPRO EAVE VENT J MAN. STANDARD TRUSS' HAT TRUSS AMC VENTILATION CALLS.: 1200 SO. FT./150-8 SO. FT. 50 FT. OF CONT. RIDGE VENT -6.25 SO. FT. 1-14-(18"SCREENED C.E. VENT -1.24 SO. FT. 12-22'X3 1/2" SCREENED BRANDCUARD EAVE VENT -0.15 SO. TOTAl�.05 S0. FT. �,_ I I �� I T KV WI V n�t I I I III I ICI I 1 I 1 III III IIII ICI II III �� �= T� III I I I IC III ( 3-2X10 O 3.-27(10 O I 60'T. CHORD I oorr. CHORD II l I II IIII I I �gHO Fr T� I I !► I I III ul'! I IIII! Iil� IIID !pu IIII CIC II lig I I I I I . v 0 V8 I I I I I f I l I III I I I I i� 3-2x10 O I IIS IIII 3-2X10 O BOTT. CHORD ,I eOTr. CHORD I I I II \. ISI IAli BLACK BETWEEN TRUSSES I t l /� ( 2x6 g A fWWINC INC 0 O 3 .3 24- O.C. TYP. ROOF FRAMING PLAN I SCREEN 12-22NC3 1/2" �--II SCREENEDBRANDGUPRO EAVE VENT J MAN. STANDARD TRUSS' HAT TRUSS AMC VENTILATION CALLS.: 1200 SO. FT./150-8 SO. FT. 50 FT. OF CONT. RIDGE VENT -6.25 SO. FT. 1-14-(18"SCREENED C.E. VENT -1.24 SO. FT. 12-22'X3 1/2" SCREENED BRANDCUARD EAVE VENT -0.15 SO. TOTAl�.05 S0. FT. �,_ PROJECT: PAGE: I_ SUMMIT STRUCTURAL DESIGN ENGINEER: www.summifchico.com DATE: xt.'uaQ DESIGN OF�t��L���ci��t��t _ t to f ' Y j ^ , , r : { i/ 1> �_... , .. .._ _... ,......_ .... ... .. ...3.. I Y -__ _.._.. .-..._._.. ......_ _ 1 _ �._--..._;..._._._.I t � I i , I i t i 1 • i t • :....._s ... _..... _ i 3 , , ....... _ i j : s ...... _...._.._ ... .-. . _.... .._. _t__._._ . I , i , A I 1323 .2797 1.30 3636 B 1323 2797 1.30 3636 5u m nn Jt Structural Design Project: Miller Ag. -Bldg Engineer: RKB Design of : Seismic Masss-and Seismic Load Development Area: (ft2) Weight (Ibs) Roof 2646 5304°1 Roof Snow (20%) 2646. 16405 Height (ft) Length (ft) Weight (Ibs) , Walls(ext) 10 250 20,000 Walls(int) 10 - 100 30.00 _ Total 924417 Roof Area (ft2) Floor Area (ft2) Ultimate Working Stress _ 2646 0 7832 5594 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft) Working Stress rho Total 1 1323 2797 1.30 3636 2 1323 2797 1.30. 3636 A I 1323 .2797 1.30 3636 B 1323 2797 1.30 3636 og,� rr�elers �.o Mwm mu ©2000 . ®®,®� 000 03il �% b.esi n Ma ►g s`um,mar Re ort ;i4•UGS. 9... Y' p s User -Specified Irip.dt Building Code Reference Document 2012/20151nternati6nal`Building.Code (which utilizes USGS hazard data avall_able in' 2008) Site C•oordincltes 3.9.8.6°N, 12.1.666W site Soil Classification Site Class.D - "`Stiff Soil" C Risk<Category l/ 11/111 r w I" ;h{�j',JyrcuIZA Y ?u7 ,fid�I�, 53rlrst FI; �G„9'j?x aE' i �i a+ "c1— W uIf n t rs f� hr 4`"7t 'I{ c• ?e d� r{^,! exy- s4. r' •}t` s!�...( sa Y 1'".fi'h . :,i•<?' i rl k k' a s'yZ:"�i.sf in" , AI 1,;.. , a• v7 r;rn:, .y, & t!ry��tT�('1 'Y;yp� ' .]�i �.r =•. y 7i rj �[ E°,3' a a��,.,,��]�, y`i .Lr� 1.p > 7�i "r]"-W��r y. '� h s'4]• =tu ',sg r. t�' -• # I t ”' �•] i U t"( u!,' E ''?/ a u. f I, tlsr2#}� - s�''• itj�(?'y1! S'„-'.`� r'F,t'i}'•'� ,” '" 3 r+ j-c#•Y'la'{, i •t? •,:1..] s ,� ,IA .. �4]� ? .:f' `��',.•.r`, i�. 'i i`k4�:' v "` r 'Li;t iL 15a.:�i. s C+.. 3 ��j= �h���".Y �-i3"i�'•5 �,�� E :��� (��'����'y9 fih i� .. s}�t ttr• 4x-sted r� . 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'{"'� t�j �i� i3,r1t � y{l9x tx��'s'Ir�i1Fs" •�a� _ i t F °�;�FM,1+`4c�rrlt{iF.9"d {' d �ii0,.! �? a`ILk»]?.,�,4'?���:1�Y�' "°�1'r.I.lw�.';??3..i=Y.Inst]�]�df'�asK���s.��u�'7..,�7tt'.��S;I'�luw�:s,'����•�i.4.i1'.b�.;�,�.'iy''����';F�r.1+.'�.s'`s-�-:»���'��`e".'�'.r!bsf=st'<di`•�vin�ir:]� l SII ; �s7 'AF f3� \•u t: 4 �N " •e fYt• < 1 `' k - t' rt iY^n F •} �° :#> r� :a _;tr 'kii• ice. dT'S'i'1^a'r. r- r ;� ,� u `-3p-- #..6. t- 12L.},Na4 - i r";4=" iS ��+,x� ;']C%�1Y`'_�3'.`_'y7`?C' '� '`3,`" - f,ic}. ,•,S fit'+; `t. i"]�v"�r' 'i3�:{+� '] ,v'; a'#• -x 3,• ` r i j?P• �, F'. '1K7`j��' its Y C.,. i r �.,Y�L.'t1.,f, .. t{;: eN.. ii;...°°3r 'i"'-�'+ A`fa •t Su4xli�c#t c.�.i- c{Elc,� ]F'4 ]�tp,#� ni. !'I�i•] rl:`,",N�i'1+xS^/ ,�r!�n.i. !J"� 4•tC �.:. Y '•, ��v.. •j ,tai i.' '�-rryy�l�' K^�i $Z� ,�3t ay'�i,r sa4 yl,'�I` SI'., �/rt�t ]tj k�r'r. =. Zt;cl r'l�,iier'nN2 LV 4. � s:, _. `3s('i f'r. J&r' ..}n�''r ., r,_ .. v F 7 ' 7• ,r.•fj %y i ] :J-'.. ,r. }.t.. o.>ielj Zr.t rpl 4 t C'.i 7 r'n i z.. '] ...3 t{t� i 7#r=a •" w.w..-]'.- :t 'r.'71' f'{ .tR" 'fie, ;ais;!�_ 3:� !�" .,.z;1,, m. .:�!:._�.�•r!SJ,a.,iF,?`" , t'�i�{a:??� Ili .R aPwTn'�..�3:.,:Ia,>,ti��T.�.� �.."#w�ra.t-�:L•.ia .i .:.�� f� USES -Provided. Output SS = 0:.642 g SMS : 0..826,.8. Sbs = 0.5b0;9 S1 0.267 g SMI 0.49.8.g Sol = 0,332.y For. information -on ho.w the SS and Si values...abo:ve have been: calculated from; probabilistic ('risk targeted) and ,deterministic ground motions in the direction of maximum hoN ontal response; please return to•the application and select the "2009 NEHRP" building code referdnce'.document., i F >wi�"_r3�C5, ':j1Sl JUL: (.11rrl 00;Sigij Res'p-c se Spt•SQ;.aC77 Ubrl •�, a r;: � aal 7a ns.. ctir� a.tN ,. aciu a�? i' I I 1. J l iS ;Y) ,<•,j` 11M ,1'i/J ,: 77f.YKI: 2a., ",1.C}7 O. 1 In t. 2' Qc, -ailil 'Lrx ;__c 71' .67 1:737 "21}7- nithough thls,informadon Is a "product of the U;S. Geological Survey; we provide no w' ' anty, expressed or implied, as.to the accuracy of�ihe data contained.therein.'l'his toil is not a substitute.fo.r.techriical; subject -matter KiiowLedge. Summit Structural Design Project: Miller Ag Bldg Engineer: RKB Design of : Seismic Load. Development (ASCE 7-10) Ss 0.642 Mapped 0.2 sec -spectral response 51 0.267 Mapped 1 sec spectral response Site Class D .; In accordance with Ch 20. SMS 0.826 Max Considered EQ SM 1. 0.498 Max Considered EQ SDS 0.551 Design Spectral Response (0.2 Sec) SD1 0.332 Design:Spectral Response (1,0 Sec) System Light Framed Shear Walls R 6.5 Omega 3s Cd Cs 0.08 12:872 Max Cs 0.45 Ct 0.02 x 0.75 Ta 0:11 Cu 1.4 Max T Use T 0.11 Alt Ss 0.642 V= 0.085 ";W Height to Roof (hn) _ V= 7.8 k Vert Dist Exp, (k) Seismic Design Category D Occupancy 2 I 1 TL 16 4 Ht limit 65 Min Cs 0.02 (.01 outside of SJ) 0.16 No limit for drift 10 'ft 1 Level Story Ht. (#t) hi (ft) wi (kips) (wi*hi)" (kip -ft) Cvx _ Veq (kips) I S VEQ (kips) I D.iaph. (kips ROOF 10 10 92 924 1.00 7.8. 8 10 yZ.4 I y14 1. Summit Structural Design Project: Miller Ag Bldg Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) '1 Conditions: Simple 1, Diaphragm CASE B (USE 0=O') 2. Low-rise �`� f'��• '' �` 'Y' 3. Enclosed 4. Regular Shaped i \� - S: Not Flexible 6. Not Subject to: (F � ` /,/ CASE A a) across wind loading b) vortex shedding „_.._._ `_J,-', r-) instability (gallup/flutter) I d) channeling effect buffeting (upwind ;j' fes'",,' �,//��� / • � e) obstructions) - �: ' 7. Approx. S metrical Cross Section With Flat, -Gable, or Hip:Roof 5 45° -:�: - •.�:, / 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the'rorsional Load Cases do not CASE A Control the Design: CASE 6'" ��,. �. - (1) story and h<_30 ft, or (USF (2) story max and light framed. or (2) story max and flex. diaphragm L= 60 Long. Bldg. Dim. (ft) 2aL= 8.0 ft. T= 40 Transv. Bldg. Dim. (ft) 2aT= 8.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.29 Adjustment Factor Kzt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 20 Mean Roof Height (ft) Exposure, X 0= 30 Closest Roof Angle Mean Roof Exposure (5°,10°,15",20°,250,or 300) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LC.F*7t*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1.00 1.29 1.55 A-110 14.9 16.7 9.6 25 1.00 1,35 1.61 B-110 11.5 4.8 30' 1.00 1.40 1.66 C-110 9.8 1. 3.3 9.6 35 _ 1.05 1.45 1.70 D-110 ',3.1 4.8 40 1.09 1.49 1.74 E-110 -17.9 6.4 -5.9 45 1.12 1.53 1.78 F-110 -10.1 -9.0.1 75< 50 _ 1.16 1.5,6 1.81 6-110. -12.4 5.6 -6.7 55 _ 1.19 1.59 1.84 T1_0 I-110 -7.8 -8. 60 _ 1.22 1.62 1.87 117 Summit Structural Design Project: Miller Ag Bldg Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) Cl) {ter O , X41 �%� Q,� ' ! o`er k `•� HIP ROOF (7'< 0 <25') HIP ROOF (25'< 0 5;2.7') Q) o)c) C221 '1-1 �i pp,, 2 ) ;) :_(>> PC4) CD j � � ° FLAT ROOF and GABLE ROOF (7'< 0 <451 CABLE ROOF (00') L= 60 Long. Bldg. Dim. (ft) a () ft = 4.0 T= 40 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.29 Adjustment Factor KZt= 1 Topographic Factor h= 20 Mean Roof Height (ft) RAN= 3 Roof Angle Number (1=0°-7° 2=8°-27° 3=28°-45°) _ Conditions: 1. Mean Roof Height <- 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof <_ 450, or Hip Roof 5 27° Adjustment Factor for Bldg Height and Exposure, A --Mean Exposure Roof Ht. 00 B C D 15 1.00 1.21 1.47 20 1.00 1.2_9 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 41i 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.5_9 1.84 6Q 1.;- 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*Kzt"Pnet30 Loc. Zone EWA _ Pnet Ovhg. ftz + - _ Loc. EWA Zone ft2 Pnet + _ � 0 10 15.4 -16.9 4 10 16.9 -18.3 20 15.0 -16.0 4 20 16.1 -17.5 1 50 14.4 -14.9 4 50 15.1 -16.5 1 100 14.0 -14.0 4 100 14.3 -15.8 2 10 15.4 -19.7 -28.6 4 500 12.5 -14.0 2 20 5.0 -1.8.8 5 10 16.9 -22.5 2 50 14.4 -17.7 -26.5 5 20 16.1 2 100 14.0 -16.9 -25.7 a 50 15.1 -19.0 3 10 15.4 -19.7 -28.6 5 100 14.3 -17.5 3 20 15.0 -18.8 -27.7 5 500 12.5 -14.0 3 50 14.4 -17.7 -26.5 3 100 14.0 -16.9 -25.7 M Summit Structural Design Rroject: Miller Ag`Bldg Engineer: RKB Design of Wind Loads A B c. D End Zone End Zone Int. Zone Inf. Zone Line Mih. Net Wall line Wall Area. Roof Area Wall Area Roof.Area Shear Obs) Shear (lbs) control 1 .44 113 220 178 .6585 3931 6585 2 44 113 220 178 6585 3931 6535 A 92 15 183 21 4338 2813 11338 B 92 15 183 21 4338 .2813 4338 Summit. Structural Design Project! Miller Ag Bldg Engineer RKB Design -of Lateral ForceS..ulm,mary Wind Seismic Wall Line_ —Shear (Ibs). Shear (lbs)' Control 6585 3636. Wind 2 6585 3636 Wind, A I 4338 3636 Wind B- 4338- 3636 Mod 11 6 0 Project: Miller Ag a dg Engineer: RKI3 Design Of: Shear Wa.lis Panel Thickness Panel -Orientation Nail Type Anchor Bold Diam, Stud Spacing Spec Grav Of Framing Fnd Sill Plate.Grade AB in 2X Sill AB in 3X Sill Sill Plate/Rim Anchorage Summit Structural Design i,.Short Dimension Across Studs !►=f 8d 1/2 3.6 'in O.C. 0.5 i DF_L rens:rt 620 lbs 730 lbs Nail Embed Index ii Nail Length (in) Diam: (in) (in). Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d M 0.148 2.00 1.6 189 3 20d 4 0.177 2.50 '1.6 261 .4 30d 4.5 0.192 3.00 1.6 272 5 1/4" SDS 3.5 0,25 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge Nail (in) Load (lbs) Fastener 8 Spacing Fastener # Spacing 2X Sill 3X.Sill 6 260 1 7.6. inches 6 32.1 inches 3.82 4.49 4' 350 1 5.7 inches 6 7.3:8 inches 2.83 3.34 4, Note 1 380 1 5.2 inches 6.21:9 inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6. 17.0 inches 1.01 .238 2, Note 1 640, 1. 3.1_ inches 6 130 inches. NG 1.83- 44, Note 1 760 3 4.1 inches 6 11.0 inches NG 1.54 33, Note 1. 980 33.2 inches 6 8.5 inches NG 1.19 22; Note 1 1280 3 2,4 inches 6 6.5 inches NG 0.91 I. Use 3X framing at:adjacent panel edges and stagger nailing ^ f 4 Summit Structural Design. Project: Miller Ag Bldg Engineer: RKB. Design of--. Sfieae Wall Framing A -w 4338 .Total /71 A" 16:00 16.00 1.00 300 10 43380 38400 1,271 .A -eq 3.636 Resistive 6" Segment Segment 1.00 300 10 36362 38400 833 B•va Lateral Wall 271 4"' `Overall Resistive Aspect Gravity 0T OT Righting Net wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/0 Line (Ibs) (ft) (plf) .(in) (ft) .(ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (lb) 1-w 6585 40.00 165. 6" 40.00 40.00 1.00 150 10 65846 120000 -154 1 -eq 3636 40.00 91 6" ,40.00 40.00 1.00 150 10 36362 120000 -891 2-w 6585 19.00✓ 347 4!" 11.00 11.00 1.00 150 10 38121 9075 2971 2 -eq 3636' 19:00, 191 6" 11.00 11.00 1.00 150 16 21052 9075 i419 A -w 4338 16.00 /71 A" 16:00 16.00 1.00 300 10 43380 38400 1,271 .A -eq 3.636 16.0027 6" 16:0016.00 10 1.00 300 10 36362 38400 833 B•va 4338 16.00 271 4"' 8.00 8:00 1.00 300 10 7.1690 9600 1991 B -eq 3636 16.00 227 6" 8.00 8.00 ' 1.00 300 10 18181 9600 1553 r Summit Structural Design Project: Miller Ag Bldg Engineer: RKO Design of: Lateral Drags Lateral Wall Load Line (Ibs) 1-w 1 -eq 2-w 2 -eq A -w A -e -q B -w B -eq 6.585 3636 6585 3,636 4338 3636 :4838 3636 Overall Shear per Length to Drag Drag Length Foot be dragged Load Type ('ft) (PIO (ft) (lbs) if applicable 40.0 .16.4.6 1.0 1,65 A 40,.0 .90.9 1.0 91 A 40.0 16-4.6 16.0 2684 C 40.0 90.9 16.0 J.454 A 60.0 72.3 44.0 3181 C 60.0 .60.6 44.0 2667 C 60.0 72..3. 30.0 21169 B 60.0 6,0.6 30.0. J.818 B t` summit Structural Design Project, Miller Ag Bldg Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf , Concrete Compressive Strength 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) 44 continuous at top and bottom of wall and #4 at 18" o.c. furl height. Provide #4 at 18" o.c. vertical developed by hook into footing, U.N.O. Continuous footings: . Width (in) Thick. (in) C:ap (plf) Re'inforc'ing !. 12 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. .24 12 3000 - (3) #4 cont. 30 12 3750 (4) #4 'cont: Spread Footings: Note: Bottom of each.footing shall b.e at least 12 below finished 'grade 'or as per local requirements. Reinforcing Cap. Label Size Thick.:(in) Each Way Kips _ F1 1'-0" Sq. 12 (1) #4 1.5- F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #46. F2.5 2'-6" Sq.. 12 (4)-#4 9 .375 F3 31-0" Sq.. 12- (.4:)._#4 13.5 F3.5 3'-6" Sq: .12 "(5.):#4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 ('6) #4' 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq: 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8).#5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note: Bottom of each.footing shall b.e at least 12 below finished 'grade 'or as per local requirements. -Lo COMPANY PROJECT Summil'S(ructurat Design ®o [ Y Y O 1 Kt _ s0 June 5, 2017 08:06 t ''c v SorT%VAREFOR W00nDES IC,N Typical.Stud Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Lead. Type Distribution Pat- tern Location (ft) Start End- Magnitude Start End Unit Loadl Dead Ax is UDLL(Z NII .,'= 0.00") 622 pr Load2 Snow Axial UDL. 0'..77 0.00") al plf Load.3 wird CcC Axial UDL. 0.36 0.00") 526 plf Loads Roof constr. Axial UDL. 0.21 _ 0.00") 448 plf Load5 Live Axial UDL. 0.37 _ -0.00") 400 plf Load6 S1Utd C6C. Full Area32.60 Dead Defl'n negligible {16.0)' psf Self -weight Dead Axial UDL 0.12 1/948 14 'lf -Tributary aleth lint Lateral Reactions (lbs): �i:�F 9'-7.5" a� 9•-7.5•• Unfactored• -� Dead Live •Snow Wind 210 210 Roof Live Factored: L ->R 126 126 Lumber Stud, D.Fir-L, Stud, 2x6 (1.1/2"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length =: stud thickness Spaced at 16.0" c/c; Total length; 9'=7.5'; Pinned base: Load face = width(b): Kc�x Lb: 1.0 x 0.0 = 0.0 (fl); Ke x Ld: 1.0 x 9:63 = 9.63 (I'll; Lateral support top = Cb, bottom = Lb: Repetitive factor: applied where permitted (refer to online help): . Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Cri Lerlon Analysis. value_ Deslon Value Anal sisLDesi: n Shear fv A 23 A a. 288 f1 Fv' = NII lleridinq(•i fb:= 482 Fb' = 1288 fb/Fb' - 0'..77 Ax. ial fc = '288 8c' = 759, fc/Fc' - 0.36 Axial. Bearing _'c: _ '288 ic' _ 1360 fc/.Fc• - 0.21 .Support Bearin fep = 288 Fep - 781 •fcp/Fcp =. 0.37 Combined '(axia compression + s de load betiding) Eq.3.9-3 - 0.55 Dead Defl'n negligible Live De.11'n 0.12 1/948 0...32 = L/360 0.38 Ictal Uefl'n 0.12 L/948 0.48 = L/240 0.25 Additional Data: FACTORS: F/E(psi)CD CM cc CL/CF CF Cfu Cr Cfrt CS LCB Fv' 1.80 1,.60 1..00 1.00 - - - - 1.00 1.00 12 F13'. -,Be 1.60 1.00 1.00 1.000 1.000 1.00- 1:,15 1.00 1.00 12 Fc' 850 1.60 1.00 .1.00 0.55.8 1.006 - - 1.00 1..00. 6 E' 1..I mi111 on 1.00 1.00 - - - - 1.00 1.00 12 Emin.' 0.51 mi -lion 1.00 1.00 - - - - 1.00 1.00 12 Fc. 050 1.66 1.116 1.00 - 1.000 - - 1,:00 1..00 6 Fcp sup 67.5 - 1.00 1.00 - - - - 1..00• 1..00 6 CRITICAL LOAD COMBINATIONS: Shear LC. 111.2 = .6D+.6:•l, V - .12.6, V design 126 Itis Bendi'....gfal: UC 412 - .6Dr,6w, M - 364 lbs -ft Deflection: LC 111.2 - .ISDI.421.1, (live) LC 912 - .6601.42:4' (total) AX1a1 LC 116 = D+t7511,+S+.6w), P 2360 lbs Combined LC. lib = D+.75(6S+.GW); (1 - 'fc/Fc.E) _ 0.70 Support i LC 96 = U-.75(L+St. 6w).; R 2300 lbs, Cap - 6445, Lb = 1.50", Cb 1..2.5 Dr•doad i.=.live S-srow W -wind It -impact Lr -roof- live Lc -concentrated E=earthquake F:11 LC's are i.isted lr. the Analysis output'. Load combinat.lons: ASCE 7-10 / IGC 2012 CALCULATIONS: Deflection:EI 29e06 lb-in2 "L'vc" der- ection Defl.ecc ion from all non -dead loads (live, wind, snow..:) Total Deflect io:l = 1.50(Dead load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance\with the ICC International Building Code (IBC 20.12), the National, Design Specification (NDS 2012), arid. NDS Design Supplement. 2 Please'verify that the default deflection limits are appropriate for your application.. i 3. FIRE RATING. Joists, wall studs, and. multi -ply members are not rated for fire endurance. 1� COMPANY PROJECT ` Summit Structural Design WoodlWorks � June 5, 2017 08:09 SOFIR AAar FOR IVOOD D[rrcN King-Trimmer for 10' Opening Design Check Calculation-Sheet Wood Works Sizer 10.1' Loads: 'Tr..butary 1•li th (ft) Lateral Reactions (lbs): co 0 0 9'-7.5" Lumber n-ply, D.Fir-L, Stud, 2x6, 3-ply (4-1/2"x5-1/2") Support: Non-wood; Bearing length = column width Total length: 9'-7.5" , Pinned base: Load face = width(b); built-up fastener: nails: Ke. x Lb: 1.0 x 0.0 = 0.0 (fl); Ke x Ld: 1.0 x 9.63 = 9.63 (ft); Lateral support: top = Lb, bottom = Lb; Repalitivo factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Additional Data; FACTORS: F/E(psi1CD Cr, Ct CL/cP CF' Cfu Cr Cfrt Ci LC 11 Fv' 1891.60 1.00 1.00 - - - - 1.00 1.00 6 o'+ 700 1.60 1,00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 6 Fc' 650 1.15 1.00 1.00 0.601 1.000 - - 1.00 1.00 4 Fc'comb 650 1.60 - 0..550_ - - - - 5 E' .1.4 million 1:.00 1.,00 - - - - 1.00 1.06 6 Emin' 0.51 million 1.00 1...00 - - - .1.00 1.00 6 Fc' .050 1.1.5 1.00 1.0.0 - 1..000. - - i.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear LC 1,6 = .6D+.6'rl, V = 520, V design = 520 lbs Bendi l•.y l+): LC tib - .6L•+.'6W, t4 = 1251. lbs-ft Ueflect;on: LC 06 - .01.42W (live) LC 06 = .6D+.42E1 (total) Axial LC 04 D,S, P = 6877 lbs' Kf - 1.00 Combined' LC 95 = D+.7S(S+.6x11; (1 - fc/Ecc) - 0.70 D=dead L-live S-snow w=wind 1-impact [,z=roof. live Lr.-concegtrated E=earthquake All BC's are listed in the Analysis output Load. combinations: ASCE 7-i0 / LBC 2012 CALCULATIONS: Deflaetioe.: E1. - 29e06 lb-int/ply "Live_" deflecti'o. Deflection from all non-dead loads (live, wind, snow...l Total Deflection'° 1.56(Uead*Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are.in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NOS Design Supplement. 2. Please verily that. the default deflection limits are appropriate for your application. 3. I3UILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4, FIRE RATING: Joists, wall studs, and multi-ply members are not rated for-fire endurance. Loalbs d Type Disir.ibu[ion Pat- Location (.f tl MayniPude Unit .Cern Start End Stare End Loadl Uaa Axial (Ecc. = 0.00") 2850 l:o&d2 Snow Axial (Ecc. 0..00") 3970 Lbs I,oaa3 tllnd CLC Axial (Ecc. � 0.00"1 2560 lbs I,oad4 Roof constr. Axial (Ecc. = 0.00!') ,2170 lbs Londe Wind CLC Full. Area - -' 30.00 16.OU1 •' psf Self-r;night Dead Axial � 57 lbs Unfaccozed• _S Aral :;is Value Desion Value Anal sis/Desi n Dead [v = 32 Fv' � 206 Snow U.11 Bend l.ny r•1 Eb = 0'62 Wind 666 fb/F`b' a cF •1, Roof Live Pc v 276- Fc' = 666 Fac to red: 0.42 Bial Dearing fe = 7.70 _L_ >R 520 - 2:.! Canbined laxly rompress!on + s de load bending) £a.3.9-3 0.69 Dead Uefl'n ncyliyibie Live Defl'n 0.17 L/G91 0.32 •' L/3G0 0.52 Total Defl'n 0.17 n L/69l Unfaccozed• _S Aral :;is Value Desion Value Anal sis/Desi n Dead [v = 32 Fv' � 206 Snow U.11 Bend l.ny r•1 Eb = 0'62 Wind 666 fb/F`b' a cF •1, Roof Live Pc v 276- Fc' = 666 Fac to red: 0.42 Bial Dearing fe = 7.70 _L_ >R 520 - 2:.! Criterion Aral :;is Value Desion Value Anal sis/Desi n 5 ;enr [v = 32 Fv' � 206 U.11 Bend l.ny r•1 Eb = 0'62 Ftp' '= 1288 fb/F`b' a U. 51 Axial Pc v 276- Fc' = 666 fc/Fc' = 0.42 Bial Dearing fe = 7.70 Fc' _� 977 Ee/Fc' 0.2fl Canbined laxly rompress!on + s de load bending) £a.3.9-3 0.69 Dead Uefl'n ncyliyibie Live Defl'n 0.17 L/G91 0.32 •' L/3G0 0.52 Total Defl'n 0.17 n L/69l 0.40 = L/240' 0.35 Summit Structural Design Project: Miller Ag Bldg Engineer: RKB, Design of; 4x Timber Column Design Values (NDS.3.7) 4X DF-L(N) #1 Fc 1400 le (ft) Fc* 1610 RE E' 580000 FCE/I-c* d 315 Stability Reduction- Cp .1, c 0.8 Fc' (psi) 2c 1.6 4X4 Co Fc perp. 1.15 625 Column Capacity (lbs) 4X6 4X8 4X10 4X12 5 .1622 1.01 0.694 1117 7656 12031 15859 20234 24600 6 1127 0.70 0.558 899 7656 12031 15859 20234 24609 7 828 0.51 0:443 714 7656 1 031 15859 20234 24609 8 634 0.39 0.355 571 6994 10991 14488 18485 22482 9 501 0.31 0.288 463 5675 8918 11756 14999 18242 10 406 0.25 0,237 382 4677 7350 9689 12362 15035 13 335 0.21 0.198 319 391`2 6148 8104 10340 12576 12 282 0:17 .0.168 .271 3316 5211 6869 8764 10659 13 240 U.S 0.144 2312 :2844 4.469 5891 7516 9141 14 207 0.13 0:125 201 2464 3873 5105 6513 7922 1S 180 0.11 0.109 '176 2155 3387 4464 5696 6928 16 158 0:10 0,096 155 1900 2986 3936 5022 6108 17 140 0.09 0.086 138 1688 2652 3496 4460 5424 18 125 0.08 0,076 123 1.508 2370 3125 3987 4849 19 112 0.07 0.069 111 1356 2131 2809 3584 4359 20 101 0:06 0.062 100 1226 1926 2539 3240 3940 1"S Summit Structural Design Project: Miller Ag Bldg Engineer: RKB Design of: 6X Timber Column Design Values (NDS 3.7) 6X DF-L(N) #1 Fc 1000 le (ft) Fc* 115.0 FCE Em i„' 580000 FCE/Ec* d. 5..5 Stability Reduction CP c 0.8 Fc' (psi) 2e 1.6 6X6 CD Fc perp. 1.15 625 Column Capacity (Ibs) 6X8 6X10 5 4006 3.48 0.932 1072 .18906 25781 32656 _IiX12 39531 6 2782 2.4,2 0.895 1029 18906 25781 32656 39531 7 2044 1.78 .0:846. 973 1890.6 25781 32656 39531 8 '1565 1,36 0.785 •903. 18906: 25781 32656 39531 9 1236 1.08 0.715 823 ;18906 25781 32656 39:531 10 1002 0.87 0.641 738 18906 25781 32656 39:53.1 11 828 0.72 0.5.69 655 18906. 25781 32656 39531 12 696 0,60 0.503 578 17498 23860 30223 36586 13 593 0.52. 0.444 511 15.455 21076 26,696 32316 14 511 0:44 0.393 452 13.683 18659 23634 28610 15 445 0.39 0.350 402 12158 16580 21001 25422 16 391 0.34 0.312 359 10851 14796 18.742 22688 17 347 0.30 0.280 322 9728 13265 16803 20340 18 309 0:27 0.25.2 29.0 8761 11937 -15132 18318 19 277 0.24 0.228 262 7925 10806 .13.688 16570 20 250 0.22 0.207, 238 7198 98.16 12434 15051 f • t Surnmit Structural Design Project: Miller Ag Bldg Engineer: RKB Design, of: Roof Framing { Roof Loads DL= 20 psf LL= 20 psf (31 psf Snow) Roof plywood: 1/2" APA rated. Exterior I wood or 056: A I face rain. er endicular to P Y pp Y g. p. P , framing, stagger panels and nail with 8d at 6" o.c. edges and.12" o.c. field. Edge nail at gable ends, drags strap lines; blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T:C. Live Load= 20 psf (31 W.Snow) T. Dead Load = 10 psf B.C. Dead Load = 10 psf Total Load = 40 psf (5:1 psf snow) 1 Typical Headers (U.N.O:) Use 6X12 DF112 r . i' ANCHOR ALLSTRUSSES 4 -0" -0" '-0" OFFSET 0'-5�' -0- a'-0' :s A) MAY. CRDER/HAT TRUSS �. &AN. ATTIC/GIRDER/HAT TRUSS C.E./NAT TRUSS BLACK BETWEEN L/ I n TRUSSES r ` 1L 2%6 LADDERKCA) FRAYING O 3 .3 24' D.C. .1. RnOF FR KAINr PI AN PROMDE 12- 3 1/2' ,1j SCREENED BRAN K�6.d EAVE VENT "'"' I 1 MAN. STANDARD TRUSS W/FlLL HAT TRUSS ATTIC VENTILATION CALCS.: 1200 SO. FT./150-6 SO. FT. 50 FI OF CONT. RIDCE VENT -6.25 SO. FT. 1-14"X18" SCREENED C.E. VENT -1,24 SO. FT. 12-22'X3 1/2• SCREENED E.?4NOC,LA..1 EwE :TNT=0.15 5C. FT. =1.8 SO. FT. TOTAL -8.05 SO. FT. R r c a I III IJ �A�t 3=2%10 O I 3-2X10 O II 801TI CHORD I SOTT. CHORD I:II I L i i i N xoN.11 i iii ui I u iii i iii I I I CI O U O F �N o N O00 N n +� 7 <W i l« aC I I ,. Tl N1 I l N ZgZgN 2� 3-2X10 O 3-2XIU O BOTT. CHORD BOTT. CHORD III A _. I III III III If I � I I lilll NII II �� I I BLACK BETWEEN L/ I n TRUSSES r ` 1L 2%6 LADDERKCA) FRAYING O 3 .3 24' D.C. .1. RnOF FR KAINr PI AN PROMDE 12- 3 1/2' ,1j SCREENED BRAN K�6.d EAVE VENT "'"' I 1 MAN. STANDARD TRUSS W/FlLL HAT TRUSS ATTIC VENTILATION CALCS.: 1200 SO. FT./150-6 SO. FT. 50 FI OF CONT. RIDCE VENT -6.25 SO. FT. 1-14"X18" SCREENED C.E. VENT -1,24 SO. FT. 12-22'X3 1/2• SCREENED E.?4NOC,LA..1 EwE :TNT=0.15 5C. FT. =1.8 SO. FT. TOTAL -8.05 SO. FT. R r c a U COMPANY pROJECT f Summit structural Design June 5. 2017 08:14. 81 ��:: .vOFTiVAaF FOR IfOOD nFsICN Design Check Cilculation Shoot wobdWorks Siier 10.1 Loads: Load Type Di's r[fbucfon Pat -.Location, torn i,^ -t) 'Stitt '' End Magnitude Start End unit Lo41 - Dcac P*nc. F.7etorod: 2.41 _1600 lb.: Losd2 Snow Point 1.0. Min : 'd 1.00• 2790 lbs i.oadl Wind C4C I.int. cL/999 2 11 . 1000 lbs ,.ad 4 Fool constr. Point 0.15 - 2..41 1530 lbs Ser f-woi' ht Dead Full UDL 14.7 tlf Maximum Reactions (lbs) and Bearing Lengths (in) : {- r-2.1" ----- -- -- - ---- r Unf.atorod- Mal. sls Value Doad 439 1466 Snow 646 1'v " Wind 417 L3=7' Itoo[ Llvn 354 1170 F.7etorod: fh.= 1'ot:�l 1111 )63' 1004 fb/Fb' - '0.26 Length :1.00• 1.0. Min : 'd 1.00• bearing lenglh selling; used: 1- for end supports Timboi-soft, D.Fir-L, No,2, 6x12 (5.112"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 3'•2.1"; Lateral support: lop- at supports, bosom -.al supports: - Analysis vs; Allowable Stress (psi) and Deflection (in). u51na Not 2012: Criterion Mal. sls Value Design Val.. Ana'1 .is/Des iqa S car 1'v " 1 F'v-". 194. tv•lFv, _ 0.31 Band ing i iI fh.= 262 F'b' " 1004 fb/Fb' - '0.26 noW b.fl•n. 0.00 <L/999 L1'.ve Dot l•n .0. be cL/999 0.10 - 4/360 0.02' To i Dall'n :0:00 <1./999 0.15 - L/240 0:03 Thqe!3ee: qr point loadd within a distance d of the support hna been included au ,per*OD3 3.4.3.1 Additional Data: FACTDRS: F/E(p3l I.CD CIM Cr Cl,. CF efo Cc Cfrt Ci Cn LCU FY' 170 I.IS I.00 !.00 - - - !.00 1:00 1.00 < Fb' 075 1,15 1.00 1.00 0.997 1.000 l 00 1.00 100 1.00 t'cp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - F-' l.3 mi1:11- 1.00 1.00 - - - - 1 DO 1.00 - 4 E:r,i n' 0.47 m!111or. 1.00 1.0c.- - - 1.00 1�. 00 4 CRITICAL LOAD COMBINATIONS: 5hoaIX64 + b+:•, V - 3550, V design- + 2530 lbs _ eeadI oI.1: LC 64 " D•5; M - 2532 lbs -f, perfection: LC 44 • 0:5 Il ivei LC 84 U•. Icocn!) 0 -dead L+live S -snow IOdw:nd IM1p1nec Lnronf..l.lve Lc coneanti,Itad E -earthquake A1! LC•n n e listed. In the AnAlyl13 output Load comhinacio.. ASCE 7-10 / IOC 2012 CALCULATIONS: Deflection: 91 - 049u00 lb -i.2 - Llve" deflection - Deflgetion from all non -Gael londs Illvo, wind; .snow.-) Tocol Dofloetlon = I. SOID.ad Lone: De flection) 4. Lib. Load beflgctfgm. Design Notes.: i I w0od•NOrks analysis and design aro In attendance with the ICC Inlbnmalional ©u80ing Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity loot the Oefnull oefloCllon limits aro appropiiale! for yourapplIcallon. - 3. Sawn lumber bending members shalt be laterally supported according to the provisions or, NDS Clause 4.4.1.. COMPANY PROJECT Summit Structural Design 4 WoodlWorks © June 5, 201708:18 SOFYWARf. FOR WI B2 Design.Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load .Type, Distiibution Pat- tern Location (•ft). Magnitude Start End Start End unit Lcad2 Dead Point Snow 5.75 --17-30 lbs Lor-3 3,lve Point Roof Live Factored: 5.15 400 lbs l.oad4 Snow Point Length 5.75 1333 lbs Loads U,ind CaC Feint 0. 31 5.75 860 lbs Load6 Roo; constr. Point 0.46,= 5.75 731. lbs Self -we 1ah Dead Full UDI. 1 14.1 Iplf Maximum Reactions (lbs) and Bearing Lengths (in) : 2" Un factored: Analysis value .Design Dead722 .value. 14:y Live 151 47 Snow 504 32.4 Wind 325 5:15 Roof Live Factored: 7.77 454 'Total BeerriigJ: 1360 2.91 Length 1.00" 1.0,7• 'Min re 'd, 1.00- 3.00' mnuw" ucumuiy gong!" 504-- usuq., i rur enu SupPUn5 Timber -soft, D:Fir-L, No.2, 6x12 (5.112"x11-1/4") Supports: All - Timbor-soil Beam, D.Fir-L No.2. Total length: 9'-3.2' Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis value .Design .value. Anal sls%Desi?n, Shear fv = 47 Fv' a 19 fv/Fv = .2. sending(,) fb = 699 Fp' = 998 fb/Fb' - 0.70 Dead Defl'n 0.06 <L/999 - - 1..00 1.00 - 6 Live Defl'n 0.05 <L/999 0. 31 L/360 0.1.6. Total Defl'n 0.13 = L/843 0.46,= .L/240 .0.28 Additional Data: FACTORS: F/E(psi)CD C114 CC Cl, CF Cfu Cr Cfrt C! Cri LCB Fv' 170 1.15 1. Do: ±.00 - - '1.o0 1_00 1.:00 10 Fb'.875 1.15 1.00 1:00 0.992 '1.000, 1.00 1.00 i.00 1.00 - 1'0 Fcp' 625 - 1.00' 1.0.0 - - - - 1.00 1.00 - - 1.3 million 1.00 1.00 - - - - 1..00 1.00 - 6 Emit 0.47 million 1 D 1.(0 - - - - 1.00 1.00 - 6 CRITICAL LOAD COMBINATIONS: Shear:. LC 910 - DiS, V = 1956, v design 1958 lbs Dendi nq l-); LC Of = D>S, M - 6762 los-ft Deflection: LC #6 = D+.75(1.-S.r.42W) Isive) 1.0 e6 - Dr,751L:S,.:42W) (total) ;dead L=11.ve S=.snow W=wind 2 -impact. Lr -roof live 'Lc=concentrated. E -earthquake " All LC's are listed in:the Analysis output Load combinations: ASCE 7-10 / 19C 2012 CALCULATIONS: Def"-.ection: E7. = 848e06 lb -1n.2 deflection Deflection from al'1 non -dead loads (live; wind, snow...) Total Deflection 1.50(Dead Load De.flection). 4 Live load Dofloction. Design Notes: 1. Woodworks analysis and:design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and.NDS Design Supplement. 2. Please verify that the default deflection limits are appropriato for your application. 3. Sawn lumber bending members•shall 00 laterally,supporte.d eccording.to Ihe.provisions of NDS Clause 4.4:1. Ia`I. COMPANY PROJECT .[ t summit Structural Design June 5.'2017 08:23 ..r iWoodWq r ksb 03 OODDEsir, Design Check Calculation Sheet woodworks Sizer 10.7 Loads: Load Type Distribution Pat Location pf.t) -rein: Scat End Magnitude Start 'End Unit Load. Pea 11 All, 123 86.00 1 1' Pat ...d2Duad 207 Full A_ Cil 10-.00 (1.001'. j"f Load) llcadu'-I Arca 157 20.00 13.00)• paf 1. 14 Live Pull Arun .. 40.00 (1.001' P.f Lcad5 Snow Full Area 0. 30 11.00 t?'.001' psf. I.oad6 11i. e": Fut'-.Ace. '30 003.00 psf I.oad7 Roof conal:.. Full Area .... :.......:...,m.,,....,.a.., 17.00. 13.00)• Psf Sri C-n.f nhc Daad F. sit.' UDL 9961 if lbuca[y Nluc Maximum Reactions (lbs) and Bearing Lengths (in) r 6'-2- Unfactor.d: Anal•cis -- Daalon pond 690 Shan:2 Left i.!v. 123 1.00 1.00 9C Snow 207 200 Cil kind !85 Dead V.fl'n �:,/ Ree- lava 157 1.00 - 6 raccoc.d: O.Ot 4L/999 .. Tocol 1081 -- --- S_ ring 0. 30 iuo! Lent) C: 1.00' t41n 'd 1:00' .06 -11111.1-1 n.,•a .... :.......:...,m.,,....,.a.., 9_9_99.., -.. ---- - 1.00 Lumber n -ply, D.Fir-L, No.2, 2x10, 3 -ply (4.1/2"x9.1/4") Supports: All - Timber -soft Beam, D.FIr•L NO.2 Total length: 0'-2.0•: Lateral supporl:.top- full, bottom= of supports: Ropolll(va factor. applied where parmittoo (rater to amino help): Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Ccitoclon Anal•cis Value Daalon -Valu. Anal cin/D.algn Shan:2 Left Fv'1d0 1.:5 1.00 1.(10 - - - 1.00 1.00 1.00 Fv• 'o, 0.13' Dending(.1 fb 200 11, 1709 fli/kli' - 0.2! Dead V.fl'n 0.01 = <0999 - - 1.00 1.00 - 6 Livn Do C.l'n O.Ot 4L/999 .0.20 L/360 0.04 Total Uotl'n 0.03 • <L/999 0. 30 L/240 0.10 Additional Data: FACTORS: F%E(Psi)CD CM Cc CL CF Cfu Cr Cftt CS C. Left Fv'1d0 1.:5 1.00 1.(10 - - - 1.00 1.00 1.00 5, Fb'. 9.00 1. L5. 1.Oo l..')o 1.000 1.:00 1.00 1.15 1.00 1.00 - 5 Fcp' .625 - 1.D0 2.00 - - - - 1.00 1.00 - .. :.6 .111 , 1.00 1.00 - - - - 1.00 1.00 - 6 End n' 0.59 m1111on 1.00 1'.00 - - - - 1.00 1.. 00 - 6 CRITICAL LOAD COMBINATIONS: ' 0ar : LC hU5 D•.151L.Si, V 9114, V a .r, .. '721lbs declg 9 9e.ndirq:.1: LC 6$ • 0+. 757 l.al, ?t 1.49'1 lb.-- ft Da:!act!on: LC 0e - Di.151 L• S,,; 211 i1i.•el LC 66 • D:.75119S.. 42N 1 (total) 0•dead L-Itve 'S=sno:+t;'• L.d t=1r.4,a.c Li=roof live !,c=eonieentc@ced Eceurehquke All LC'a arc tole Cud tn.t;he Analysia output Load combinations: ASCE 7-10 / 13C 2012 CALCULATIONS: 7c flecc leu: EF IS%Od lb-int/ply ive do(/ecU on • O.. ctio:r train all n n -dead loads (live, wind, onow..•I Toca! Uofloetim • 1.504Doud Load O.floct.lon) 4 Live. Load Deflection. Design Notes: I, WoodWofks analysis and design ore In accordance with the ICC Imamallonal Building Code (IBC 2012), Ilia National Design Specificailon (NDS 2012), and NDS Design Supp!Omem. 2. Please verily that the default dofleclion limits aro appropriatefor your application. ' 3. Snvm luniber bending memuers shall he laterally $.Opened according 10 the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is =km ed that each ply is a single continuous member (that is, no bull joints are present) fastened together securely 01 Intervals not a.coeding 4 times Ilia depth and I11.1 W1eh ply is equally loiAoaded. Micro beams aro side -loaded, sW:clal fastening dalails maybe required. AT 5. FIRE RING: Joists, wall studs. and mulli-ply members Ore.nol rated for fire endurance. rt ? COMPANY PROJL•CT Summit Structural Design June 5.201708:2b �/,®� WO' r �S e4 sornvaarr m tvonn nes/cv Design.Check Calculation Sheet WoodWorks Sizar 10.1 Loads: Load Type Dis:.,tibu2fon Pat -'.Location lira Iftl start End Nagnitudo: Shalt End unit 1'v'+.. UeaIP Point. 1101 .1.9.1 31 60lb. 2001 1.701 Load2 snow C.1-1.97 0.01. - Total '4899 lba Loa0. bind cic Point. Longch 1.97 3160 lb. Lond4 Roof conatr. Pinot 0.26 - 1..97 2666 lbs Loads Live Point. 1.97 3360 lb. 8n!f-snlvhc Dead Full UCL 14:7 Of Maximum Reactions (Ibs) and Bearing Lengths (in) 5'-3.2' 5•- f.6' un!: r ed A -V -L. Valu,. llcai , 'i Den 2039 -2127 1197 it vo 1'v'+.. ]5S snow 1101 ;7"7 :!tad hoot' iavu 2001 1.701 "Sf` ,�6L Fa CCb[atl: Dead Be!]":. 0.01. - Total 6960 E'l.6m!lilor: 1..00 1,00 - - soaring: Liv. Dofl•n 0.03 Longch 2,00 ' 6 mi. r", TO .I Da.`1'n 0.05 Tlmbor-soft, D.Fir-L, No. 1, 6x12.(5.1/2"x1'1+114") 'Supports: All- Timber -soft Boom, D.FIr•L 1,10.2 Total length: 5'-3:2'; Lateral support:: top=.at supports, bottom= at supports: Analysis vs. Allowable -Stress (psi) and Deflection On) Usino NOS 2012: Criterion A -V -L. Valu,. llcai , 'i Arialsle/Dos1 1 A6 S0.1 Cr in E4 1'v'+.. ]5S v/1•v 4 aendtng M fb.e 1158 Fb' a IS43 fb/Fb' - 0.95 Dead Be!]":. 0.01. - cL/999 - E'l.6m!lilor: 1..00 1,00 - - - 1..00 Liv. Dofl•n 0.03 <L/990 0.1'7 - L/360 0.10 TO .I Da.`1'n 0.05 <L/999 0.26 - 1./240 0..20 Additional Data: FACTM: F/Eipa2-C-. C11 Ct CL CF cf. Cr in C1 Cn LC8 170 1.15 1. 00 1.00 -- - - 1.00 1.00 1.00 5 1350 1,15 1.00 1.00 0.994 1:000 1.90 1:00 1.00 1,00 - 5 F•:P' 625 1,00 1:00 - - - - 1.00 1.00 - - E'l.6m!lilor: 1..00 1,00 - - - 1..00 1.00 - 6 0.58 ,miJlrorr 1.00 1:.00 - - - - 1.00 1':90 - G CRITICAL LOAO COMBINATIONS: sho5l LC 95. 0.: 71IL-S), V 5960, 'V dpslga $945 :lbo DenCl nq l'*l: LC C5 -164.751 L45), N n 11154 1ii. Deflection: LC 0k D..75(L.5i.42H) IIivo) LC 9E -;Ur. 75'(Lasi.42:4) (tecAl) Dhdead L=1lvo 3 -snow !-wind !air„pact Lr ­ of li•!,; Lcaconcantratotl E'raactbryuaka All LC'a are Listed in aha Antilysin output r -„d cor5irac10na: ;SCE 7-10 / Iac 20tI CALCULITIONS: Detic•ccfon: ET = 1044'00 le -int "Live" defloeelcn - Def.leetfon from all nonrduad loads (live, wind, an. -I Tota! petloccion - 1..50(Dcad Load Deflection) ♦ Live Load Deflection. Design Notes: I. WOWWOAS analysis and dbsighore in occordinao will! Dio. ICC Intornallonal Ouilding Code (IBC 2012), lho National Design Specification (NDS 7.012), mrd NDS Oesign SupplOmont. 2. Please verify )hal Iho default dolloclion 11111:1S.'re appropdato for I-our.application; 3. Savin lurnbLr bantling mo.nbers shall be talerotty supported accortlind to llio,proylslons of NDS Clause 4.4.1. 41 COMPANY PROJECT ' �' SummlP$IruUurGl Doslpn { n Q June S, 2017 08:2.0 t y SCI Wo. /1/0 r<a BS sarnv�Arrou lvnon»�sn;.v Design Check Calculation Sheet woo0wofks Sizer 10.1 Loads S,oad Typc D:ac'1•ibucion Pat- ten; Location fit) 3c.1t End Nnpnitutic St:irL End Unit !,oadl Deed- _ t'U 1 Alen20.00126.50). tv E'v U.. ps Ldad2 Li- Ful 1 }iron lb/Fb' - 0.24 Dean Defl'n 40.00(2.6.50)• paf Loed7 Snox Ful! Aron Livo Ii.a.. 0.00 • 71.Ob (26. 501• pot Load4 Aind CiC FL 11 i.ren 0.01 <14/999 20.0012G. 50)• pet Loads hoof 4:-tr, Full Area 17.00f26.50),• psf Self-iohc -1.1Dead il•!:1 init.14,.7 j f Maxiriu rn Reactions (lbs) and Bearing Lengths (in) 3' -2 - Un Factored• - 7+ ! Uaud 662 Ti Ll vo 1675 snow 1.302 wind 840 130" Neo! Livo 714 540 Factored: Y14 Tocnl 3416 Acari ny: 7:?ri .argtht 4in _,Id Tin her -soft; D.Flr-L, No:2, 6x12 (5.1/2"x11.1/4") Supports: All - Timbor-soft Beam, O.Fir•L No.2 Total length: X-2.0": Lateral support: top- no supports, bottom- al suppods; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS,2012 C:itut: nn Arat sin Valiw:m nia� V•�luo Annl si./D.c inn S, car [v • P,--i9S--- tv E'v U.. senp!nVf•i fb " 241 Fb' :" 1004 lb/Fb' - 0.24 Dean Defl'n 0.00 a cL/999 ' Livo Ii.a.. 0.00 • 4L/999 0.10 '- L/360 0.04 Tocnl Deft'n 0.01 <14/999 0.15.> L/24o 0.04 Additional Data: FAC01,5: P/E!pei)CD C, c . Ci, c Cfu Ct Cf rC C1 C. LC® F'v' .170 !.15 1,00 1.00 - - !,00 1.00 1..00 5 Fb'• 815 ..[5 1.00 !.0o 0.557 1.000 1.00 1.00 1.00 i.00 - 5 Fep' 62 1 5 �- ).0O i.o0 - - - .00 1.00 - - P.' 1..3 no, j l ion 1. Go 1.00 - - - 1.00 1.00 - 6 :mt:r• 0.41 million 1.00 .1.00 - - - - 1.00 1.00 - 6 CRITICAL LOAD CORIBINATIONS: Sn;:.i[ : LC 45 o+.7s IL+ -s), V • 3016, V design " 1100 1bs Oond!nq I.1i LC 45 D,751L•.$), 4,• 2726 lb -1 - De - Clectlon: LC 46d p:, 75l bi SF.4'J.SaI Ill Vet !,c B6 D:. 151 L: S•.42u1 Icarnll U-dmd L -live .^•soea. Wind Lr=noot ti- Lc•concentratud E -earthquake ere 1'!ated I,.eh•; Nin]ya 1.a output' Load cbaL[nnci ors,: ,n5C4 '-t0 / TUC 2012. CALCUL! TIONSb Dc!loctt oil "F.3 • 54eco6 "L(vo" ctaflect len- Ueflocrion horn .1.1 nor.-eiaad Fonds hive, wind, s nw_1 Total Rof lc•<iion 1. SOlue:id Loud pofloctionl F Li- 4oed neflueelon. o. Design Notes: 1, w000WorkS 0110lyMo; and design aro In accordance witb Iho.ICC InICnlational Building Code (IBC X2012), the National Design Specification (NOS 2..012), and'NOS Design Supplemmhl. 2. Please verify 11101 the delaVII.C16000II06 limits are appropriate. forpour.app!icaiion. - 3 . Simon luniberboncing members shalt be talerally suppooled eecordulp to the proyislons of Nos Clause 4.4.1. J �) COMPANY PROJECT p�! 'Summit Structural'Oesign Wo 0 ,©gyp(, Wo � � l�June 5,2017 08:31 6�7Sv3�llI000n\vGm 86 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 6'-2,. _ Dead 129 Snow 191 12.q Wind 123 19; Roof Live '105 12.1 Factored: 105 .Total 328 Bearing: 3L? Length 1.004 Nin: re 'd I !.00' ,Ort• 'Minimum Doering length selling used: 1" for end supper,s - -_ : • t)0' Lurn er•soft; D.Fir-L, No.2, 2x6,.(1 -1/2"x5-1/2") Supports: All - Timber -soft Beam, D:Fir-L No.2. Roof joist spaced at 24.0" dc: Total length: 6-2.0" Lateral support: top=full; bottom= at.supports; Repetitive factor: applied where permitted (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (int a,,e Crile: ion' Load Tyj>e v 180 1:15 1.00 - - 1..00 1..00 1..00 Fb'4 900 1.15 A..00 1..00 1,000 1.300 1.00 1.1.5 Shear .Val ue 4ii Design _.Value F:v' n -.2.07 Anal sis/Desi n fv' F'v' 0.2-t 4 Oend!ng(r> fb - 763 Distribuhion1. Pat- [vocation (ft) Magnitude Unit Deflection: LC !i4 - D+S' (Live! F.oadl Dead _ F,u Area 'tern S.tart End Start End -f 0.12 = L/636 0.30 L/240 l.oad3 Snow . Full Area Deflection = 1.50(Uead Load Deflection) + Llve Coad Deflection. .00 (24.0)' Ts l:oad4 hind CAC full Area 31.00 (24.0)' 20.00 (24.01' psf psf Load'$ Roof. constr.. Full Area 17,00 (24.0)• psf Sel:f-wei ht 'Tc Ui:rw ry w: r Dead rn,• Full. L'DL 2.0 'lf Maximum Reactions (lbs) and Bearing Lengths (in) : 6'-2,. _ Dead 129 Snow 191 12.q Wind 123 19; Roof Live '105 12.1 Factored: 105 .Total 328 Bearing: 3L? Length 1.004 Nin: re 'd I !.00' ,Ort• 'Minimum Doering length selling used: 1" for end supper,s - -_ : • t)0' Lurn er•soft; D.Fir-L, No.2, 2x6,.(1 -1/2"x5-1/2") Supports: All - Timber -soft Beam, D:Fir-L No.2. Roof joist spaced at 24.0" dc: Total length: 6-2.0" Lateral support: top=full; bottom= at.supports; Repetitive factor: applied where permitted (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (int a,,e Crile: ion' Aralsis. FACTORS: F/E(psi)CD C14 Ct CL CF CfuCr Cfrt Ci Cn '1.00. v 180 1:15 1.00 - - 1..00 1..00 1..00 Fb'4 900 1.15 A..00 1..00 1,000 1.300 1.00 1.1.5 Shear .Val ue 4ii Design _.Value F:v' n -.2.07 Anal sis/Desi n fv' F'v' 0.2-t 4 Oend!ng(r> fb - 763 Fb' _ -547 fb/Pn' - 0:49 j Dead Def ]'n 0.04 - <L/999 Deflection: LC !i4 - D+S' (Live! Live Defl'n 'focal 0,06 - <L/999 0.20 - L/360 0.28 Load combinabions: ASCE 7elO / 15C 2.012 Defl'n 0.12 = L/636 0.30 L/240 0.38 Additional Data: - -- - FACTORS: F/E(psi)CD C14 Ct CL CF CfuCr Cfrt Ci Cn '1.00. LCIFv' 180 1:15 1.00 - - 1..00 1..00 1..00 Fb'4 900 1.15 A..00 1..00 1,000 1.300 1.00 1.1.5 4 1.00 1,.00 - Fcp' 625' - 1.00 1.00 - 4 - - - i..00 1. 00 E' 1.6 mi 11 ion 1..00 1..00. - - - - 100 - 4 .1.00 Emir0:58 mi 1. lion 1.06 1 D - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shanr : LC 94 -x D+ s,* v = 316, V design 2.64 lbs Senciing(q: LC A4 = DSS, ; _ 481 lbs -ft Deflection: LC !i4 - D+S' (Live! LC 114 - (N -S (tot n'1) D=dead L=live S -snow 41wa`_hd 1=impact. Lr --roof live !X -Concentrated E -earthquake All LC's are listed in the Analysis output Load combinabions: ASCE 7elO / 15C 2.012 CALCULATIONS: Deflectimi: E! = 33eO6 lh-in2- "Llve"deflection 4 Deflection from all non -dead .loads '!live, -wind, snow._) ':uta! Deflection = 1.50(Uead Load Deflection) + Llve Coad Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance wilh the ICC International Building Code (IBC 2012), the National Design Spocificagon(NDS.2612.). and NDS Design Supplement 2. Please verify that the default deflection limits er0 appropriato for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 4. FIRE RATING: Joists, wall slugs, and multi -ply member.aie not rated for fire endurance. 1;�_ Design Check Calculation Sheet WdodWorks Sizer 10.1 Loads: Load Type Distribution COMPANY summiPStructural Design PROJECT euWood;Works i� Full Ares June 5. 20W 08:32. ps Load3 SOFrivAREFOR WOOD MS16'1V Full Area 31.00 (24.01, B7 Design Check Calculation Sheet WdodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude tern Start "End start End. .Unit Load Dead Full Ares 20.0 (24.0)' ps Load3 Snow Full Area 31.00 (24.01, psf Load4 Wind CsC Fuld. Area 2.0.00 (24.0)' psf ;.oad5 Roof constr. Full Area 17.00 124.01• psf Self -weight •r; h��tar" to ... Dead ra r;..t Full UDL '2.0 PIC Maximum Reactions (lbs) and Bearing. Lengths (in) : 3'-8" Ur.Cactored: --- s r Dead 77 fv Snow 114 207- Wind 73 1:.4 hoofLive 62 1547• Factored: Dead. Defi'n Tocal 195 --' Deflection: LC 04 - D+S (Dive) Dearing: Live Defl'n Length 1.00' -' L/360Tota! Mi" rea d 1.00• length setting used: 1" for end su000rls -- 1.00' _- -Minimum bearing Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-112=') Supports: All - Timber -soft Beam. D.Fir-L No.2 Roof joist spaced at 24.0" o/c; Total length: 3'-8.0 Lateral support: top= full, bottom= at supports; Repelltiva factor: applied where permitted (refer'to online help); Analysis vs. Allowable Stress (psi).and Deflection (in) using NDS 2012' Criterion Anal sis Value Do:, Value LCti Slear fv = 7.4 FW =" 207- eer:ling(+1 fb == 265 Fb'" - 1547• Dead. Defi'n 0.00 <L/999 Deflection: LC 04 - D+S (Dive) 7n] Live Defl'n 0.01 <L%999 0.12. - L/360Tota! Defl'n 0.01 <L/999. 0.18 = L/240 Additional Data: FACTORS: F/E(ps:i iCD CH Ct Cl. CE' Cfu Cr Cfrt Ci Cn - LCti Fv' 180 1.15 1.r0 1.00 -1.00 1.00 1.00 4 900 .1.15 !.au' !,d0 1.000 !.300 1 00 1.1.5 1.00 1.00 - 4 Fcp' 625 - i.00 i.00 - - - - 1. OD 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin0.58 mil lion; 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear. : LC 84 = D- S, y - 186, v ins.ign .1.34 lbs Bending (4): LC 94 - D+S, X.= 167 lbs -1.'t Deflection: LC 04 - D+S (Dive) LC 114 y D+S (total) D=dead L=live S=snow 14=wind I=impact Lr -roof live Lc -concentrated E=earthquake. All LC's are listed* In the Analysis output Load combinacions: ASCE: 7-ig / IDC 22012 CALCULATIONS: Def.LecCion: 'cl 33e06 lb -int "Live" deflection - Ceflection from a'11 non -dead loads (live, wind, snow...) Total Deflection. _1 1.50(64ad Load De"flecr--son) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance viilh (he ICC International Building Code (IBC 2012),'Uie.Nalional Design Specification (NDS 2012), and NILS Design Supplement. 2. Please verily that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and mulli-ply members are not rated for fire endurance. a•*n • COMPANY PROJECT - "'' Summit Structural Dosign dl Works° June 5, 201708:35 IF. soFrlvaRe.rOR. 14100n nerren- B8 Design Check Calculation Sheet WoodWorks.Sizer 10.1 Loads: Load ) Type Distri.butl on Pat- teen Location (ftl Start End. 'Magnitude Start End Unit Loadl Uead Pull Arca20:00(.1.25)'- Hind 2220 53'10 psf Load3 Snow F1i 11 Area _ 11;945 Live Defl'n '31.00(21.25)• psf Loae.4 Hind CaC 'LI].! Area 0.31. = L/380 Length 20.00(21.25)' psf LoadS Roo. constr. ru11 Area 17.00(21.25)' psf Load6 Dead 2oint 10.04 1200 lbs Load? Snow Pod r,t 10.04 1984 lbs Loade Wind r_SC Point 10.04. 1200 lbs l,oad9 Roof constr. Point 10.04 ;1080 lbs Self -mel ght "ributar t^ dth Dead If Full UDI, - 14.7 if y •t t Maximum Reactions (lbs) and Bearing Lengths (in) I i t I Timber -soft, D.Fir-L, No. 1, 6x12 (5-112"x11.1/4") I Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-4.4'; Lateral support:,top= at supports, bottom=. at supports: Analysis vs. ;Allowable Stress (psi) and Deflection (in) using NDS 2612 - Criterion ! Shear. Unfactored: - -- --• -' Anal sis/Desi n Dead. 22295 1\r' _, L95 Sno•" ,3442 :+539 fir - 1508 Hind 2220 53'10 Roof Live 1887 3464 Factored: _ 11;945 Live Defl'n Total l 5876 '- 0.46 Bearing: _ 9125 0.31. = L/380 Length _ 1.71 --' Min read 1.73. 2.65 I Timber -soft, D.Fir-L, No. 1, 6x12 (5-112"x11.1/4") I Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-4.4'; Lateral support:,top= at supports, bottom=. at supports: Analysis vs. ;Allowable Stress (psi) and Deflection (in) using NDS 2612 - Criterion ! Shear. Anal sis Value Design Value Anal sis/Desi n rv+ - 116 1\r' _, L95 fv' Fv' _-0.59 Sending( -) fir - 1508 Fb' = 1534 fb/Fb' a 0.98 Dead Defl'ii 0.10 = <L/.999 ' Live Defl'n 6.16 = L/777 0.34 = L/360 0.46 Total Defl'n 0.31. = L/380 0.51 L/240 0.62 c::n a gisc.ance d of the support has been 1r.Clt:Led as per NDS 3,4.3..1 Additional Data: -'- FACTORS: P/6(psi)CD C1.14 Ct Cl. CF Cfu Cr C'frt Ci Cn LCH Fv' lid 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 F'b'+ !350 1.15 1.00 1.00 0.980 1.000 1.00. 1.00 1.00 1.00 - 4 Pcp' G2.:T - 1.00 !,JO 1.00 1.00 - - E 1.6 -mil lion 1...0 ri .1.00 - - - - 1.00 i.00 - 4 Ervin' 0.54. n4'11 i6n 1.00 1.00 - - - - 1.00 1.00 - 4 CRI'T'ICAL LOAD COMBINATIONS: Shear : 11C fit' - U+5; V - 8789, V design' = 4786 lbs 8e11df n9(I1 : I,C 4r, . D,.S. !q - 1A581 lbs -.'t Defl.ecti.on; I:C Ifo = U+S (live) LC 114 m DrS (total.) D=,dead L=live] S=snow 'W -wind 1 -impact, Lr=roof live Lc=conconItrated E=earthquake All LC's are aisted in the Analysis output: Load combinacions: ASCE 7-10 / 18C 2012 I CALCULATIONS: De `lection: 1044eU6 lb-.in2 i "Live" deflection = Deflection from all non -dead loads (live, wind, snow-.) Total Defl'ect;ion 1.50(Dead Load Ueflect7.on) .- Live Load Deflection. Design Notes: 1. WoodWorks analysis and dosign are in accordance with the ICC International Building Code (IBC 2012), the National Design Spocificalion (NDS 2012), and NDSDosign Supplement. 2. Please verify that the dofault.dofloction limits are' appropriate for your application'. 3. Sawn lumber bending mcmti'ors shall be laterally supported according to the provisions of NDS Clause 4.4.1. i , f t m COMPANY PROJECT Summit Structural Design June.S, 2017 08:38 tWood'Works"v1: B9 Design Check Calculation Sheet WoodWorks.Sizer 10.1 Loads: Load TypeDi:sEiibu tion Pat- .tern -Location lft) Start End * Magnitude Start End Unit !Aad Dead _ P011tt Length 4.00 280.0 lbs Load? 5row Point 0.05 - 4.00 4340 lbs Load8 i•]ind.C&C Point 51,/999 4.00 2800 lbs Goad9 Roof constr. Po1nt 0.'40 - 4.00 2380 lbs Self-wei he Dead FuLL UDL 14.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) 8'-2.2" Un -factored: Dead Snow Wind - 1491. ;47H 2219 2t2± 143?. Roof Live 66 1217X36 Factored: _. Total 3799 Bearing: v Fv = 0.0 Length 1.11 Min road l.06 1 1.11 1538 Timber -soft, D,Fir-Li No. 1, 6x12 (5.1/2"x11.114") Supports: All - Timber -soft Beam, D.Fir-L No.?. Total length: 8'-2.2' Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Ana]. sis Value I Des i'on Value Rnol sls/DesiCn shear fv =r Cfu Cr Fv' _ -9 v Fv = 0.0 Bending(+i fb.- 15U5 !b' - 1538 fb/Fb' m 0.98 Dead Defl'n 0.05 - <L/999 4 Fcp' 625 - 1.00 1.00 - - - - Live Deft. n 0.00 - 51,/999 0.2'1 - L/360 0.29 Total Defl'n 0.16 - L/615 0.'40 - L/240 0.39 Additional Data: FACTORS: F/Eips!)CD 04 C CL CF Cfu Cr Cfrt Ci Cn LC4 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'- 1350 l.!5 i.!l0 1.00 0..991 1.000 1..00 .1.00 1.00 1.00 - 4 Fcp' 625 - 1.00 1.00 - - - - ]..00 1.00 - - E` 1..6 million 1.•00 !.00 - - - - .1.00 1.00 - 4 Em!n0.50 Ill 1.L'ian 1.06 1.00 - - - -. 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear :. LC 114 - D+S, V - 3710, V clesign = 3695 lbs Bending(+): LC !!4 - DIS,. M - 14554*lbs- ft Deflection: LC 94 - D+S (five) LC 94 - D+S (total) D -dead L.=!ive S-sno:.• 8=wind 1=impact Lrutoof Live Lc -concentrated E=earthquake. All IX 's are listed in the Ana- lysis. outpCt 1 Load combinations: ASCE 740 / IBC 2612 CALCULATIONS: Deflection: E1 = 1044e06 lb-ln2 "Live" deflection - Defleetior: from all nun -dead loads llive, wind, snow...) Total Deflection .- 1.50iDead Goad Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design aro in accordance with the [CC Inlernalional.Building Code (IBC 2012), the National Design Specification (NDS 2012), end NDS Design Supplement. 21 Please verify that the default deflection limits aro appropriate. for your application. 3. Sawn lumber bending members shall be laterally.supported according to the provisions of NDS Clause 4.4.1. J COMPANY PROJCCT Surrlmil Structural D esign 7Wood'Works"' June 5;201OB:L2B10 tl Desigri:Check Calculation Sheet woodworks Sizer 10:1 Loads: Load Typ. Dlstci Uutlon Pn t•• cert: Lection Ifrl :Nagnitudn Start End Start End Unf [. ontlL Uoa Pornt W;nd '2040, Us Load? snow Point Faccorcd: 1.00 2170 lbs Loadl f<i rd C4C Point I'. c' 1.00. 1100 is. Load, Roof cotmr. Point N'n r 'd T,OO 1190 lbs LOWd5' Li vO Point 0.08 1:00 lha SOJ'f=weight Dend Pull IIDL ,1760 '111 if Maximum Reactions.(Ibs) and Bearing .Lengths (in) : Un'aCtnr<d• Dr,d 170D - -- 1,1 v0 :431 1v• -n• Snow1760 t'v.' • 12 •i W;nd 1111 4 2 Roo! Ll v. 970 259 Faccorcd: Uead 0af1'n _ 1120 Totnl 4615 - -- --- I'. c' Li vc0.01 - Length-- 0.Vt a L/360 N'n r 'd 1.34 1.40• -minimum Uoannp 1en01h smunp used: t" far.entl -Supports - -- :,en' l'Imbbr-soft, D. -Tim No:2,,sx12IS•1!2"x11-11d") SupponsrAll • Tlmbersoll BDam; D.Fir•h Np.2 Total Icnglh:'5'-2.3•; lateral support: lap- at supports, bollomc ot'suppons; Analysis vs, Allowable Stress (psi) and Deflection (in) using NDS 2012: C[itcri on lura! s vnluo UesJ qn vniuc Arial sta/Drsien Shear 1v• -n• 'i1 t'v.' • i./lr-- - Fv' • 0.40 ucndin0lvi [o 400 t'b' • 1002 fb/Fb' . 0.40 Uead 0af1'n 0.01 <L/,99 - 1,00 1. 00 - 6 CRITICAL LOAD COMBINATIONS: Li vc0.01 - <L/959 0.Vt a L/360 0.06 t Toal Dofi'n 0.02 L/991) 0.2$ 1,/240 0.08 ,, u v. cnr aupporc hna been lne!ede0 as per NDS 3.4. 3.1 - Additional Data: -- FACTORS: r/E(pa1.ICO CN Ct CL CF -l:fu Cc Cfrt C1 Ca.. LCD - 170 1.15 1.00 1..00 +1.001 I I. 1.00 1.00 S F'b'. 875 11.5 1,00 1.00: 0.995 1.000 :. 00. 1..00 1.ON 1.00 - .5 Fcp' .25 1-.00 1..00 - - - -- 1.90 1.00 - - E' 1.3 million 1.00 1.00 -- - - C(:mi - 1.00 1.00 - 6 n' 0.47 million 1100 1.00 - -. - - 1,00 1. 00 - 6 CRITICAL LOAD COMBINATIONS: - 3liear LC 95 • p+.75(l4S), v - 43-0i, V cletdgnl 3873 lbs 8undingl•lr LC YS • P.v.751 L�S1, 14 3865 1Ls-ft Defleccior,: LC 96 = U4-.751L•S+.42N) (1i ve) LC 16 0a•;5(1,4S�.42r) (total) D•ticad '--live S•nnow tc•wird f•i:-pacc Lr+[oof. live ;t'•concentrated E•unrchqunl:o All LC's ace llstnd in the Analysis dutput. Load cu.-hinat:ons: ASCE 7-10 / 130 2012 CALCULATIONS: 7<fluc::ori: E1 840.06 lb -int "1.:v Ec!lection DeflOCClon from all-non-dcod loads (live, wind, 3now-.1 Total Dufl.eecidn - 1.50(.1).61! Loud Deflection) + Llve Load Deflettlon. Design Notes: - I I. WooONPors anolysis llntl (ICS1911 hra In:3000rdanCe JAh lh the ICC pernational Building Coda (IBC 2012); the. National Design Spocl!icalitin (NDS 2012).'mm id NOS Design Suppla^nL 2. 111 vodkly Thal the default dellOclion gnil15'Orp opproPnite for your apolieallon. 3. Sam Iurabdr bending members shall bo•mterally supported aceorcting to he provisions of NDS Clause.4:/.1. N 'COMPANY PROJCCT Summit Structural Design •• WoodlWorks �1 June 5, 2017 08:43 all Y001-nnVAAe{. PfiR woos nnrsir-Y Design Check Calculation Sheet Wocaworks Sizor10.1 Loads: Loaf Typv DSatr111110 :.1 Pat r tre:lr Leen ci on ,(4t1 se.it IndSearC Yagnlcudc End Unit Wndl Uund Ful 802 631 0(1tl:331' pet Load2 Li vo F'ull A— 0.00 •<L/990 F•nccored: 40.00(10,00)• pef Londe Snew F1.2.1 Aren avnrin0: = 574 lbs 31 00.(18.73)• pc[ LagA4 ifind CCC Full At,. 1.00• :. UG• 20',001.16.331• piC Loarl5 RooI 60nstr. Frill Arca A11 LCare listed in the Ana lyala, output 11.00116.33)• psf Se'r-wof hc" �•bnnd• Fu 12 UDI. 14,7- if Maximum Reactions (Itis) and Bearing Lengths (in) : Un Cnccorod; - _, Dorf ou \eldc. Bund 530 -' 1: i,ive 633 5,1.0 Snow 802 631 W! Ad 517 3n7 Roof Li vo 440 0.00 •<L/990 F•nccored: 0.02 ;0 Totnl ICq,S 0..02 avnrin0: = 574 lbs 1049 L. igch 1.00. -- Min tea'N 1.00• :. UG• 'M1gMR.- n-ocanag length selling used: l- 107 end 5uppods - - __ 1.00. Timber -soft; DiFir-L, No.2, 6x12(5 -1/2"x11-1/4") 1 Supports: All - Timber -soft Scam, D.F!,C N0.2 Total lenglh: 3'-2,0"; Lateral. support: top- al.suppons, bottom= a1 supports; Analysis vs. Allowable.Stress (psi) and be (in) using Nos 2012: C r.i rorf on Annl•clo ea l.uo Dorf ou \eldc. Anna niA/DSolnn Shonr 1: Fv�- tv F'v U. U7 Bcndingol fb - 12S Fb• - 1i;n fD/Fb' • 0.13 Dmrd Doft'n rie911yfblo 1,00 - ' Li vS Uufl'n 0.00 •<L/990 0.10 a 1:/360 0.02 Tacn2 Dcfl'n, 0.00 <L/059 0.15 = L/24.0 0..02 Additional Data: FACTORS: F/C(pai)CD CM C CL C Cf. Cr Cfrt Ci CA LeftF•+' 170 1.:5 l.00 1.00 - - 1.,p0 1.00 1.00 5 Fb'+ 67S 1.:5 L.00 1.00 0.09-1 L.00 3.00 1..00 1.00 - 5 _1.000 Fry' 625 - C.00 1.00 - - - 1.00 1,00 - E' l,J n2111on 1.00, 1:00 - - - - '1.00 1.00 - 6 Fmin' 0.47 .Illior, 1.00 1.00 - - - - 1.a0 1: 00 - 6 CRITICAL LOAD COMBINATIONS: Shen: 1 LC '95 •. D+.751Usl, v. 1574, r: doaion = 574 lbs Bending(:): 'LC 45 p.,75,IL.SI, 14 • 1213 -16r -it Dell oa[. Curt: LC -s6 a Ds, 751'Ls$i„42W1 (livol LC 80 0+. 752is..42Y.1 !co[u21 U•dond. L+five S•anow If•wlnd lT2mpoct Lr-rooC 1'1vn Le•eoneentrne aJ E•onrthyun 'a Y.0 A11 LCare listed in the Ana lyala, output Lead eoirh lnnciona: ASCE 7-10 / laC 20:12 CALCULATIONS: orlect to El 8.48505 1h1`2 "Lt Vo" def loco ion Oei [l�:cloh` Cro. all' non -dun,! lnoda (],ive,wind, no a x Tot -Al Duflocc Lon + 1:501Dtad Load Oo[loetfbni + I.fve. load Uufleetlon. -y Design Notes: L MoMorks analysis and design are in occoraanw with the ICC International Building Code (IBC 2012), the Nalional Design Spaciricalion (NDS 7012), and NOS Design Supplement - 2, Plenso verily that the default deflection limits me Oppropriolo foayour application. 3. Sawn lumber banding members shall be laleralty'supponed according io Iho provisions of NDS Clause 4A:t.