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5296 Pierson Court
I* � I i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:4=zi +AJ Job Address C, Permit Number:�� ❑ No one available for inspection: Tim�MfPM Re -Inspection required: Yeses No 1 ..- .-- When corrections have been made, sc edule for re -inspection online at: http //www.ci.wheatridge.co.uslinspe tin i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: n W 5 Job Address: 4f� c_)9 L -P ► r 5 �r r �- Permit Number:�'� (; ? d' ❑ No one available for inspection: Time. # ' AM/PM Re -Inspection required: Yes f;No 1 t, ",/ When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. uslinspection Date:.i� Inspector:_ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: r'fC Job Address: c i c C Permit Number: ?:o u V t ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No/ \-` When corrections have been made, schedule for re -inspection online at: h ttp✓/www. ci. whea tridge. co. us4nspection Date:_0 * 1 S * 7 v2L) Inspector DO NOT REMOVE THIS NOTICE 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: a V \-D rr� L Job Address: -r r N C_ "�C)a - Permit Number: r v b Q r U J No one available for inspection: Time AM/PM Re -Inspection required: Yes) No When corrections have been made, schedule for re -inspection online at: http://Www.ci.wheatridge.co.uslinspection j It) - ?. ()-? Date:LInspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Basement Finish PERMIT - 202000594 PERMIT NO: 202000594 ISSUED: 03/31/2020 JOB ADDRESS: 5296 Pierson Ct EXPIRES: 03/31/2021 JOB DESCRIPTION: Partial basement finish, 2 bedrooms, one bathroom and sauna. Square footage: 1,016 *** CONTACTS *** OWNER (720)989-9141 PENNINGTON SONDRA GC (720)808-6099 STEVE LINDSEY SUB (303)378-1038 MARTIN O'LAUGHLIN SUB (303)594-1951 JEREMY BROWN SUB (720)244-0493 SHANE/BRANDON MCNITT 090296 LINCO ENTERPRISES 110059 OMNI CONSTRUCTION SERVICES 130009 LOGISTICS PLUMBING & HEATING 160036 MCNITT BROTHERS HEATING & AIR *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 36,020.00 FEES Total Valuation 0.00 Plan Review Fee 377.03 Use Tax 756.42 Permit Fee 580.05 ** TOTAL ** 1,713.50 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. A City of Wheat Ridge Residential Basement Finish PERMIT - 202000594 PERMIT NO: 202000594 ISSUED: 03/31/2020 JOB ADDRESS: 5296 Pierson Ct EXPIRES: 03/31/2021 JOB DESCRIPTION: Partial basement finish, 2 bedrooms, one bathroom and sauna. Square footage: 1,016 I by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The isvance or grantipg of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any app ca e c de or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 4xvwl Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City i)f Wheat I d > Co mmumiN, DINI-101`MEN1 Building & Inspection Services 7500 W. 291' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDcimheatridge co.us FOR OFFICE USE ONLY Date: Plan/Permit # Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: S " 1. R_ to >J L l W N L k k (7� Property Owner (please print): S pN QE Mu 1 Jb , v . VtXTI, w N404Td" Phone: 30 6S3 d 3 Property Owner Email: Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer E-mail: Contractor Name: L- I N C O L N I C (_V C_ 6 C 5 L L C Phone: City of Wheat Ridge License 0 y Phone: TU 7> 7 '5 7� -7 =� Contractor E-mail Address: `\ (oL L N(Z ` 13 5 Ca G &i C d -n For Plan Review Questions & Comments (please print): CONTACT NAME (please print):_ S" 16 wo i.LA(_ Phone: -7 u - 7 ' S 3-7 `( CONTACT EMAIL(p/ease print):_ lCo �A� T�3 5 C C� nni r" oma• Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Lp r,. is li c i Mechanical: Mc N ,Tr t3�o 41� W.R. City License # W.R. City License # W.R. City License # C �� 1005 I 1 I)0001 � boo ( Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. GA—.,e11eQT �1N1SYIUtJEIt1151tE1� V� toi6 5'luhcC Frei &60') CVNDttVUN. ��C%' 1��1Yi 2c�u6Lt l>1 ��,ul_t� 5/�UvP< o�XLI S7Vo S 1,, ALL KvkL,+ leC'21�t r PLv�t31�1� YU C JAi kL � EL�C;2C4L Ft(R6LCoc;<IN6 2 1K fNSvt A�tUN I'U 4JJC--r-Vfze.t;v7l. Y trF!Sf1kJ.6- Sq. FULF 10 1G BTUs r'-- 0 v b t>> S , Fl j A L_ Cao r ti Ua(LYW AIZ(< . Fk-) Uj4C5_ CvR-Rt✓ uTC } ta��l5<uL D !� whLt 5 i'�� �6�:N� Y �,3c!�t�t.5 Gallons Amps Squares For Solar: KW If of Panels Requires structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 15, , L-( 0 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work Under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application_ I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) c(�4'ON�T2fC Larrt(AUTHORIZEDREPRESENTATIVE) of (OWNER) C`O.M1'TR.9CTO `Sieoature (first and last name): �/✓' p1(`f t L l�U C c kr1 DATE; ' } 1 j� Zr� 2 G Printed Name: 1� ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer. DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: �City of Wh6atl�dge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: 5 �16 P! 0-5a t-) CT Permit #: General Contractor: L f N C U z. �- I Electrical Sub -Contractor Company Name: C) NL Ni Phone #: '� 03 3� 5 - State License #: -7 6 � � Master #: SSS 3 Wheatie License #: C)d S 9(required field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: Lo G) Stn c 5 Phone #: _120 - State License #: 1 9 � S Wheat -Ridge Llce�se #: l 3,000 Signature Master #: l 36.601 (required field) Date I Mechanical Contractor I Company Name: 1 " C N 17 l�P_00(f1' > Phone: 0 et " 3 NVhe dgc License #: t t7 00 (required field) Sign tore of Authorized Agent Date Dina Kemp From: no -reply@ ci.wheatridge.co.us Sent: Friday, March 20, 2020 6:49 PM To: CommDev Permits Subject: Online Form Submittal: Residential Interior Remodel Categories: Dina, Payment Issue Residential Interior Remodel This application is exclusively for Residential Interior Remodels and other scopes of work which do not have a specific form already available. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address Attach Electronic Payment Form - **DO NOT ATTACH RANDOM DOCUMENTS** 5296 Pierson Ct Sondra Pennington and Keith Warburton 720-989-9141 Field not completed. Electronic Payment Form 202003161614204628.pdf CONTRACTOR INFORMATION Contractor Business Name Wheat Ridge Contractor's License Number (This is Linco Enterprises 090296 1 a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address Retype Contractor Email Address DESCRIPTION OF WORK 720-837-5372 jkollartbs@gmail.com jkollartbs@gmail.com Scope of Work Partial basement finish. Unfinished basement in good condition. 1016 sqft. 2 bed, 1 bath, sauna. Framing all to code, floating walls, 2x4 studs on 16" centers, fireblocking. R-19 insulation currently installed. ALL Plumbing, HVAC, Electrical to code. Plumbing rough only, HVAC and electrical rough and final trims. Project going up through drywall and electrical and HVAC final trims. Emergency escapes, windows, egress all to code. Location of Work Basement Square Footage Area of 1016 Work Being Performed Asbestos Report Field not completed. Construction Plans Field not completed. scanned on 11 "x 17" or larger Project Value (contract 15,240 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. 2 I understand that work may not begin on this property until a permit has been issued and posted on the property. I certify that I have been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Permit I attest that everything stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. 4VP(ZO \ V/Ac'Un�or-j — Yes Yes Jamie Kollar Yes Email not displaying correctly? View it in your browser. 31�lzoz, 3Z S -C) x [a[(-, 3 (g ez—' 3 5,000 -r- 3, 376)02-0 w4o� I I I i I i I I - i - - R 121-411. bedroom 148 � 1 I I I i R'i I � GG ^ I S.'-,( __ --; V'-2" _..__--__.__. bite power For _ f sauna ur4t4bd � this area) I N CR) C.7v `1 r I gibe I c I I n I _ I 5B6042 I i I I I k I -�R " +, City of �R , I '� W hear ] id MUNI IY D1 Ae+ +I'�1FN i I I 15'APPROVE 1 RAe Bode Cor p6ance Zia Liv PI xaminer R+ Dat VsWkv of permft The issuance of o permit or opprovol o(prans u aWcomputations shah not be o pefrat fa, Or an approval of. Orly any of the prowsions of the bwlding code or of oqr My orOrna c prtsuimng to grw authority to violate or Ancef the ptovisom al i ----------------------------- an ---------------an View 270(z- f PL ZO(-? Nee 'Oouz)"O (2Cu'n 6l tj(- GDOC to Contractor: The iasement Sanctuary 5111 Ward Rd Unit 1 Wheat Ridge, CO 80033 Phone: 120-808-6099 th ebase m e nts anctu a ry. com O J z W 7,'—1 ,i�U V I M O N N s S L 0 Homeowner Information: Sondra Pennington and Keith Warburton 5296 Pierson Ct Wheat Ridge, Co, CO a� ALO sti Ile N C: a.. o (D �a o .r o M CUC �a U ,�_ C o G O O Q = N C_ a) a) — .� � rn Q U C L w w Q) p O p L C 0.- w d) _ 6 m 3 o + O c .c cm 4- � �a0i0� mwcE c (D cao a m -pp me ��•co rn 0 c j cord) p `p O tG CL w- - a) a� O - O 7 C ) C) m N O C ate. C to O C U N ( T QI U (C fl. it O rn to C F0 O en a)' (D W U C U) U Qa m (n O E N a. ch c a) � Co a 0 �v c N C: 0 w 0 2 70 f" I I I I 1 I I I I 1 II SII til li I 'I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I 504OL5 3065 (k r Working CL o -0-0 y W O M M u' 0 0 'C O CL O N C ( "= City of Wheatj�icige COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. F: 303.237.8929 November 1, 2018 Owner/Occupant 5296 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201705872 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — November 29 — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kim Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid eg co us City of W heat 1�idgc COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of Wheatj�icige COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. F: 303.237.8929 November 1, 2018 Owner/Occupant 5296 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201705872 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — November 29 — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kim Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid eg co us City of W heat 1�idgc COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us 4 CER TIFICA TE OF OCCUPANCY Permit #: 201709312 `� A'I City of Date: 08/22/2018 Wheatpidge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 4,290 sa ft total This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO MDDRESS: 5740 Olde Wadsworth Blvd, Arvada, CO 80002 CONTRACTOR/ADDRESS: Megan Sparks 5740 Olde Wadsworth Arvada CO 80002 PROPERTY ADDRESS: 5295 Pierson Ct, Wheat Ridge CO 80033 PARCEL #: 39-162-14-018 ZONING. PRD OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD:N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code editions: No change shall be made in the Use of this building without SDrinklered: 2012 ICC / 2014 NEC prior notice and a new CERTIFICATE OF OCCUPANCY No from the City of Wheat Ridge Certificate MUST be posted by front door of Chief Building Official commercial occupancies Zoning Administrator City of Escrow/Letter of Credit �Wheatjidgge Transmittal Sheet MUNITY DEVELOPMENT An escrow agreement has been executed for front yard landscaping at 5296 Pierson Court. The escrow is in the amount of One thousand five hundred dollars and zero cents ($1500.00) for installation of front yard landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: Established seed and/or sod consistent with state stabilization requirements ❑ Other: Escrow expires June 30, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: �f- z--4-/� Name Date a' �~W City of heat Ijdge COMMUNITY DEVELOPMENT Landscaping Escrow A,-reement This agreement made this 25th day of April 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5296 Pierson Court In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: Contractor: Signature Print Name R �n Calc 4A:lam Business Address / PAiqne Date Title City of Wheat Ridlfe, Colorado By: Title: Date: (1- J — 17 ackflow Consulting Testing P & Repair, Inc. Phone: (303) 537-0126 www.backflowconsulting.com info@backflowconsulting.com ao 170 Assembly Serial #: CB420839 Test Date/ Time: 4/16/2018 12:04:47 PM Tester Certification #: 06-00282 Assembly Test Results ® Pass ❑ * Fail Water Supplier: Meter #: ` Service Location: QUAIL RIDGE Facility Address: 5296 PIERSON CT City:WHEATRIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 c o Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvoe Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑ Domestic ❑containment ❑Horizontal ® I Q Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑ ' ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE- NORTH SIDE OF HOUSE AGAI Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 [ Leak 2.2 ❑ Leak (RP, DC, PVB) Tight ❑ Tight Check Valve #2 '❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑ Tight 10 ` Relief Valve (RP) Buffer Co.` (RP) Air Inlet 2.3 Al OPENED FULLY (PVB) Shutoff Valve #1: Tight —]Leaking ❑Re laced Shutoff Valve #2: I Ti ht j❑Leakin ❑Re laced Back Pressure: ❑Yes ®No Test Procedure: ABPA: USC 10th Edition ❑ASSE: Comments: o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 a'r Contacted By: Turn Off Date/Time: Turn On Date/Time: Test Kit Make: MidWest Model: 845 41 Serial #: 10130777 Last Calibration Date: 1/24/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. L Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Jesse Bockhouse Phone: (303) 537-0126 Signature: Certificate Expiration Date: 5/31/2018 of 61 1-4 kO 00 00 0) ko Lr) N (1) M 0- 4'Z 0 0 ru Q) Y cr cc Li 0) 4-J m 4-0 sri cic tm 4-J 0 UJ a) (U ry- 41 ko r- r- c C) 0 ND 11 Ln 'r o ob V) Vl a% 0 U') � yr 00 in u 05 'r o Ln (U t Ir tU Z: E .2P0E 0 cm E V)0 a) Ln u V) C (U V 01 QI .0 0 < ru s. C: C: > 7 0 m 0 dJ 0 0 0) - Q 4. > = — u I Ln > X c 0 0 o .0 42 wco CD co C: 2) Lu �o E 0rc,), 0 0 ai Q 410 E a' O> a' O—W a C: C m 1 0 m >, 0) L.L x Ln 0 LY) v) Z Lr r v0 �m 2 C: w c UJ N L5j L=L, CE o. Z 0 = c� S m < C) 41 ko r- r- c C) 0 ND 11 Ln 'r o ob V) Vl a% 0 U') � yr 00 in u 05 'r o Ln LU tU Z: E .2P0E 0 cm E V)0 a) Ln u V) C (U ERI 01 QI ®i 0 < ru s. C: C: > 7 0 m 0 dJ 0 0 0) - Q 4. > = — u I Ln 05 Z: E .2P0E 0 cm Remington Homes Builder Name: Permit Date/Number: Home Address 5296 Pierson Ct Wheat Ridge, CO 80033 EnergyLogic Rating Company: Rater ID (RTIN): 1215211 Rating Date: 2018-04-16 Version: 3.0 MUM a ovall Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved comfort and lower utility bills Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1548 CFM50 (2.3 ACHSO) from the home Primary Insulation Levels Water-resistant materials on below-gradewallsand underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U -Value: 0.30 SHGC: 0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. ENERGY STAR Qualified Lighting: 100% Total Duct Leakage Duct Leakage to Outdoors 116 CFM25 Post -Construction 116 CFM25 ENERGY STAR Qualified Appliances and Fans: Refrigerators: 1 Dishwashers: 1 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: 3 Furnace - Natural Gas - 92.1 All Primary Water Heater (System Type -Fuel hype -Efficiency}: Primary Cooling (System Type - Fuel Type - Efficiency): Water Heater - Natural Gas - 0.69 Energy Factor Air Conditioner - Electric - 13 SEER This ceilripale provides a summary of the major energy P(filiireimy and other wrislirictron HERSIndeIIIx features that contribute to this time -ming the ENFRGY STAR. including Its Home FgY Rating system (HERS? score.. as determined through ind%)P.ndpnt insof:olion and verification performed by a trained professional The Home Energy Rating System is a nationally i Zero Energy Reference Existing Home Home Homes undone measurement of the energy ell iency of homes . . . . . . tu Note that when a home contains multipleperformance levels for a Parbrula, feare (e.9, III. crounant value is show Also, hal may be ww efficiencyndooefficiencyor insulation levels), the prodn Al coral to earn the ENERGY STAR using a sampling protocol. whereby one home is randomly r More selected from so of homes for representative inspections and testing In such casps, the Energy E—gy ibitumsfound ineach home within thasot. am intondod to nrect or ox -1 'he valuas prosempol 1 he actual values for your home may differ huloffPir eurvalenlorbetter porlmnance I his certificate was printed Using Ekotro". (V-i 225.1906,. This Home Learn more at w—energyrstar IECC 2012 Performance Compliance (anergyLogic annl Y.i.. In a19Ti. 9n.�.ra. Property Organization Remington Homes EnergyLogic 5296 Pierson Ct 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 2018-04-16 Rater ID (RTIN): 1215211 Template - Remington - 715 PAR - Li Builder RESNET Registered (Confirmed) 5296 Pierson Ct Remington Remington Homes Annual Energy Cost Design IECC 2012 Performance Heating $624 Cooling $126 Water Heating $130 SubTotal - Used to determine compliance $880 Lights & Appliances $806 Onsite generation $0 Total $1,686 As Designed 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 11.7% SHGC 01 01 0 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor rr,,ll Mandatory Checklist No Design exceeds requirements for IECC 2412 performance compliance by 11..7%. Name: Organization: Aaron Scott EnergyLogic Signature Digitally signed 4117118 at 12:06 PM Ekotrope RATER - Version 2.2.5.1905 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Rating Tool $552 $95 $130 $777 $792 $0 $1,569 V N_ V � N U t6 N � � w T � � LLL �u W ::) WLi cs> a Zs cD 0 � c o Q co Il D d W m d D Z © V L LL- LL- a� v a) v, 3 U U � Q o o e U io d c w Q cU t0 r L a, O ", is c rn a o a) r a? a) C3i CA ry C N Cn Cft N H S � a -a R 3 y c o cy) O 0 O M 0. tt W as N to N cn E a) O CDin M � C O Lo O V G V l4 •= a) CL L Uo U m o o co m c a m as cv - Ln o ' > fl ` E Cil N N Q C + r+C 0 V, N O _ t0 ttS O N -0 +' U m c a E 0 *'a) cuL O Ch i7 i M N= W V y w o s� o L a 4 a (ECC 2012 Label 5296 Pierson Ct HERSO Index Score: 58 �19 Jps- Ceiling: R-50 Above Grade Wails: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1548 CFM50 (2.3 ACH50) Duct Insulation: R-0 Duct Leakage: 116 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0.310 Door: R-7 Heating: Furnace • Natural Gas - 92.1 AFUE Cooling:: Air Conditioner - Electric • 13 SEER Hot Water: Water Heater - Natural Gas • 0.69 Energy Factor Builder or Design Professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) EnergyLogic angN •la. 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Property Organization Remington Homes EnergyLogic 5296 Pierson Ct 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 2018-04-16 Rater ID (RTIN): 1215211 Template - Remington - 715 PAR - Li Builder RESNET Registered (Confirmed) 5296 Pierson Ct Remington Remington Homes RESNET Confirmed Ruing Normalized Modified End -Use Loads (MBtu year) Category 2006 IECC 50% As Designed Target Heating 32.0 32.7 Cooling 4.3 3.9 Total 36.3 36.6 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu 1 year) Category 2006 IECC As Designed 90% Target Heating 57-6 43.8 Cooling 7.7 6.2 Total 65.3 50.0 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 116.0 CFM25 This home DOES NOT MEET the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005 extended to December 31, 2017. Name: Aaron Scott Organization: EnergyLogic Signature: Com_ Digitally signed: 4/17/18 at 12:06 PM Ekotrope RATER - Version 2.2.5.1905 This information does not constitute a warran1V or guarantee of horse enemy performance. Air Leakage Report (nergyLogic Property Organization Remington Homes EnergyLogic 5296 Pierson Ct 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 2018-04-16 Rater ID (RTIN): 1215211 Template - Remington - 715 PAR - Lc Builder RESNET Registered (Confirmed) 5296 Pierson Ct Remington Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1548 ACH50 (Calculated) 2.3 ELA [sq. in.] (Calculated) 85.1 CFM50 (Calculated) 1548 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 116.0 Leakage to Outdoors [CFM25 / 100 s.f.] 3.1 Leakage to Outdoors [CFM25 / CFA] 0.031 Total Leakage Test Type Post -Construction Total Leakage [CFM @ 25 Pa] 116.0 Total Leakage [CFM25 / 100 s.f.] 3.1 Total Leakage [CFM25 / CFA] 0.031 Mechanical Ventilation Rate [CFM] 68.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 68.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.5 Ekotrope RATER - Version 2.2.5.1905 RESNET HOME ENERGY OnergyLogic RATING Standard Disclosure 4s " 4...,. For home(s) located at: 5296 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 02. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: EA. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: 0A. The seller of this home or their agent El B. The mortgagor for some portion of the financed payments on this home C. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home []4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Installed in this home by ORater Employer OR is in the business of Rater DEmployer Thermal insulation systems FIRater LlEmployer Rater Employer Air sealing of envelope or duct systems Rater Employer Rater Employer Energy efficient appliances Rater Employer Rater Employer Construction (builder, developer, construction contractor, etc) Rater ElEmployer DRater Employer Other (specify):-�� � Rater EmployerRater Employer 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 1215211 Name: Aaron Scott Organization: EnergyLogic Digitally signed: 4/17/18 at 12:06 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationaPHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http.,//resnet. us/standards/RESN ET_Mortgage_lndustry_National_H ERS_Standards.pdf The Horne Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 Date: 04/16/2018 5296 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 715 Prepared by: n rgyLogic analysis. insight. answers. Inspection performed by: Aaron Scott (RTIN: 1215211) 720-340-6980 aaron.scott@nrglogic.com Inspected for the following programs/codes: e 2012 IECC R405 Simulated Performance Alternative (�) e Energy Star (Version 8)(d) e Xcel New Homes( -e) INSPECTION RESULTS: SubmIt Corrected hecklist A corrected ENERGYSTAR HVAC Design Report must be submitted for this address. See details on following pages for explanation of items requiring correction. Categories Passed: , Lighting/Appliances V IECC and Energy Star Air Sealing V Insulation Inspection @ Final V HVAC Inspections V Ventilation Systems V Water Heaters V Room by Room Air Pressure Balancing V Blower Door Diagnostics Categories to Address: X Mechanical Systems EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: a Cts DAS N., 5296 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: Bathroom and kitchen exhaust fan housing sealed to drywall Result: 4/16/2018 No comments/notes entered. r T IECC 2012/15 ESO - 4.1 RFC wed :aa.. ,. Attic access panels/drop-down stairs gasketed with >/= R-10 insulated IECC ALL cover. If latches are used they are functional. ESO - 4.10 RFC Result: .' 4/16/2018 $ No comments/notes entered. Sump pump covers mechanically attached with full gasket seal or � ESO - 4.1 RFC equivalent. Esv3wm - 1.7 Result: d 4/16/2018 1 No comments/notes entered. u Conditioned Floor area used in HVAC design loads is between 0-300 ESO - 4.2.3 RDRC square feet larger than home to be certified Result: Iai �� cidtY+y � � ���1��. ..,.r.,.�,,....�..�..,..s,..�,��.....,.e.......1{u.4•.i�,..��..,,.r....�: X 4/16/2018 Mechanical System #1 Modeled: 3748sgft Passed Builder Sign Off - Builder will correct item without re -inspection X Failed s,x Failed - Builder must submit photo of correction in lieu of re -inspection Prepared By: Aaron Scott 720-340-6980 - aaron.scott@nrglogic.com EnergyLogic, Inc - www.nrglogic.com - (970) 556-0839 PO Box N Berthoud, CO 80513 PERMIT: �C 1 0,5�1 f�DDRESS: JOB CODE: - - INSPECTION RECORD Inspection online form: hbp:/iwww.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter p / 104 Foundation Setback Cert. rZ �:3 fj� 2 6�^-- GK - 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments _ 201 Electrical / Cable/ Conduit 202 Sewer Underground Int.r� p / 203 Sewer Underground Ext. rZ �:3 fj� 2 6�^-- GK - 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground Jae Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing p / 303 Roof Sheathing rZ �:3 fj� 2 6�^-- GK - 304 Sheer Inspection 305 Insulation 306 Mid -Roof Jae 307 Metal / Lath / Stucco 308 Rough Electrical Residential r 6 I <% i 309 Rough Electrical Commercial 310—Electrical Meter Residential (, j 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan 1.�� .-.. .ter. �.. r. ..-. r.�r�i.►�n� �w �r+r�rr+T��w�[+ a Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential It 317 Rough Mechanical Commercial • ,�j. If- 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous 36 ON - Final Inspections Date Inspector Initials Comments 402 Gas Meter Release It 403 Final Electrical Residential • ,�j. If- 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 36 ON - 410 Final Window/Door 411 Landscape/Park/Planning 6 M Inspections from these entities shall be requested one week in advance. For landscaping and parking inspections please call 303-235-2846 For ROW and drainage inspections please call 303-235-2861 For fire inspections please contact the Fire Protection District for your project. i 412 Row/Drainage/Public Works a, 413 Flood plain Inspection 414 Fire Insp. / Fire Protection 415 Public Works Final 416 Storm Water Mgmt. 417 Zoning Final Inspection 418 Building Final Inspection Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. 1 CERTIFICATE OF OCCUPANCY Permit #: 201705872 `1 : City of �Wh6atdge MUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New Single Family Home - 4.448sq ft Date: 04/26/2018 This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO Ibi;DDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: PROPERTY ADDRESS: 5296 Pierson CT, Wheat Ridge, CO 80033 PARCEL #: 39-162-13-028 OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: 2012 ICC / 2014 NEC No change shall be made in the Use of this buil prior notice and a new CERTIFICATE OF OCC from the City of Wheat Ridge Certificate MUST be posted by front door of commercial occupancies Chief Building Official Zoning Administrator i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: JobAddress: Permit Number: ?V/ ?(> ell ❑ No one available for inspection, Time ` !. `/ `> .IPM Re -Inspection required: Yes' Not When corrections have been made, call for re -inspection at 303-234-5933 Date: Z/. 271 Inspector: �A) 61` &(� DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i ►-� ' C Job Address: v (ter Permit Number: ZXD )� El, No one available for inspection: Time "`' ':`!Y'/PM Re -Inspection required: YeA�3 When corrections have been made, call for re -inspection at 303-234-5933 Date, f �f� Inspector:�TIN,� .1 d i DO NOT REMOVE THIS NOTICE I i CITY OF WHEAT RIDGE Building Inspection ,Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _-D e, o W 5 Job Address: Permit Number: r;)0) _:� c7 -7 QL t � fS f Pr P j l 1,1 cr�zs L- U ❑ No one available for inspection: Time 10EZ2 69/PM Re -Inspection required: Yes (9 When corrections have been made, call for re -inspection at 303-234-5933 Date:Q ! `6 Inspector.' n.« DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division r `(303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: eU a NT e, r l Job Address: Sa 9 69". r r,4, Permit Number: --7- n - Q ❑ No one available for inspection: Time O/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 r Dated 1 Inspect - DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 9 (ne _ Permit Number: �� q ,/ �? � P t -) /"' AA _,!/ . ❑ No one available for inspection: Time 3 R/PM Re -Inspection required: Yes & v When corrections have been made, call for re -inspection at 303-234-5933 Date: 2 LZ 112, Inspecto . �/ '4_'A , DO NOT REMOVE THIS NOTICE } i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �Ui P'lET7.-t _%L,1714S"Uno Job Address: C -T-. Permit Number: 20 ❑ No one available for inspection: Time / __X AWF6M Re -Inspection required: Yes No,. When corrections have been made, call for re -i spection at 303 -234 - Date: ��l z� � � Inspector: t7k) G; DO NOT REMOVE THIS NOTICE w P. 0 0 u u y � v RT ^� o � � rn, � a ..B C, .-. o cu at b > C t o 0 vi q 1,17 a U U v Y U v lu >0-0 �` v �.J �1 er± i U J '$ V� p C�7 o oTi \ Sh b A N U d M n co tn coo 5 O O -F: 0w o � _ 41.1 tto a W >, G_ F- E- U A G, d .� b CQ w E - y � v RT ^� o � � rn, Y a W W<� N�Z✓w� Y WU� Wn '��U W Q 2 U 5 3 � �Z �� •J� '"+. ti' � Ji a�ih'w�� �����a w�S��aJm ao �o�aw zvziJF in • 0 �Oq pO Wxm=W°F,-x Zpa?pz v o prop er �S i Q .i:Or •. 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Q��p zf-” �- _ uNia a a3liV]dNn w'on 8:pa J�=Jw .S z i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: V_oor— 114(A Job Address: 5112-9 cp Permit Number: 12-M-1 (0, 5511- ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call foaJ'rg -inspection at 303-234- �NO1155933 Date: �'� Inspector: � �� "Ifl' NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Buildiing Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE / Inspection Type: / c' • i� /�/� Job Address: 2&�SG,r/ �7— Permit Number: D0170.�O_z ❑ No one available for inspection: Time 6MIPM Re -Inspection required: Yes fNo , When corrections have been made, call for re -inspection l at 303-234-5933 Date: ` /7,/7—inspector: re\ �,k / ._ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 �r+ Cct• 1-f� Job Address:lP Permit Number: ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for reJ4X/("� -inspection at 303-234-5933 Date: %�' Inspector: // DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 901_z a S ew C T Permit Number: N ❑ No one available/for inon: Time_ AM/PM Re -Inspection requiredNo When corrections have been made, call for re-inspe, o t 303-234-5933 Date: /y `// // Inspector: 1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax \ INSP-ECTIDN--NOTICE~-- Inspection Job Address: Y4 AL <' Permit Number:', 2 © 61 2� ❑ No one available for inspection: Time Re -Inspection required: Yes o When corrections have been made, call for ire -in kI Date:r �: - Inspector: AM/PM at 303-234-5933 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:-�� �_ �z C 7 -- Permit Permit Number: ❑ No one available for inspection: Time` (_) AM/PM Re -Inspection required: Yes 1� When corrections have been made, call for re- n at 303-234-5933 Date: tt)r\Inspector: i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 901_z a S ew C T Permit Number: N ❑ No one available/for inon: Time_ AM/PM Re -Inspection requiredNo When corrections have been made, call for re-inspe, o t 303-234-5933 Date: /y `// // Inspector: 1 DO NOT REMOVE THIS NOTICE City of Wheat Ridge 1 r ,�R1- Single Family - New PERMIT - 201705872 r PERMIT NO: 201705872 ISSUED: 09/21/2017 JOB ADDRESS: 5296 Pierson CT EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family Home; Detached with 1 car side load and 2 car front load, unfinished basement, main floor 2,147 sq ft, unfinished basement 1,469 sq ft, garage 597 sq ft, front porch 85 sq ft, patio 150 sq ft; 4,448 sq ft *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN SUB (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 270,583.44 FEES Total Valuation 0.00 Plan Review Fee 1,452.75 Use Tax 5,682.25 Permit Fee 2,235.00 ** TOTAL ** 9,370.00 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal. Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. A City of Wheat Ridge Single Family - New PERMIT - 201705872 PERMIT NO: 201705872 ISSUED: 09/21/2017 JOB ADDRESS: 5296 Pierson CT EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family Home; Detached with 1 car side load and 2 car front load, unfinished basement, main floor 2,147 sq ft, unfinished basement 1,469 sq ft, garage 597 sq ft, front porch 85 sq ft, patio 150 sq ft; 4,448 sq ft I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this per rt. I further attest that I am leggally authorized to include all entities named within this document as parties to the work to be per worfnd and that all wo�to be performed is disclosed in this document and(or its' accompanying approved plans and specifications. Signature of WNER or ONTRA T (Circle one) Date I. This permit as issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po plans and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Off-cial and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of - I Meat a COMMUNiT-Y D�i✓O;PMEtaT 7 Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 T -P) 1 1 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: V ( bi i -i Plan/Permit#'_�y)'� l 0s,2 Zi Plan Review Fee: � q '- � ' Building Permit Applicati®n *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.'** Property Address: Property Owner Email: Mailing Address: (if different than property address) Address: �7�h ��C t.X,�' �y.t �� # t7 , State Architect/Engineer: C� ec ca _&) To ArchitecttEngineer E-mail: Contractor: Contractors City License #:IWVJI� Phone: Contractor E-mail Address: 1 Sub Contractors: Electrical: L j na kun F 7�hi W.R. City License # C) Other City Licensed Sub: City License # Plumbing: m t )�L IU -6 (�O' W.R. City License # q'5 Other City Licensed Sub: City License # Mechanical: Si) k- Y 1 Ct (8, to i l Its W.R. City License #' %CD Sip Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE IM NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING (� COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage} stood deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE'(Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, Setc.) L 2. (CL. aci-Q cr,,F- O(1- s Q Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) r OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) PRINT NAME: rX ZONING COMMMENTS Reviewer: BUILDING DEPARTMENT COM ENTS: Reviewer: / Hyl) (AUTHORIZED REPRESENTATIVI DEPARTMENT USE ONLY of i WNER) (CONTRACTOR) TE: OCCUPANCY CLASSIFICATION: , V PUBLIC WORKS COMMENTS. t) t7�f2�(� j gooF 17R411'1 492WN5f 20U7-5 /N -r146 LL`" .6J40 /W Reviewer: 1AV/1 J oN 774c- geV�, - LINED PLAT PLAN --?�> PA?07�T AC?JAC,trNT '7/117/17 0.,-•2P)�P��7'i�s PRaiUI bR�'1 WQ7 R PtJNc� . PROOF OF SUBMISSION FORMS ��G ���Tl /G4?/ON L,07 -7-C-)2 v—NAL-L- 21i: gyp_ Fplc - 7a G.o, To ENSt.�E pQoPEtz �/TE �/n/G . Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ® Received ❑ Not Required Building Division Valuation: $ Cityof SINGLE FAMILY/DUPLEX h6 t Rage r t1 13 t IC WORKS B UILDING PERMIT APPLICA TION RE VIEW Date: e7 Location: 432 9C� P1E950R1 7' ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a NE01 14D4&E – S�/2 located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: ZOK6 refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes No Completed b. curb & gutter: Yes No Completed c. sidewalk: Yes No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. --1— Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: _ Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. Signature Mark Van Nattan Dat 5. NN A NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Stipulations: F Mark Van Nattan Date 7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 Oily (4,wbegat Ridpric 1'uIII Ic WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: Zo ADDRESS: -62 j(� plEgSrAj�. 1 Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File "'"AV.d.wheatridge.co.us Rev 2108 City of ' Wheat �dg,e PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: Location of Construction: 6-25& E�EgSoN 7 - Purpose of Construction: 15Wr2l 65 i=-4A41L,Y p�Fi �Nh Single Family _1 Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single FamiIv Residence/Duplex Review Fee:. .................................... $50.00 Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the 1" and 2nd submittals): .......................... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the I" and 2nd submittals): ........................... $500.00 • Trip Generation Study Review Fee: .................................................. $200.00 • O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi -Family II ♦I 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (% initial review fee) :.................................................... $300.00 4`h submittal (full initial review fee) :................................................. $600.00 All subsequent submittals:................................................................. $600.00 (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 12/12 Quail Ridge Estates – Plan Review Worksheet Address: 5 L9 ( f / e (rS e'-� C -f- ' Quail Ridge Estates Subdivision, Lot #: Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) F19 5 sq. ft. 3 2 sq. ft. Total Proposed Building Coverage: ,3D ZO sq. ft. 31e % Accessory Building Coverage—sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' i Interior Side 5' h0. Side on street 10' , Rear 20' 0 , Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Vl� Side (if under 8' tall) Rear (8'-15' tall) 5' rl Side (8'-15' tall) AA Building Height Maximum Provided Main Building 35' Accessory Structure 15' f 2_. Rev. 04/17 Is the structure within 2 feet of minimum setbacks? X (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% b Front Yard 100% Side/Rear adj. to street 1000/0 Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side facade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ 04sclj following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. City of _ ' Wheatf<ijge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: � i Li' c l Project Address: 1 /9 Name of Firm/ Individual submitting documents: 1 t Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY am a duly authorized representative of the agency indi ated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signatur Gu Date: (Agency �Re PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) December 2. 2016 Re: 5296 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21,00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED { X M F k J . I �r 4 THIS DEED, Made this February V, 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/ 100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 Zoi —1 V 5 S T 4► ')jj IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: ��Koew Name: Robert R. Short Title: President State of Colorado County of )ss The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official sealti.� - f My commission expires:__ __ _4 I , r : , Not ry, Public . J.ANET S JACKSON NOTARY PUBLIC STATE'OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592- 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3of3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal suin of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due. and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) "Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in flus Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of 'frust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to etre any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other. Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913.: thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound, Joint and Several Liability; Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 13539132 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed. of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure,• Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property- at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 111412 � this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver, Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal lave presently existing or hereafter enacted. 21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 6 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("Diy Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up inforination supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utili Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado corporatiort By: Name Title: l STATE OF COLORADO § COUNTY OF t_ ('� The for oing instrument was acknowledged before me this 26th day of February, 2016, by �1 NRS ,QS p('�� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNOM, f t 0UCHAVAN. Notary fiubft State of Colorado Notary 10 20004037048 [My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: Notary Public MiTek Re: 715B PC GR 715B PC _ MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 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 Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R50091456 thru R50091523 My license renewal date for the state of Colorado is October 3l, 2017. �Q,PDO LI�F� i �O Oma% i PE -44018 Ong, Choo Soon City of Wheat COMMUNITY DEWLJOPMENT APPROVED Reviewed for Code Compliance 2"/- l vflr) Plans Ex miner Date Validinr of cermib The issuance of o permit or approval of plans specifications and computations shall not be a permit for, or on approval of, any violation to any of the provisions of the busiding code Of of any City ordinances. Permits presuming to give authority to violate of cancel the provisions of the 8talding codes or other ordinances of the City shall not be valid. March 27,2017 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. 1` Jtq City of Wheat Ridge Diviso, a Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:09 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-ZcXnU3m Wxv1 gnKUsitagOIFTuWhOT2EOe5v8zzWnXq -1-0- 6-0-0 8-7-4 16-0-1 23-6-10 31-1-3 38-6-0 0-1-8 -0- 6-0-0 2-7-4 7-4-13 7-6-9 7.6-9 7-4-13 1-7-8 Scale= 1:74.5 4.00 12 5x6 = 6x6 = 10x16 MT20HS = 2x4 8x8 = 10x10 MT20HS = 6x6 II 3 4 17 5 18 6 19 7 8 9 `NQ1 `yq�1 2 O 4x6 = 16 1514 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 4x6 = 3x5 10x16 MT20HS = 2x4 110x12 MT20HS = 10x10 MT20HS 10x10 MT20HS = �71c� 6-- 23-6-10 31-1-3 6-0-0 8-7-4 '1%-;3 6-0.0 2-7-4 7-4-13 7-6-9 7-6-9 Truss Truss Type Qty Ply 715B PC LJob DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091456 715B_PC_GR Al Hip Girder 1 BC 0.81 Vert(TL) -1.23 12-13 >306 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 10 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:09 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-ZcXnU3m Wxv1 gnKUsitagOIFTuWhOT2EOe5v8zzWnXq -1-0- 6-0-0 8-7-4 16-0-1 23-6-10 31-1-3 38-6-0 0-1-8 -0- 6-0-0 2-7-4 7-4-13 7-6-9 7.6-9 7-4-13 1-7-8 Scale= 1:74.5 4.00 12 5x6 = 6x6 = 10x16 MT20HS = 2x4 8x8 = 10x10 MT20HS = 6x6 II 3 4 17 5 18 6 19 7 8 9 `NQ1 `yq�1 2 O 4x6 = 16 1514 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 4x6 = 3x5 10x16 MT20HS = 2x4 110x12 MT20HS = 10x10 MT20HS 10x10 MT20HS = �71c� 6-- 23-6-10 31-1-3 6-0-0 8-7-4 '1%-;3 6-0.0 2-7-4 7-4-13 7-6-9 7-6-9 38-6-0 40-1-8 7-4-13 1-7-8 Plate Offsets (X Y)-- [4:0-5-12.0-5-01, [6:0-4-0 0-4-81 F7:0-3-8.0-5-41, [9:0-2-12.0-2-81, [12:0-5-8,0-5-01, [14:0-7-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.72 12-13 >521 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(TL) -1.23 12-13 >306 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.41 12-13 >914 240 Weight: 398 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E 'Except' except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-8. 2-14: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 7-11 4-14,6-14,6-12,7-11: 2x4 SPF 165OF 1.5E, 9-11: 2x4 SPF No.2 REACTIONS. (Ib/size) 15=6395/0-5-8, 10=4098/Mechanical Max Horz 15=83(LC 45) Max Uplift 15=-1548(LC 6), 10=-867(LC 7) Max Grav 15=6468(LC 26),10=4422(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557/1687, 3-4=-452/1428, 4-5=-10382/2082, 5-6=-10382/2082, 6-7=-13352/2611, 7-8=-3448/666, 8-9=-3541/669, 9-10=-5104/977 BOT CHORD 2-16=-1482/567, 15-16=-3049/1022, 14-15=-3049/982, 13-14=-3142/15682, 12-13=-3142/15682, 11-12=-2613/13266 WEBS 3-16=-734/295, 4-16=-590/2026, 4-15=-4894/1290, 4-14=-2540/12201, 5-14=-615/248, 6-14=-5497/1277, 6-13=-199/1423, 6-12=-2437/535,7-12=-308/1933,7-11=-10186/2005, 8-11=-223/447, 9-11=-1052/5499 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, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to p 0 Lt ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. O�P C�� 3 Wind: ASCE 7-10; Vult=140m h 3-secondgust) V IRC2012 -111 mph; TCDL=6.0 sf; BCDL=6.0 sf; h=25ft; Cat. 11; Ex C;e•••••••••e V N •• enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �' 0 0%?: DOL=1.33 j 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 U 0 5) Unbalanced snow loads have been considered for this design. PE -44018 ' 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. -O S 7) Provide adequate drainage to prevent water ponding. �O 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. �� ••••••• a psf ON 10) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. March 201 tity of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1.7473 rev. 10103/2015 BEFORE USE.Wheat " R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not J� jt a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° BUf]d]R9 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Divisc fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109, Job Truss Truss Type Qty Ply 715B PC 850091456 715B_PC_GR Al Hip Girder 1 Job Reference (optional) Alpine Lumber C6., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:10 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-1 p59iPnBiD9XPU32Gb53xWoeeurw7wlNEIgThQzWnXp NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 15=1548, 10=867. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 833 Ib down and 199 Ib up at 6-0-0, 328 Ib down and 83 Ib up at 8-0-12, 328 Ib down and 83 Ib up at 10-0-12, 328 Ib down and 83 Ib up at 12-0-12, 328 Ib down and 83 Ib up at 14-0-12, 328 Ib down and 83 Ib up at 16-0-12, 328 Ib down and 83 Ib up at 18-0-12, 328 Ib down and 83 Ib up at 20-0-12, 328 Ib down and 83 Ib up at 22-0-12, 328 Ib down and 83 Ib up at 24-0-12, 328 Ib down and 83 Ib up at 26-0-12, 328 Ib down and 83 Ib up at 28-0-12, 328 Ib down and 83 Ib up at 30-0-12, 328 Ib down and 83 Ib up at 32-0-12, 328 Ib down and 83 Ib up at 34-0-12, 328 Ib down and 83 Ib up at 36-0-12, and 328 Ib down and 83 Ib up at 38-0-12, and 336 Ib down and 71 Ib up at 39-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-8=-80, 8-9=-80, 2-10=-20 Concentrated Loads (lb) Vert: 16= -833(F)14= -328(F) 20=-328(F) 21=-328(F) 22=-328(F) 23=-328(F) 24=-328(F) 25=-328(F) 26=-328(F) 27=-328(F) 28=-328(F) 29=-328(F) 30=-328(F) 31=-328(F) 32=-328(F) 33=-328(F) 34=-328(F) 35=-336(F) City 01 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Wheat R9d 9e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek"e Div15on is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the gUilding fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC LOADING (psf) SPACING- 2-0-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 CSI. DEFL. R50091457 715B—PC—GR A2 Roof Special 1 1 Vert(LL) -0.33 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 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 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:11 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-W?fXvinmS WI01 eeFplclUjKnwl EbsPAXTyaODsz WnXo - -0- 16-0-0 24-0-0 32-0-0 3 -7 8 37-1-8 40-1-8 -0-0 8-0-0 8-0-0 8-0-0 8-0-0 0-7- 4-6-0 3.0-0 Scale= 1:73.0 10x10 NlT20HS = 4.00 12 8x12 = 4x6 = 6x6 = 8x8 = 5x6 = 6x6 = 14 13 12 11 10 8x8 = 5x10 = 3x4 4x12 = 8x8 = 117 4 8-6-0 0- -4 11-7-12 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 12=11 11-9-0 3-0.0 Plate Offsets (X Y)— [2 0-3-0 Edge] f3 0-5-4 Edgel f4:0-6-0.0-4-121, [6 0-3-0 0-3-8j, [12:0-3-0,0-4-121, [13 0-3-0 0-5-4j LOADING (psf) SPACING- 2-0-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 0 LSC TC 0.60 Vert(LL) -0.33 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 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 BC 0.59 Vert(TL) -0.66 12-13 >568 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 10 n/a n/a ��FS BCLL 0.0 Code IRC20121TPI2007 Matrix -S Wind(LL) 0.16 12-13 >999 240 Weight: 198 lb FT=20% BCDL 10.0 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane B uilding pIVtS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. m 7777 Suite 109 e LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc puriins (4-2-11 max.): 3-6, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-14: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 5-5-9 oc bracing: 2-14. WEBS 1 Row at midpt 5-12.7-11 2 Rows at 1/3 pts 4-14 REACTIONS. (Ib/size) 2=-26010-3-0, 14=2972/0-5-8 (req. 0-5-14), 10=1364/Mechanical Max Horz 2=76(LC 9) Max Uplift 2=-689(LC 31), 14=-501 (LC 7), 10=-247(LC 7) Max Grav 2=236(LC 36), 14=3550(LC 31), 10=1556(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-424/2704, 3-4=-405/2781, 4-5=-3448/428, 5-6=-35591513, 6-7=-3559/497, 7-8=-1595/271, 8-9=-1682/262, 9-10=-1508/262 BOT CHORD 2-14=-2490/355, 13-14=-354/2072, 12-13=-681/4366, 11-12=-487/3493 WEBS 3-14=-1528/356, 4-14=-5167/823, 4-13=-72/1638, 5-13=-1137/330, 5-12=-854/251, 6-12=-118/273, 7-12=-81/550, 7-11=-2191/258, 9-11=-281/1846 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 0 LSC 5) Provide adequate drainage to prevent water ponding. O RD Fl F 2 6) All plates are MT20 plates unless otherwise indicated.Q� .••'Boo 0%. V N 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O • 02': 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 Z� will fit between the bottom chord and any other members. :C) 7 9) WARNING: Required bearing size atjoint(s) 14 greater than input bearing size. PE 44018 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) ;• �� 2=689,14=501,10=247. ��FS 12) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. •�•• �� SOON March 27;2017, ty of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/032015 BEFORE USE. ld R- Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not W h eat 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane B uilding pIVtS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. m 7777 Suite 109 e Job Truss Truss Type Qty Ply 7158 PC BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, 850091458 7156_PC_GR A3 Roof Special 1 1 4-14: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 6-0-0 oc bracing: 1-14. WEBS 1 Row at midpt 4-14 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:12 2017 Page 1 10:X4RmSVWzZO2XOMRGCOAfI FymHyU-_BDv75oODgQFfnDRN07XOxtzHidEbgogicJal lzWnXn 5-4-15 10-0-0 16-8-0 23-4-0 30-0-0 34-7-8 39-1-8 -1- 5-4-15 4-7-1 6-8-0 6-6-0 6-B-0 4-7-B 4-6-0 -0-0 Scale = 1:73.2 o 16 4.00 12 8x8 = 4x8 = 4x6 = 3x6 11 5x6 = 14 13 12 11 10 4x12 = 8x8 = BxB = 5x10 = 10x10 MT20HS = n IN cS LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. DEFL. TC 0.56 Vert(LL) BC 0.44 Vert(TL) WB 0.99 Horz(TL) Matrix -R Wind(LL) in (loc) I/deft L/d -0.23 12-13 >999 360 -0.48 12-13 >780 240 0.07 10 n/a n/a 0.12 12-13 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-9-2 max.): 3-6, 7-8. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-14: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 6-0-0 oc bracing: 1-14. WEBS 1 Row at midpt 4-14 REACTIONS. (Ib/size) 1=-330/0-3-0,14=2940/0-5-8, 10=1375/Mechanical Max Horz 1=66(LC 9) Max Uplift 1=-605(LC 30), 14=-496(LC 6), 10=-248(LC 7) Max Grav 1=109(LC 7), 14=3181 (LC 30), 10=151O(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/2087, 2-3=-403/2368, 3-4=-227/1672, 4-5=-2587/356, 5-6=-2987/506, 6-7=-3161/502, 7-8=-3287/545 BOT CHORD 1-14=-1910/261, 13-14=-288/1958, 12-13=-524/3319, 11-12=-550/3209, 10-11=-166/859 WEBS 2-14=-849/227, 3-14=-1366/313, 4-14=-3929/603, 4-13=-44/1029, 5-13=-959/273, 5-12=-376/276, 6-12=0/489, 7-12=-449/140, 7-11=-1045/229, 8-11=-434/2629, 8-10=-1737/350 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �p,`0L/(,' F 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide0� ••'iso O �'. sf will fit between the bottom chord and any other members. N '•� 8) Refer to girder(s) for truss to truss connections. �O O? •� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) U 1=605,14=496,10=248. •P E 44018 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FSS�ON March 27,2017 .1 °f A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. ` Vow Design valid for use only with MiTek® connectors. This design is based only upon pammeters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall _ building design. Bmcing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWl7'rV lS is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g,tiding fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 10g_ - Job Truss Truss Type Qly Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL R50091459 7156_PC_GR A4 Roof Special 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:13 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-S NnHKRpO_8Y5GxndxjemZ8Q5Z6zH KITgxG37HIzWnXm 6-4-15 6-4-15 52 28-0-0 I 3-3-12 367-8 430--61--08 -3 42-7- 0-0 -12 -3-1 Scale = 1:70.3 ob 6 2 14 8x8 = 4.o0 12 2x4 5x10 = 4xB = 12 1110 9 8x12 = 4x8 = 4x6 = 8x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.17 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.34 10-11 >999 240 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 9 n/a n/a .cess/ON • � BCLL 0.0 * Code IRC2012/TP12007 Matrix -R Wind(LL) 0.11 10-11 >999 240 Weight: 201 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 3-11,5-11: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 1=-55/0-3-0, 9=1354/Mechanical, 12=2687/0-5-8 Max Horz 1=69(LC 10) Max Uplift 1=-247(LC 28), 9=-242(LC 7), 12=-446(LC 6) Max Grav 1=260(LC 32), 9=1383(LC 15), 12=2687(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-202/1205, 2-3=-274/1553, 3-4=-2268/394, 4-5=-2268/394, 5-6=-2702/480, 6-7=-2954/531, 7-8=-327/0, 8-9=-317/64 BOT CHORD 1-12=-1084/186, 11-12=-318/83, 10-11=-383/2367, 9-10=-600/2974 WEBS 2-12=-942/257, 3-12=-2543/512, 3-11=-400/2631, 4-11=-974/259, 5-11=-697/133, 5-10=-17/676, 6-10=-562/170, 7-10=-318/132, 7-9=-2867/667 Structural wood sheathing directly applied or 4-11-11 oc pudins, except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 3-5, 7-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-12,5-11 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 ID L/� will fit between the bottom chord and any other members. Q. F 0 ND 7) Refer to girder(s) for truss to truss connections.��••.''SQO `•••�'F C> N 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=247,9=242,12=446. Q •� •ZO O'L 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • U 's PE -44018 .cess/ON • � N March 27 17 _t of ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 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 n 1'1�,� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall V building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the djVIS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Building Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 n e Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD R50091460 715B—PC—GR A5 Roof Special 1 1 except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:15 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-Omv2l7gH WIopWFxO28hEeZV WOvf7oG17OZYEMdzWnXk 7-4-15 14-0-0 20-0-0 26-0-0 32-3-12 38-7-8 PO -1-8 7-4-15 6-7-1 6-0-0 6-0-0 6-3-12 6-3-12 1-6-0 Scale = 1:70.4 C r v N 8x8 = 4 no Iia 4x6 = 6x6 = 4x6 = 13 11 10 9 5x6 = 8x8 = 8x8 = 4x6 = 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.44 BC 0.36 WB 0.70 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.13 10-11 >999 360 -0.26 11-12 >999 240 0.06 9 n/a n/a 0.08 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 202 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, 7-8: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 1A3. 4-11: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,6-11 REACTIONS. (Ib/size) 1=81/0-3-0, 9=1396/Mechanical, 13=2508/0-5-8 Max Horz 1=77(LC 10) Max Uplift 1=-102(LC 15), 9=-248(LC 7), 13=-406(LC 6) Max Grav 1=298(LC 31), 9=1462(LC 33), 13=2554(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-115/854, 2-3=-154/1244, 3-4=-1353/271, 4-5=-2234/462, 5-6=-2432/453, 6-7=-3268/562, 7-8=-293/0 BOT CHORD 1-13=-747/142, 12-13=-51/689.11-12=-251/1872, 10-11=-501/3049, 9-10=-473/2574 WEBS 2-13=-945/267, 3-13=-2395/432, 3-12=-148/1258, 4-12=-1065/265, 4-11=-97/802, 5-11=0/299, 6-11=-1195/233, 7-10=-28/563, 7-9=-2736/607 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 PO O L1�F 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 tl1 will fit between the bottom chord and any other members. O�.••••gOOy�j • :s�Q 7) Refer to girder(s) for truss to truss connections. Ci Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ! Z� 02 1=102,9=248,13=406. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. : U PE -44018 : F0" ON March 27,20 7 AWARNING - verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 rev. 10/032015 BEFORE USE. t 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 �1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' Wheat �' 11 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite109CilrusHehts CA (95ORifildin(I Job Truss Truss Type Qty Ply 715B PC (loc) I/deft L/d PLATES GRIP 850091461 7156_PC_GR A6 Half Hip Girder 1 -0.07 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:16 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-sySQyTrvH3wg7PWCcrCTBn1 euJOYXhgGdDHnu3zWnXj 6-4-9 11-6-0 13-10-8 19-8-12 25-10.8 _ 6-4-9 5-1-7 2-4-8 5-10-4 6-1-12 Scale = 1:44.9 8x8 = 2x4 II 4x8 = 10x10 MT20HS 11 10 6x6 = 10x14 = 3x6 11 7 10x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.07 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.13 8-9 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 7 n/a n/a Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 8-9 >999 240 Weight: 308 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud *Except* BOT CHORD 6-7,4-9:2x6 SPF 1650F 1.5E, 3-9: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 1=-89/0-3-0, 7=4769/0-8-0, 10=6679/0-5-8 Max Horz 1=198(LC 37) Max Uplift 1=-318(LC 21), 7=-739(LC 7), 10=-1189(LC 6) Max Grav 1=427(LC 33), 7=4921(LC 22), 10=6707(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-519/1155, 2-3=-318/1617, 3-4=-4953/889, 4-5=-4901/881, 5-6=-494/118, 6-7=-1371/212 BOT CHORD 1-10=-1061/318, 9-10=-334/1453, 8-9=-896/5410, 7-8=-896/5410 WEBS 2-10=-899/258, 3-10=-6480/1208, 3-9=-1100/6562, 4-9=-1700/280, 5-9=-721/22, 5-7=-5919/948 Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-10. 1 Row at midpt 5-7 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: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=318, 7=739, 10=1189. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 Ib down and 189 Ib up at 15-11-4, 1049 Ib down and 187 Ib up at 17-11-4, 945 Ib down and 182 Ib up at 19-11-4, and 1018 Ib down and 175 Ib up at 21-11-4, and 1163 Ib down and 165 Ib up at 23-11-4 on top chord, and 3648 Ib down and 745 Ib up at 13-10-8 on bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. R' March 27, 617 Ct1y of t Wheat Rige MiTek' 7777 Greenback Lane 8uildin9 Div son 1 Job Truss Truss Type Qty Ply 715B PC R50091461 �Job 715B_PC_GR A6 Half Hip Girder 1 Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 1-7=-20 Concentrated Loads (lb) Vert: 9=-3648(8)5=-90312=-1152 13=-1007 15=-976 16=-1121 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:16 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-sySQyTrvH3wg7PWCcrCTBn1 euJOYXhgGdDHnu3zWnXj City Qf ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 101032015 BEFORE USE. t Wheat R i d q e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T builtling 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 BDljd lnL) Divisor, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbacke Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log a Job Truss Truss Type Qty Ply 7158 PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 850091462 7156_PC_GR 61 Half Hip Girder 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -1.13 11-12 >393 240 TCDL 10.0 Rep Stress Incr NO ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.Ut0 s Apr zu ZU16 MI I ex Inaustrles, Inc. Mon Mar z/ u8:5zr16 zut r rage 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyUoLaAN8t9pgAON igbkGExGC73Y7e3?eBZ4XmuzyzWnXh -1-0- 5-0-0 11-4-7 17-10-10 24-4-14 30-11-1 37-7-0 -0-0 5-0-0 6-4-7 6-6-3 6-6-3 6-6-3 6-7-15 Scale = 1:65.9 4.00 12 5x6 = 4x8 = 2x4 II 8x8 = 06 = 5x6 11 4x6 = 14 19 20 13 21 22 23 24 12 25 26 27 11 28 29 30 10 31 32 33 9 4x6 = 2x4 11 8x8 = 2x4 II 4x6 = 4x8 — 5-0-0 11-4-7 17-10-10 24-4-14 30-11-1 37-7-0 5-0-0 6-4-7 6-6-3 6-6-3 6-6-3 6-7-15 Plate Offsets (X Y)-- [6:0-4-0.0-4-81, f9:0-3-12.0-2-01, N:04-0,04-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.55 11-12 >813 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -1.13 11-12 >393 240 TCDL 10.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.30 12 >999 240 Weight: 552 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-8. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9:2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 9=2364/Mechanical, 2=2578/0-5-8 Max Horz 2=89(LC 40) Max Uplift 9=-219(LC 6), 2=-334(LC 6) Max Grav 9=2750(LC 23), 2=2666(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7220/641, 3-4=-6588/625, 4-5=-13657/981, 5-6=-13657/981, 6-7=-7877/548, 7-8=-914/93, 8-9=-588/159 BOT CHORD 2-14=-599/6752, 13-14=-875/11844, 12-13=-875/11844, 11-12=-853/12375, 10-11=-853/12375, 9-10=-537/7877 WEBS 3-14=-58/2069, 4-14=-5444/290, 4-13=0/450, 4-12=-91/1876, 5-12=-593/196, 6-12=-115/1326, 6-11=0/483, 6-10=-4657/333, 7-10=0/1281, 7-9=-7214/472 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. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; MWFRS left end left and right exposed; Lumber DOL=1.33 Pp 0 LIC �2S enclosed; (envelope); cantilever and right exposed ; vertical plate grip O� � DOL=1.33••'��• Pf=30.0 Category II; Exp C; Fully Exp.; Ct=1.1 VOA O SOOoN* ••• fO 4) TCLL: ASCE 7-10; psf (flat roof snow); 5) Unbalanced snow loads have been considered for this design. 02 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 30.0 psf on overhangs Z� non -concurrent with other live loads. U O PE -44018 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. -O ; 3-6-0 tall by 2-0-0 • 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide O �� will fit between the bottom chord and any other members. ••�• •• \C, 10) Refer to girder(s) for truss to truss connections. ON 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=219,2=334. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 2712017 ty of A WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE." Y rI 1 f e a t Rid" j d g I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW etllifjlll is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 D""'. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC R50091462 715B_PC_GR B1 Half Hip Girder 1 q JJob Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:19 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-HX8ZbUuna_I F_sFnH_IAoPfEHX_lk5RiJB WRVOzWnXg NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 99 Ib up at 36-6-12 on top chord, and 459 Ib down and 94 Ib up at 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 66 Ib down at 13-0-12, 66 Ib down at 15-0-12, 66 Ib down at 17-0-12, 66 Ib down at 19-0-12, 66 lb down at 21-0-12, 66 Ib down at 23-0-12, 66 Ib down at 25-0-12, 66 Ib down at 27-0-12, 66 Ib down at 29-0-12, 66 Ib down at 31-0-12, 66 Ib down at 33-0-12, and 66 Ib down at 35-0-12, and 70 Ib down at 36-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-8=-80,2-9=-20 Concentrated Loads (lb) Vert: 14= -459(F)10= -33(F) 18=-145(F) 19=-33(F) 20= -33(F)21= -33(F) 22=-33(F) 23=-33(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) 29=-33(F) 30=-33(F) 31=-33(F) 32=-33(F) 33=-35(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01.7473 rev. 10/032015 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�R W heat ry'td, a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Building Divisi] Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 A - Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 850091463 715B—PC—GR B2 Half Hip 1 1 360 MT20 185/144 (Roof Snow=' Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 ID: X4 1-0- 7-0-0 14-6-0 22-1-12 -0-0 7-0-0 7-6-0 7-7-12 4.00 12 5x10 = 4x6 = 0 1 6 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:19 2017 Page 1 )2XOMR GCOAf I Fym H yU-HXBZb U una_I F_s Fn H_IAo Pf6QXu FkOJ iJ B W RVOzWnXg 29-9-8 37-7-0 7-7-12 7-9-8 Scale = 1:65.9 8x8 = 5x8 = 6x12 = d N 4x12 12 11 10 9 8 2x4 10x12 MT20HS = 4x12 = 8x12 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.82 Vert(LL) 0.89 10-11 >503 360 MT20 185/144 (Roof Snow=' Lumber DOL 1.15 BC 0.92 Vert(TL) -1.58 10-11 >282 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.20 8 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -S Wind(LL) 0.48 10-11 >933 240 Weight: 185 Ib FT = 20% BCDL 10.0 _ LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 7-8: 2x6 SPF 1650F 1.5E, 3-11,4-10,6-10: 2x4 SPF No.2 7-9: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=1855/Mechanical, 2=1956/0-5-8 Max Horz 2=122(LC 7) Max Uplift 8=-336(LC 6), 2=-397(LC 6) Max Grav 8=2275(LC 23), 2=1956(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5127/808, 3-4=-8114/1276, 4-5=-8244/1298, 5-6=-8244/1298, 6-7=-5740/892, 7-8=-2164/369 BOT CHORD 2-12=-740/4782, 11-12=-745/4772, 10-11=-1236/8110, 9-10=-873/5740 WEBS 3-12=0/317, 3-11=-517/3514, 4-11=-973/259, 5-10=-671/224, 6-10=-425/2626, 6-9=-1641/369, 7-9=-868/5783 Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-7. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=336, 2=397. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS0TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �Q`p,D 0 LlCF� VO�e•� SOO/V •esc USO Off•: PE -44018 March 27,2017 �r�lrlrli� Whea€i cue MiTek' L 7777 Greenback Lane Buildirlg DIV SOn,,A' Suite 109 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, BOT CHORD 2x6 SPF 1650E 1.5E except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 4-7, 8-10. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. 5-15,6-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-15, 6-13, 8-12, 9-11 850091464 7158_PC_GR B3 Roof Special 1 1 Max Grav 11=2315(LC 29), 2=1960(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4555/793, 3-4=-4790/728, 4-5=-4520/714, 5-6=-6747/925, 6-7=-4811/658, Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 4-10-15 - 4-1-1 8.010 s Apr 20 2016 MI I ex Industries, Inc. Mon Mar 27 08:52:21 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-DW GJOAV 16bYZEAPAPOOeuglY5Kb7Cyw?mV?YZHz WnXe 6-8-0 6-8-0 6-8-0 0-7-8 3-10-0 4-1-8 Scale = 1:69.8 6x6 = 4.00 12 46 = 4x6 = 10x14 5x6 = 3x4 I I 4x12 = 15 4x8 = 14 10x10 MT20HS = 13 12 11 48 = 5x6 = 10x10 MT20HS = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frP12007 CSI. TC 0.43 BC 0.77 WB 0.80 Matrix -S DEFL. in (loc) I/deft Lid Vert(LL) -0.54 14 >831 360 Vert(TL) -0.95 13-14 >471 240 Horz(TL) 0.23 11 n/a n/a Wind(LL) 0.28 14 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 194 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, BOT CHORD 2x6 SPF 1650E 1.5E except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 4-7, 8-10. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. 5-15,6-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-15, 6-13, 8-12, 9-11 REACTIONS. (Ib/size) 11=1859/Mechanical, 2=1960/0-5-8 Max Horz 2=143(LC 9) Max Uplift 11=-330(LC 7), 2=-385(LC 6) Max Grav 11=2315(LC 29), 2=1960(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4555/793, 3-4=-4790/728, 4-5=-4520/714, 5-6=-6747/925, 6-7=-4811/658, 7-8=-4857/653, 8-9=-2881/394 BOT CHORD 2-15=-733/4193, 14-15=-1012/6597, 13-14=-1021/6686, 12-13=-686/4719, 11-12=-443/2871 WEBS 3-15=-323/400, 4-15=-58/997, 5-15=-2283/374, 5-14=0/287, 6-14=0/325, 6-13=-2060/400, 7-13=0/380, 8-13=-108!705, 8-12=-2342/309, 9-12=-150/1447, 9-11=-3495/508 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 C/CF� non -concurrent with other live loads. '�,PD 5) Provide adequate drainage to prevent water ponding..•'••SOON •. stcQ 6) All plates are MT20 plates unless otherwise indicated. V O •• O� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. �O 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 U O will fit between the bottom chord and any other members. PE -44018 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) �O 11=330,2=385. • • CLQ 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �s ••••••• SOON March 27 17 F AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/032015 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 Rid Wheat R I Cd' 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 MiT®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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component r Building DIVIS 7777 Greenback L(r. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 199 _L' Job Truss Truss Type Qty Ply 7158 PC 850091465 � 715B_PC_GR B4 Roof Special 1 1 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 10-11 >999 ob Reference o tional Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:22 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFym HyU-h6ghD WwgtvggrK_Mz6JlQ2HgRk?GxN58?9k56jzWnXd -1-0- 5-10-15 11-0-0 19-0-0 27-0-0 31-7-8 37-7-0 -0-0 5-10-15 5-1-1 8-0-0 8-0-0 4-7-8 5-11-8 Scale= 1:69.8 6x6 = 2x4 II 6x6 = 4.00 12 4x12 12 06 = 10 4x6 = 9 10x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.73 10-11 >610 240 MT20HS 139/108B TCDL 10.0 Rep Stress Incr YES W 0.94 Horz(TL) 0.17 9 n/a We BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.23 11 >999 240 Weight: 189 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 4-11,6-11,7-9: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 9=1859/Mechanical, 2=1960/0-5-8 Max Hoa 2=95(LC 9) Max Uplift 9=-321 (LC 7), 2=-379(LC 6) Max Grav 9=2051 (LC 29), 2=1960(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4439/799, 3-4=-4203/690, 4-5=-5293/837, 5-6=-5293/837, 6-7=-4330/659, 8-9=-348/86 BOT CHORD 2-12=-741/4072, 11-12=-589/3949, 10-11=-640/4013, 9-10=-743/4243 WEBS 3-12=-566/233, 4-12=0/468, 4-11=-23911483, 5-11=-1073/284, 6-11=-261/1413, 6-10=0/397, 7-10=-348/181, 7-9=-4441/769 Structural wood sheathing directly applied or 4-0-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-8 max.): 4-6, 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=321,2=379. 11) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. March 27.2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -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 Wheat / y, �� _ a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall V V i i Rid., . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac '.Lane (, r,.. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 850091466 715B_PC_GR B5 Roof Special 1 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek 6-10-15 6-1-1 6-0-0 6-0-0 8-7-8 6x6 = 2x4 II 8x8 = n— Inc. Mon Mar 27 08:52:23 2017 Page 1 UYYWpg6zFggN8Lpgqnl EpUfe9zWnXc 3 3-11-8 Scale = 1:69.8 4x12 % 12 4x6 = lu 4x6 = 9 10x10 MT20HS = n d I7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.28 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.58 10-11 >764 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.19 10-11 >999 240 Weight: 189 to FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud `Except` BOT CHORD 4-11,6-11: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 9=1859/Mechanical, 2=1960/0-5-8 Max Horz 2=80(LC 12) Max Uplift 9=-312(LC 7), 2=-373(LC 6) Max Grav 9=1859(LC 1), 2=2065(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4594/771, 3-4=-4076/679, 4-5=-3969/683, 5-6=-3968/683, 6-7=-4017/628, 8-9=-277/24 BOT CHORD 2-12=-711/4199, 11-12=-541/3531, 10-11=-585/3525, 9-10=-790/4014 WEBS 3-12=-638/235,4-12=-33/710, 4-11=-99/781, 5-11=-734/171, 6-11=-96/804, 6-10=0/439, 7-10=-539/304, 7-9=-4147/864 Structural wood sheathing directly applied or 3-8-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-13 max J: 4-6, 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. D O LIC 6) All plates are MT20 plates unless otherwise indicated. O�P .•..•• . 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` O\'a•'� 800 .••. C� 4/ 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 V O O? will fit between the bottom chord and any other members. �O •� 9) Refer to girder(s) for truss to truss connections. U O . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 9=312, 2=373. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '0., , ' SS�ON March 27,2017 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 I.V. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -''heat a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' U is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lade Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sodec10P1 nra. r.n Qi;A,g Djvisan Jab Truss Truss Type Qty Ply 7158 PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 850091467 715B—PC—GR B6 ROOF SPECIAL GIRDER 1 q MT20 185/144 (Roof Snow=30.0) e Lumber DOL 1.15 BC 0.59 J Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:25 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-5hVgrYyY9g2PinixeEsa2gv8exOx8iwbh7zm i2zWnXa 6-3-0 12-2-8 18-2-0 24-1-8 26-6-0 { 31-7-7 37-7-0 6-3-0 5-11-8 5-11-8 5-11-8 2-4-8 5-1-7 5-11-9 Scale= 1:66.1 10x14 = 2x4 II 5x10 — 8x12 — 4x6 = 8x8 4.00 112 10x10 MT20HS 10x16 MT20HS = 10x10 MT20HS = 5x8 = 10x16 MT20HS = 3x6 I 4x6 = 0 uS 4 I6 NOTES - 6-3-0 12-2-8 18-2-0 24-1-B 6-3-0 5-11-8 5-11-8 5-11-8 26-6-0 I 31-7-7 37-7-0 2-4-8 5-1-7 5-11-9 Plate Offsets (X Y)-- [4:0-6-0.0-4-81, f8:0-0-0.0-1-131, [11:0-6-8.0-6-01, [13:0-5-0.0-6-121, [14:0-7-4.0-4-121 Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.54 11-12 >832 360 MT20 185/144 (Roof Snow=30.0) e Lumber DOL 1.15 BC 0.59 Vert(TL) -0.98 11-12 >455 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 8 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.31 12 >999 240 Weight: 702 Ib FT = 20 BCDL 10.0 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r� r 1., Wheat y y w r p ea t Ridg LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SPF 195OF 1.7E `Except` except end verticals, and 2-0-0 oc purlins (4-7-5 max.): 1-6. 13-15:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' Suite 109 1-15:2x8 SPF 1950F 1.7E, 1-14: 2x4 SPF 165OF 1.5E 6-11: 2x4 SPF No.2 REACTIONS. (Ib/size) 15=11732/0-5-8, 8=8473/Mechanical Max Horz 15=-198(LC 6) Max Uplift 15=-2045(LC 7), 8=-1414(LC 7) Max Grav 15=11929(LC 22), 8=8561 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -15= -11365/1989,1-2=-15746/2666,2-3=-15746/2666,3-4=-28362/4627, 4-5=-28362/4627, 5-6=-26388/4424, 6-7=-23375/3934, 7-8=-22339/3699 BOT CHORD 14-15=-80/1019,13-14=-3903/24947, 12-13=-3903/24947; 11-12=-4265/26450, 10-11=-3594/22143, 9-10=-3396/20755, 8-9=-3396/20755 WEBS 1 -14= -2913/17704,2 -14=-4223/881,3-14=-11056/1687,3-13=0/373,3-12=-669/4145, 4 -12= -3608/606,5 -12=-253/2297,5-11=-2955/432,6-11=-1346/8481,6-10=-104/350, 7-10=-712/2027, 7-9=-508/194 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0-4-0 oc. O LI�F� 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 O�PQ ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; �\e••••S00 •e•sF Ne •• Q V gust) enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip O DOL=1.33 U 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 e 5) Unbalanced snow loads have been considered for this design. 1 PE -44018 J 6) Provide adequate drainage to prevent water ponding. O . 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 11 = 16% �� �••• \� 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c5'S�ON 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) Refer to girder(s) for truss to truss connections. March 27,2017 t l 01 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r� r 1., Wheat y y w r p ea t Ridg F a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - tinc, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane [)11ri`'Or, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC 850091467 715B_PC_GR 136 ROOF SPECIAL GIRDER 1 q J Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:25 2017 Page 2 ID:X4RmSVJOzZO2XOMRGCOAfIFym HyU-5hVgrYyY9g2PinixeEsa2gv8exOxBiwbh7zm i2zWnXa NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 15=2045, 8=1414. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 Ib down and 76 Ib up at 0-3-10, 260 Ib down and 87 Ib up at 2-0-12, 2293 Ib down and 516 Ib up at 4-1-8, 1226 Ib down and 228 Ib up at 6-0-12, 1035 Ib down and 220 Ib up at 8-0-12, 1035 Ib down and 220 Ib up at 10-0-12, 937 Ib down and 158 Ib up at 12-0-12, 1163 Ib down and 165 Ib up at 14-0-12, 1019 Ib down and 175 Ib up at 16-0-12, 945 Ib down and 182 Ib up at 18-0-12, and 1047 Ib down and 187 Ib up at 20-0-12, and 1192 Ib down and 189 Ib up at 22-0-12 on top chord, and 4608 Ib down and 853 Ib up at 24-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80,8-15=-20 Concentrated Loads (lb) Vert: 1=-184 2=-1184 3=-895 0-903 11=-4608(B) 16=-218 17=-2251 18=-993 19=-993 21=-1121 22=-977 20-11005 25=-1150 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7477 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-39 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. City of wit Wheat Ri( WOW Building Divi 7777 Greenback Lane Job Truss Truss Type Qty Ply 715B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R50091468 715B_PC_GR B7 Monopitch 1 1 Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1189/174, 4-5=-306/78 ob Reference (optional) Alpine Lumber Go., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:25 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-5hVgrYyY9g2PinixeEsa2gv8ux3b8s1 bh7zmi2zWnXa 6-8-0 13-4-0 6-8-0 6-8-0 4.6 11 Scale= 1:29.8 46 11 2x4 11 3x5 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.76 BC 0.42 WB 0.35 Matrix -S DEFL. in (loc) I/dell L/d Vert(LL) -0.05 5-6 >999 360 Vert(TL) -0.12 5-6 >999 240 Horz(TL) 0.03 5 n/a n/a Wind(LL) 0.02 1-6 >999 240 PLATES GRIP MT20 185/144 Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-0 WEBS 1 Row at midpt 3-5 REACTIONS. (Ib/size) 1=659/Mechanical, 5=659/Mechanical Max Horz 1=244(LC 7) Max Uplift 1=-105(LC 6), 5=-137(LC 10) Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1189/174, 4-5=-306/78 BOT CHORD 1-6=-174/1038, 5-6=-174/1038 WEBS 3-6=0/302, 3-5=-1088/243 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. fl; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category fl; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=105, 5=137. O 0 L , IC 00VS" F r':'.P 44018 css�0NR March 27,2017 i , Of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Wheat r^� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V V c I eaa' * n ilig a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Building DIVlS�;? Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.09 Job Truss Truss Type Qty Ply 715B PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 850091469 7156 -PC GR B8 Monopitch 6 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.19 2-8 >421 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:26 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-Zu3C3tzAw7AFKxH7CyNpbuSG7LQ_tllkwniJFUz WnXZ -1-0-0 6-11-0 13-8-4 20-9-0 1-0-0 6-11-0 6-9-4 7-0-12 4.00 12 Scale = 1:43.4 06 5 3x4 11 6-11-0 0- -0 6-8-4 7-0-12 Plate Offsets (X Y)- [3:0-3-12.0-2-21, [4:0-6-0.0-3-41, [5:0-3-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.07 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.19 2-8 >421 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrP12007 Matrix -S Wind(LL) 0.03 2-8 >999 240 Weight: 77 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 'Except' 10 except end verticals. 3-8: 2x4 HF Stud, 3-6: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 4-6 REACTIONS. (Ib/size) 6=663/Mechanical, 2=370/0-3-8, 3=1104/0-5-8 Max Horz 2=312(LC 7) 0 -, Max Uplift 6=-129(LC 10), 2=-62(LC 6), 3=-247(LC 10) ON Max Grav 6=887(LC 15), 2=371(LC 15), 3=1194(LC 15) March 27,20 7 w FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/77, 3-4=-1440/157, 5-6=-345/83 � t ezog p`! _ 7Di ,� v BOT CHORD 3-7=-162/1292, 6-7=-165/1286 V MiTek° (Ij WEBS 4-7=0/292, 4-6=-1326/230 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to for truss to truss connections. D O LI C,, girder(s) OQ,P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=1b)••••���'••• c$1 ' SOON �•• �Q 6=129,3=247, V �O 02 10 •U G�: PE -44018 0 -, ON March 27,20 7 w A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10107/2015 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 and incorporate this design into the overall � t ezog p`! _ 7Di ,� v parameters properly building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing V MiTek° (Ij is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ul1d tn50, Job Truss Truss Type Qty Ply 715B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. R50091470 7158_PC_GR B9 Monopitch 2 1 REACTIONS. (Ib/size) 1=485/0-3-0, 5=211/Mechanical, 6=665/0-5-8 Max Horz 1=244(LC g) Max Uplift 1=-76(LC 6), 5=-71 (LC 7), 6=-114(LC 6) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:26 2017 Page 1 ID:X4RmS W0zZO2XOMRGCOAfIFymHyU-Zu3C3tzAw7AFKxH7CyNpbuSIOLNItKakwniJFUzWnXZ 6-10-8 1 13-9-0 1 6-10-8 6-10-8 4x8 = Scale: 318"=1' 5x6 11 6 3x4 = 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.78 BC 0.55 WB 0.27 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.16 1-6 >743 360 Vert(TL) -0.41 1-6 >282 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.04 1-6 >999 240 PLATES GRIP MT20 185/144 Weight: 53 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5:2x4 SPF No.2 SLIDER Left 2x4 HF Stud 3-6-12 REACTIONS. (Ib/size) 1=485/0-3-0, 5=211/Mechanical, 6=665/0-5-8 Max Horz 1=244(LC g) Max Uplift 1=-76(LC 6), 5=-71 (LC 7), 6=-114(LC 6) Max Grav 1=485(LC 1), 5=240(LC 14), 6=812(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-593/131 BOT CHORD 1-6=-181/501 WEBS 3-6=-753/262 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) p O L' OFA plate O(�P 6=114. • :s�Q ••••••so0N O 02 ZO ;C) O; PE -44018 •ON Ss� ON March 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101114473 rev. 10103/2015 BEFORE USE. ' City of Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWqq �-1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Wheat h eat Rg f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback ne - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091471 715B_PC GR C1 Hip Girder 2 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.20 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:28 2017 Page 1 ID:X4RmSW0zZO2XOMRGCOAfIFymHyU-WGByUZ?QSIRzZFRWJNQHgJXkM94HLF51 N56QJNzWnXX -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 +21-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 Scale = 1:36.4 c d� 4x6 = 4.o0 12 3x9 = 4x6 = 13 14 15 16 3x5 3x4 = 2x4 II 3x4 = 3x5 J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.10 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.20 9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.06 9 >999 240 Weight: 1581b FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=1600/0-5-8,6=1600/0-5-8 Max Horz 2=-30(LC 47) Max Uplift 2=-268(LC 6), 6=-268(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3614/434, 3-4=-3265/431, 4-5=-3265/431, 5-6=-3614/434 BOT CHORD 2-10=-373/3337, 9-10=-421/4476, 8-9=-421/4476, 6-8=-351/3337 WEBS 3-10=-29/993,4-10=-1289/89,4-9=0/389,4-8=-1289/89,5-8=-29/993 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 limes flat roof load of 30.0 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. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=268,6=268. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shali be provided sufficient to support concentrated load(s) 459 Ib down and 94 Ib up at 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 10-11-4, and 66 Ib down at 12-11-4, and 459 Ib down and 94 Ib up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard �ND0 L/C_ March 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 101032015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �f .1 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat �c�. �. r-1 Iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ' 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 R uildin Dlvis uoi . ❑n (-r, Q Job Truss Truss Type Qty Ply 715B PC R50091471 715B -PC -GR C1 Hip Girder 2 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-459(8) 8=-459(B) 13=-33(B) 14=-33(B) 15=-33(B) 16=-33(B) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:28 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-WGByUZ?QSIRzZFRWJNQHgJXkM94HLF51 N5BQJNzWnXX City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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, notId a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ` BDlding nIVISOn building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always roqulred 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 gNSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss TypeQty DEFL. in (loc) I/deft Lid Vert(LL) -0.11 9-10 >999 360 Vert(TL) -0.22 9-10 >999 240 Horz(TL) 0.07 8 n/a n/a Wind(LL) 0.06 9-10 >999 240 Ply 715B PC TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5: 2x4 SPF 1650F 1.5E 2-0-0 oc pudins (2-7-0 max.): 4-5, 6-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. 850091472 715B_PC_GR C2 Roof Special 1 1 Max Horz 2=56(LC 7) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:29 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfi Fym HyU-_SIKhv?3D2ZgBPOit4xWC W4nlZNZ4cgAclxzspzWnX W -1-0-0 7-0-0 13-0-0 16-6-0 20-0-0 1-0-0 7-0-0 6-0-0 3-6-0 3-6-0 Scale = 1:36.5 CS d N 6x6 = 5x6 = 4x6 2x4 II 5x10 = B 3x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.90 BC 0.61 WB 0.63 Matrix -S DEFL. in (loc) I/deft Lid Vert(LL) -0.11 9-10 >999 360 Vert(TL) -0.22 9-10 >999 240 Horz(TL) 0.07 8 n/a n/a Wind(LL) 0.06 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 74Ito FT=20! LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5: 2x4 SPF 1650F 1.5E 2-0-0 oc pudins (2-7-0 max.): 4-5, 6-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 8=991/0-5-8,2=1075/0-5-8 Max Horz 2=56(LC 7) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1975/308, 4-5=-1751/304, 5-6=-1872/298 BOT CHORD 2-10=-256/1770, 9-10=-260/1763, 8-9=-358/1839 WEBS 4-10=0/264, 6-8=-1929/381 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrenl with any other live loads. 0 LIc 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide NO will fit between the bottom chord and any other members. 8) Provide �� ..•'".ee••��c$' ; 5001-% f� mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 0 O 8=167,2=215. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. PE -44018 .� . �cr 9 ON MarchA7,20,17y of ,A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I-7473 rev. 1010312015 BEFORE USE. Wheat R Id f 7 e Design valid for use only with MTek® 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 properly incorporate this design into the overall �►1� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Divison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 115B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-4-15 max.): 5-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. SLIDER Left 2x4 HF Stud 2-4-5 WEBS 1 Row at midpt 7-9 850091473 7156_PC_GR C3 Roof Special 1 1 Max Grav 9=991 (LC 1), 2=1284(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2330/353,4-5=-1807/232, 5-6=-1640/245, 6-7=-1736/222, 8-9=-306/79 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:30 2017 Page 1 ID X4RmSWOzZO2XOMRGCOAfIFym HyU-SfJjuFOh_MhhpYbuRnSllkdl fyhpp53KrPgXOGzWnXV -1-0-0 4-7-12 9-0-0 11-0-0 l 14-6-0 20-0-0 1-0-0 4-7-12 4-4-4 2-0-0 3-6-0 5-6-0 Scale = 1:36.5 Ob A 4x6 = 4x6 = 5x6 I 9 3x9 = 5x10 = 3x6 = LOADING (pst) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. DEFL. in (loc) I/deft Lid TC 0.63 Vert(LL) -0.18 9-10 >999 360 BC 0.73 Vert(TL) -0.48 9-10 >501 240 WB 0.49 Horz(TL) 0.07 9 n/a n/a Matrix -S Wind(LL) 0.06 10 >999 240 PLATES GRIP MT20 185/144 Weight: 80 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-4-15 max.): 5-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. SLIDER Left 2x4 HF Stud 2-4-5 WEBS 1 Row at midpt 7-9 REACTIONS. (Ib/size) 9=99110-5-8,2=1075/0-5-8 Max Horz 2=89(LC 9) Max Uplift 9=-161 (LC 7), 2=-203(LC 6) Max Grav 9=991 (LC 1), 2=1284(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2330/353,4-5=-1807/232, 5-6=-1640/245, 6-7=-1736/222, 8-9=-306/79 BOT CHORD 2-11=-317/2082,10-11=-213/1588,9-10=-343/1803 WEBS 4-11=-469/197,6-10=-10/323,7-10=-405/162,7-9=-1871/349 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; 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 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. ' 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom chord and any other members. p0 L!�will F �•• sf9=161, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 2=203. SOO NO•;9) r.P Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 44018 U ,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.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 Wheat Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANS11TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac arReliiriing DIVISOii Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ I/ Job Truss Truss Type Qty Ply 715B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc pudins (4-4-10 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-7-14 850091474 715B_PC_GR C4 Roof Special 1 1 Max Grav 9=1009(LC 27), 2=1075(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2030/294, 4-5=-1831/274, 5-6=-1775/243, 6-7=-1663/208 Job Reference (optionall Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:31 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-wrs56b1 JIgpYQiA5_Vz_lx9D5M4fYWMT33Q4wizWnXU 1-0-0 ' 5-1-12 4-10-4 2-6-0 3-7-4 3-10-12 Scale = 1:35.9 5x6 = 4x6 II 3x4 = 9 5x10 = 4x6 = r d A LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.52 BC 0.57 WB 0.61 Matrix -R DEFL. in (loc) I/defl Lid Vert(LL) -0.09 10-11 >999 360 Vert(TL) -0.20 9-10 >999 240 Horz(TL) 0.06 9 n/a n/a Wind(LL) 0.06 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc pudins (4-4-10 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-7-14 REACTIONS. (Ib/size) 9=991/0-5-8, 2=1075/0-5-8 Max Horz 2=125(LC 7) Max Uplift 9=-160(LC 7), 2=-194(LC 6) Max Grav 9=1009(LC 27), 2=1075(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2030/294, 4-5=-1831/274, 5-6=-1775/243, 6-7=-1663/208 BOT CHORD 2-11=-290/1828,10-11=-228/1361,9-10=-227/1115 WEBS 4-11=-324/158, 5-11=-84/531, 5-10=-61/685, 6-10=-806/150, 7-10=-47/685, 7-9=-1309/263 NOTES - 1) Wind: ASCE 7-10; Vu1t=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. .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 widewill 0S'7) ••• fit between the bottom chord and any other members.00 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) N%9=160,2=194. r'SPE-44018 plate 029) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �k�``\`„ ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II.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 e n 1 h R 6(j a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall V V heat Eya q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L aFtUi!d ding DiV iso Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091475 715B_PC_GR C5 Flat Girder 1 BC 0.71 Vert(TL) -0.30 8-9 >174 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 6 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.60022 6-1-8 6.12 = 3-10-8 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:32 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI Fym HyU-01 QTJx2xWzxP2skHYCUDg9iS PmNcHyYdlj9dS8zWnXT 802 = 3-10-8 3.9 11 6-1-8 602 = 10 10x10 MT20HS I 8x12 = 2x4 I 8x12 - 6 10x10 MT20HS Scale = 1:35.9 6-1-8 10-0-013-10-8 i 6-1-8 3-10-8 3-1018 20-0-0 6-1-8 Plate Offsets (X Y)-- [1:0-4-8 0-3-0] f3:0-6-0.0-6-01, [5:0-4-8.0-3-01, [6:Edge 0-5-81 [7:0-2-12.0-4-01. [9:0-5-12.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.19 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.30 8-9 >174 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.11 8-9 >999 240 Weight: 255 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x8 SPF 195OF 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except" 1-10,5-6,1-9,5-7: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 10=6478/0-5-8, 6=3984/0-5-8 Max Horz 10=-111(LC 22) Max Uplift 10=-1643(LC 4), 6=-1009(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-6288/1640, 1-2=-1 2559/3252, 2-3=-12559/3252, 3-4=-7432/2042, 4-5=-7432/2042, 5-6=-3877/1026 BOT CHORD 9-10=-173/383, 8-9=-2943/10632, 7-8=-2943/10632 WEBS 1-9=-3428/13201, 2-9=-6452/1662, 3-9=-486/2317, 3-7=-3795/1039, 4-7=-925/361, 5-7=-2155/7794 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, 2x8 - 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: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 DO Cr C psf OSP 5) Provide adequate drainage to prevent water ponding. 6) All MT20 indicated. �� •.••SOO •e• ciF N 'e• plates are plates unless otherwise O O 0 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 :C) will fit between the bottom chord and any other members, e e 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) % PE -44018 10=1643,6=1009. O • • Q 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 536 Ib down and 142 Ib up at 0-2-12, 145 Ib down and 65 Ib up at 2-0-12, 230 Ib down and 741b up at 4-0-12, 6348 Ib down and 15391b up at 6-1-8, 189 Ib eee. SS��N down and 769 Ib up at 8-0-12, 139 Ib down and 685 Ib up at 10-0-12, 200 Ib down and 327 Ib up at 12-0-12, 238 Ib down and 182 Ib up at 14-0-12, 316 Ib down and 398 Ib up at 15-2-0, and 425 Ib down and 71 Ib up at 17-1-4, and 435 Ib down and 72 Ib up at 19-1-4 on top chord, The design/selection of such connection device(s) is the responsibility of others. March 27,20L71ty of naaro WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. I� I �R V V heat Rid r� Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall :9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ICU jIC! jn(� �IVI$C fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ,y Job Truss Truss Type Qty Ply 7158 PC 850091475 715B_PC_GR C5 Flat Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:32 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-01 QTJx2xWzxP2skHYCUDg9iSPmNcHyYdlj9dS8zWnXT Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 1=-523 2=-6308 3=7 4=-218 11=-127 12=-210 13=-156 14=-180 15=29 16=-405 17=418 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Ridge r�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note Wheat R I d g e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V IiT®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 ANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback ftj ilding Diknso i'. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 850091476 715B_PC_GR C6 Hip 1 1 Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 7-0-0 6x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:33 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-sE_rXH2ZH H3GgOJT6w?SNMFTI AnpOVOmXNvB?azWnXS 6-0-0 48 = 7-0-0 1-0-0 Scale = 1:36.4 5x6 II 2x4 11 3x4 = 5x6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.94 BC 0.46 WB 0.26 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.14 9-10 >999 360 Vert(TL) -0.26 9-10 >933 240 Horz(TL) 0.07 7 n/a n/a Wind(LL) 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 70 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-11, Right 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 2=1080/0-5-8,7=1080/0-5-8 Max Horz 2=40(LC 12) Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2028/329, 4-5=-1803/349, 5-7=-2028/329 BOT CHORD 2-10=-262/1811, 9-10=-266/1804, 7-9=-235/1811 WEBS 4-10=0/259, 4-9=-278/278, 5-9=0/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p O L/ will fit between the bottom chord and any other members. i� (' O� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=217,7=217. e•••'ca'�O •e• c5� V ;' p N '•e O 9) Graphical pur in representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ! r0 O? •� ;U O• PE -44018 FSS�oN March 27,2017 , AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Rid, c 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ? U iid Ir'6f' V iS'.!1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see pNSVTPIt Quality Criteria, OSB -69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane t=?i Suite 109 Job Truss Truss Type Qty Ply 115B PC LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, 5-6: 2x4 SPF No.2 except 850091477 715B PC_GR C7 Hip Girder 1 1 REACTIONS. (Ib/size) 2=1164/0-5-8, 9=1089/0-5-8 Max Horz 2=51 (LC 48) Max Uplift 2=-243(LC 6), 9=-212(LC 7) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:34 2017 Page 1 I D:X4RmSWOzZO2XOMRGCOAfIFym HyU-KQYDkd3B2bB7HAufgd WhvanmmZ2ElzCwm 1 ekX1 zWnXR -1-0-04-7-13 9-0-0 1 11-0-0 I 15 4-3 20-0-0 21-0-0 1-0-0 4-7-13 413 2-0-0 4-4-34-7-13 Scale = 1:36.4 4x6 = 6x6 = 4x12 = 3x9 = 3x4 = 5x6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.43 BC 0.77 WB 0.22 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.12 11-12 >999 360 Vert(TL) -0.34 2-12 >115 240 Horz(TL) 0.08 9 n/a n/a Wind(LL) 0.06 2-12 >999 240 PLATES GRIP MT20 185/144 Weight: 77 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, 5-6: 2x4 SPF No.2 except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc purlins (3-10-15 max.): 5-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-4-5, Right 2x4 HF Stud 2-4-5 REACTIONS. (Ib/size) 2=1164/0-5-8, 9=1089/0-5-8 Max Horz 2=51 (LC 48) Max Uplift 2=-243(LC 6), 9=-212(LC 7) Max Grav 2=1426(LC 27), 9=1351(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2559/383, 4-5=-2019/271, 5-6=-1841/283, 6-7=-2001/267, 7-9=-2513/367 BOT CHORD 2-12=-336/2293, 11-12=-154/1826, 9-11=-283/2246 WEBS 4-12=-476/187, 5-12=-20/329, 6-11=-9/257, 7-11=-442/175 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. D O L! 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P G O� �� will fit between the bottom chord and any other members.•••'SQO ••• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) �'rJ /1/ % Q 1. 2=243,9=212. • O O 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 32 Ib up at PE -44018 ' 1-11-4 on top chord, and 93 Ib down and 49 Ib up at 1-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. -O Q 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �i5's� •••� ON 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 March 2. 2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Of V J h eat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback a Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 uiiding Divlsan Job Truss Truss Type Qty Ply 7158 PC R50091477 715B_PC_GR C7 Hip Girder 1 1 ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-10=-80, 2-9=-20 Concentrated Loads (Ib) Vert: 15=-93(F) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:34 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-KQYDkd3B2bB7HAufgd WhvanmmZ2E IzCwm 1 ekX1 z WnXR Cliv of A WARNING • Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 1%v!'j �` i f 4 t l! 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 I V I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �AAiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB•89 and BCS] Building Component 7777 Greenback Lane '(ling DIkr15()t Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091478 715B_PC_GR D1 Hip Girder 1 BC 0.65 Vert(TL) -0.34 10-11 >706 240 TCLL10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 8 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:35 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-pc6cyy4ppuJ_vKTsDL2wSnKwbzPJUOJ3_hOH3TzWnXQ -1-0-0 5-11-8 9-11-8 13-11-8 19-11-8 120-11-8 1-0-0 5-11-8 4-0-0 4-0-0 6-0-0 1-0-0 Scale = 1:36.4 5x8 = 4.00 12 3x4 = 5x8 = 4x12 11 46 = 46 = 412 11 r lN 5-11-8 13-11-8 5-11-8 8-0-0 19-11-8 6-0-0 Plate Offsets (X Y)-- [2:0-8-6 Edge] [8:0-8-3 Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.19 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.34 10-11 >706 240 TCLL10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.11 10-11 >999 240 Weight: 208 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc puffins (6-0-0 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 165OF 1.5E 3-0-12, Right 2x6 SPF 1650F 1.5E 3-0-15 REACTIONS. (Ib/size) 2=2290/0-5-8, 8=2286/0-4-8 Max Hoa 2=-35(LC 47) Max Uplift 2=-506(LC 6), 8=-505(LC 7) Max Grav 2=2333(LC 27), 8=2331 (LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4808/994, 4-5=-4188/924, 5-6=-4212/929, 6-8=-4829/999 BOT CHORD 2-11=-866/4283, 10-11=-1007/4995, 8-10=-858/4307 WEBS 4-11=-331/1918, 5-11=-1000/233, 5-10=-973/227, 6-10=-330/1912 NOTES - 1) 2 -ply truss to be connected together with 1 Od (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; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 0 L1 5) Unbalanced snow loads have been considered for this design. ND 0 0� Fy 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs Q� .•••SOO ••• sf non -concurrent with other live loads. : O �/ •. Q 7) Provide adequate drainage to prevent water ponding. O O 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U 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. pE 44018 J 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) '0% • 2=506,8=505. 11'• r�� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 770 Ib down and 196 Ib up at .• �� �ss7O 'N 5-11-8, 294 Ib down and 80 Ib up at 8-0-4, 294 Ib down and 80 Ib up at 10-0-4, and 294 Ib down and 80 Ib up at 11-10-12, and 770 Ib down and 196 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. AW1104 01 March 27,2017 LUAZWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �rt t h t f�*.i�J. t V 11 !`r g 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 WOW 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 ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L ef;tl ilding DiVISO Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC 850091478 715B_PC_GR D1 Hip Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 11=-770(F) 10=-770(F) 14= -294(F)15= -294(F) 16=-294(F) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:35 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-pc6cyy4ppuJ_vKTsDL2wSnKwbzPJUOJ3_hOH3TzWnXQ City of ® WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101072015 BEFORE USE. v Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall I, el' U IId Irl3 D_fV 156r1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane ,.,m,,.,,,.w^" Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7150 PC 850091479 715B_PC_GR D2 Hip 1 1 Job Reference (optional) Alpine Lumber do., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:37 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-I?EMMe64LWZi8ddELm4OXC PE9n9XyDOMS?tO8MzWnXO -1-0-o,� 7-11-8 11-11-8 15-9-12 19-11-8 X20-11-8 1-0-0 4-1-8 3-10-0 4-0-0 3-10-4 4-1-12 1-0-0 Scale = 1:36.4 4x6 = 6x6 = 5x6 = 3x9 = 3x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.07 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.20 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.04 10-11 >999 240 Weight: 84 Ib FT = 20% 8 DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals, and 2-0-0 oc puffins (4-9-7 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=1075/0-5-8, 9=1075/0-4-8 Max Horz 12=-15(LC 13) Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/8, 3-4=-1577/253, 4-5=-1430/264, 5-6=-1581/254, 6-7=-330/7, 2-12=-430/113, 7-9=-433/113 BOT CHORD 11-12=-220/1533, 10-11=-149/1433, 9-10=-222/1545 WEBS 3-12=-1495/303, 6-9=-1498/306 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O L l 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) O�P C�� 12=217,9=217.Soo/v% •sF 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. V• O 02 Q PE -44018 FSs�ON March 27,2017 r;1 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. " Wheat R I d q e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Divison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Cry Ply7156 PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091480 715B_PC_GR D3 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.44 Job Reference(."ti. net Alpine Lumber Co., Commerce City,C0.80022 1-0-0 ' 5-1-8 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:38 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-DBnka_6i6phYmnC RvTbd4PyRE B R6heyVgecygozWnXN 4-10-0 4-10-4 4x6 = 4 5-1-12 . 1-0-0 Scale = 1:35.2 10 4x6 = 8 3x9 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.44 8-9 >536 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matfix-S Wind(LL) 0.04 9 >999 240 Weight: 81 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 2-10.6-8: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/Size) 10=1073/0-5-8, 8=1073/0-4-8 Max Horz 10=-25(LC11) Max Uplift 10=-209(LC 6), 8=-209(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/48, 3-4=-1314/188, 4-5=-1315/187, 5-6=-291/48, 2-10=-363/139, 6-8=-366/139 BOT CHORD 9-10=-219/1372, 8-9=-211/1380 WEBS 3-9=-327/191, 4-9=0/416, 5-9=-336/193, 3-10=-1316/256, 5-8=-1317/258 Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) except Qt=1b) 10=209, 8=209. eo,P�NDO trcF�C SON March 27 2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not t� �1 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Wheat R i t1 E building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. Ix u ildlnq DiviS` I Job Truss Truss Type Qty Ply 715B PC (loc) I/defl L/d TCLL 30.0 plate Grip DOL 850091481 7158 PC GR D4 Common 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) Job Reference (ootional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:38 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfI FymHyU-DBnka_6i6phYmnCRvTbd4PyT_BTjhfQVgecygozWnXN 5-1-8 9-11-8 14-9-12 19-11-8 5-1-8 4-10-0 4-10-4 5-1-12 Scale = 1:33.4 5x6 = 4xf 3 8 4x8 = 6 3x9 = 48 = LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/defl L/d TCLL 30.0 plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.12 6-7 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.31 6-7 >757 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 6 n/a n/a BOLL Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 1-8,5-6: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=975/0-5-8, 6=975/0-4-8 Max Horz 8=-19(LC 11) Max Uplift 8=-147(LC 6), 6=-147(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/14, 2-3=-1334/201, 3-4=-1335/200, 4-5=-459/14, 1-8=-322/72, 5-6=-326/73 BOT CHORD 7-8=-224/1395, 6-7=-234/1404 WEBS 2-7=-315/170, 3-7=0/400, 4-7=-323/172, 2-8=-1168/277, 4-6=-1165/279 PLATES GRIP MT20 185/144 Weight: 79 Ib FT = 20% Structural wood sheathing directly applied or 4-10-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=147,6=147. jND0 L/c sooti •.sFo � ZO Ol,• o PE -44018 KONA March 272017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 101032015 BEFORE USE. F4 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 1N Job Truss Truss Type Qty Ply 7158 PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 850091482 7158_PC_GR D5 Hip 1 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:39 2017 Page 1 I D: X4 R m S WOzZO2XO M R G C OAf I F ym H y U -h O L6 n K7 K s 7 p P Ox n d S A6 scd U dwagA Q 3Xfv I M V C Ez W nX M 4-6-12 8-10-0 11-1-0 15-4-8 19-11-8 4-6-12 4-3-4 2-3-0 4-3-8 4-7-0 Scale = 1:34.9 3x.' 46 = 4x6 = 10 46 = 3x9 = 3x4 = 06 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.37 7-8 >633 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.04 8 >999 240 Weight: 83 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-14(LC 11) Max Uplift 10=-154(LC 6), 7=-155(LC 7) Max Grav 10=1201(LC 26), 7=1201(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/18, 2-3=-1671/227, 3-4=-1503/237, 4-5=-1673/228, 5-6=-275/18, 1-10=-275/56, 6-7=-278/57 BOT CHORD 9-10=-247/1713, 8-9=-133/1504, 7-8=-260/1724 WEBS 5-8=-258/162, 2-10=-1738/301, 5-7=-1742/303 Structural wood sheathing directly applied or 4-2-6 oc purlins, except end verticals, and 2-0-0 oc puriins (4-8-3 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 10=154,7=155. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. D0 L16 - March 27,2017 M1 Ft i c �F MiTek� r 7777 Greenback Lane Job Truss Truss Type Qty Ply 7158 PC PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.07 8-9 >999 360 850091483 715B—PC GR D6 Hip 1 1 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 7 n/a n/a BCLL 0.0 DL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:40 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-9avV?g8ydRxGO5MpOud59g1 gy_Ca9cvo8y52kgzWnXL 3-6-12 6-10-0 i 13-1-0 13-3_8 8 19-11-8 3-6-12 3-3-4 6-3-0 3-3-8 3-7-0 Scale = 1:34.9 3x4 �1 5x6 = 4.00 12 6x6 = 10 7 3x5 = 3x9 = 3x4 = 3x5 = 6-10-0 13-1-0 6-10-0 6-3-0 19-11-8 6-10-8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.07 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.15 8-9 >999 240 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 7 n/a n/a BCLL 0.0 DL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.04 8-9 >999 240 Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 `Except" TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, 3-4:2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (3-4-9 max.): 3-4. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Hoa 10=-19(LC 8) Max Uplift 10=-164(LC 6), 7=-164(LC 7) Max Grav 10=1056(LC 26), 7=1057(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/273, 3-4=-1461/283, 4-5=-1573/275 BOT CHORD 9-10=-228/1383, B-9=-209/1466, 7-8=-249/1396 WEBS 2-9=-24/322, 5-8=-31/316, 2-10=-1484/280, 5-7=-1491/282 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 10=164,7=164. DO L! B) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ,?0 ,? G'F�sn eeeeee• 500/x/eee CO O2 :ZOO 's PE -44018 -P e ei C�l ON March 27,201 'k-Ky Ull4f AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat _ ri builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing " 1 = 1 t t' S is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1I 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 1u9...,.... nn eco,,, 'Z L! lid it'; '}iv z;... Job Truss Truss Type Qty Ply 7156 PC LUMBER- BRACING - TOP CHORD R50091484 715B—PC—GR D7 Hip 1 1 except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 2-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ob Reference o tional) Alpine Lumber Co., Commerce City,C0.80022 4-10-0 F 9-114 r 4-10-0 5-1-8 4.00 12 46 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:41 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-dmTtCO9aOk37dFwOab9Kh2atZO Wsu2axNcrcH7zWnXK 3x9 = 5-1-8 4X6 = 4-10-8 Scale= 1:34.7 3x4 II 48 = 2x4 11 48 — 3x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTP12007 CSI. TC 0.72 BC 0.45 WB 0.63 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.12 8 >999 360 -0.22 7-8 >999 240 0.05 6 n/a n/a 0.07 8 >999 240 PLATES GRIP MT20 185/144 Weight: 78 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 2-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-26(LC 8) Max Uplift 10=-171(LC 6), 6=-171(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1707/288, 2-3=-1599/301, 3-4=-1608/303, 4-5=-1717/290, 1-10=-925/192, 5-6=-924/193 BOT CHORD 9-10=-50/305, 8-9=-352/2443, 7-8=-352/2443, 6-7=-64/316 WEBS 3-9=-930/140, 3-7=-920/138, 1-9=-192/1492, 5-7=-193/1493 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 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) except Gt=1b) 10=171,6=171. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Var ty design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 L rCF �o ;: •' SOO/V • . 0 Z �2 S PE -44018 March 27,2017, 1111 MiTek' Whe,_ 7777 Greenback Lan Job Truss Truss Type Qty Ply 7156 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091485 7158—PC—GR D8 Hip 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.49 ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:41 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-dmTtCO9aOk37dFwOab9Kh2asyORKu 16xNcrcH7zWnXK 2-10-0 9-11-8 17-1-0 19-11-8 r 2-10-0 7-1-8 7-1-8 2-10-8 Scale = 1:34.7 JIB 4.00 12 4x8 = 5x8 = 4x8 = 2x4 II 412 = 2x4 II 412 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 8 >811 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.49 7-8 >477 240 TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 6 n/a n/a 5-6=-10891175 BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.14 8 >999 240 Weight: 75 Ib FT = 20 B DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD 2-4:2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud 'Except` WEBS 3-9,3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-33(LC 6) Max Uplift 10=-176(LC 6), 6=-176(LC 7) Max Grav 10=1087(LC 25), 6=1085(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1719/246,2-3=-1646/258,3-4=-1664/261, 4-5=-1739/249, 1-10=-1093/174, 5-6=-10891175 BOT CHORD 8-9=-557/3864, 7-8=-557/3864 WEBS 3-9=-2282/340, 3-8=0/295, 3-7=-2264/337, 1-9=-226/1746, 5-7=-228/1757 Structural wood sheathing directly applied or 4-0-0 oc puliins, except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 2-4. Rigid ceiling directly applied or 9-6-11 oc bracing. 1 Row at midpt 3-9, 3-7 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) except Qt=1b) 10=176,6=176. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSltTPI11 Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PDO L1� March 27,20171�_—__— N, MiTek° eat RYI ge 7777 Greenback Lane Suite 109 i3uildilig Divi 5:1r, am�� w.c„m� cn ase! , Job Truss Truss Type Qty Ply 7158 PC DOL=1.33 LOADING (psf) SPACING- 2-0-0 3) Unbalanced snow loads have been considered for this design. 850091486 7158_PC_GR D9 Hip 1 1 0 Cr�will TC 0.72 Vert(LL) -0.52 11 >457 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Go., Commerce City,G0.80022 0-10-0 4-7-10 4.00 12 6.01 U s Apr 20 2016 MI I ek ID:X4RmSWOzZO2X0MRGCOAfIFymHyU-5zl FQM! 9-11-8 14-5-6 4-5-14 4-5-14 Inc. Mon Mar 27 08:52:42 2017 Pape 1 4-7-10 Scale= 1:34.3 2x4 5x10 = 4x6 = 2x4 II 4x6 = 6x10 = 2x4 2 3 5 6 7 1 � v Li 1:i 12 11 1n 4 14 2x4 3x6 = 6x6 = 5x8 = 6x6 = 2x4 11 8 3x6 = 10-10-0 5-5-10 0-10-0 4-7-10 9-11-6 4-5-14 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 14-5-6 19-1-0 11919-11-6i 4-5-14 4-7-10 0-10-8 Plate Offsets (X Y)— (2:0-7-8,0-1-121. [6:0-7-0,0-2-81, ]10:0-2-8 0-2-8j,j12:0-2-8 0-2-81 DOL=1.33 LOADING (psf) SPACING- 2-0-0 3) Unbalanced snow loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 0 Cr�will TC 0.72 Vert(LL) -0.52 11 >457 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.86 11 >275 240 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.24 11 >972 240 Weight: 74 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-4-15 max.): 2-6. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. 2-12,3-11,5-11,6-10: 2x4 SPF No.2 REACTIONS. (Ib/size) 14=983/0-3-0, 8=983/0-4-8 Max Horz 14=-39(LC 8) Max Uplift 14=-179(LC 6), 8=-179(LC 7) Max Grav 14=1232(LC 25), 8=1230(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4302/612, 3-4=-5432/763, 4-5=-5432/763, 5-6=-4322/615 BOT CHORD 13-14=-145/900,12-13=-1401923, 11-12=-619/4302, 10-11=-616/4322, 9-10=-135/961, 8-9=-140/939 WEBS 2-12=499/3485, 3-12=-806/184, 3-11=-160/1167, 4-11=-478/130, 5-11=-158/1147, 5-10=-801/183, 6-10=-496/3466, 2-14=-1654/231, 6-8=-1661/231 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 0 Cr�will fit between the bottom chord and any other members. �'7) s14=179,8=179. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)SQO•• N•8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0E-44018 (ON March 27,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, t M1 f q,. -- r a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall v V 9 to u {. ii 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 77rMGreerlbackk' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Lane -Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i3D{I�IIti iii Hei his CA 95610 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E 'Except" WEBS 1 Row at midpt 2-7,3-5 2-7,3-5: 2x4 SPF No.2, 2-6,3-6: 2x4 HF Stud 850091487 715B_PC_GR D10 Flat Girder 1 Max Uplift 7=-725(LC 4), 5=-833(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-251/91, 2-3=-5405/915, 4-5=-264/92 BOT CHORD 6-7=-809/3881, 5-6=-781/3910 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 6-6-8 3x5 11 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:36 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-Hpg_915SaCRrXT22n2Z9?_s7?Nl3DomCDL7rbvzWnXP 6-3-0 4x6 = 4x6 = 6-6-8 10 11 6 12 13 14 15 Scale= 1:34.5 3x5 II 7 10x16 MT20HS = 10x10 MT20HS = 10x10 MT20HS = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.32 BC 0.68 WB 0.54 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.19 5-6 >999 360 Vert(TL) -0.32 5-6 >716 240 Horz(TL) 0.03 5 n/a n/a Wind(LL) 0.09 5-6 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 249 lb FT 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E 'Except" WEBS 1 Row at midpt 2-7,3-5 2-7,3-5: 2x4 SPF No.2, 2-6,3-6: 2x4 HF Stud REACTIONS. (Ib/size) 7=3668/Mechanical, 5=4628/Mechanical Max Horz 7=-212(LC 20) Max Uplift 7=-725(LC 4), 5=-833(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-251/91, 2-3=-5405/915, 4-5=-264/92 BOT CHORD 6-7=-809/3881, 5-6=-781/3910 WEBS 2-7=-4689/884, 2-6=-395/2763, 3-6=-390/2711, 3-5=-4587/873 NOTES - 1) 2 -ply truss to be connected together with 1 Old (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: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. D O LI O�P 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. ••••SOO •`• sF 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 Cy : O N •. Q will fit between the bottom chord and any other members. ;` O O l 9) Refer to girder(s) for truss to truss connections. U 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=725,5=833. PE -44018 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -0.. 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 91 Ib up at 90' 1-9-12, 220 Ib down and 91 Ib up at 3-9-12, 867 Ib down and 149 Ib up at 5-9-12, 867 Ib down and 149 Ib up at 7-9-12, 867 Ib down and 149 Ib up at 9-9-12, 867 Ib down and 149 Ib up at 11-9-12, 867 Ib down and 149 Ib up at 13-9-12, and 867 Ib down and . '90 149 Ib up at 15-9-12, and 766 lb down and 157 Ib up at 17-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. March 27,2017 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 my. 10/03,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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^ r Job Truss Truss Type City Ply 7156 PC 850091487 715B_PC_GR D10 Flat Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:36 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-Hpg_915SaCRrXT22n2Z9?_s7?Nl3Dom C DL7rbvzWnXP 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 5-7=-20 Concentrated Loads (lb) Vert: 6= -867(B)8= -220(B)9= -220(B)10= -867(B)11= -867(8)12= -867(8)13= -867(B)14= -867(B)15= -766(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 7 0/032 0 7 5 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Te is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M w AV'1 k" ritJ I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbackVe Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 `�, Citrus Heimhis_ CA•19554b!"'J, lift (?P.': -,0`i Job Truss Truss Type City Ply 7158 PC LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2x4 SPF No.2 TOP CHORD 850091488 715B_PC_GR E1 Hip Girder 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2106/0-5-8, 6=2106/0-5-8 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Max Horz 2=-35(LC 13) 5) Unbalanced snow loads have been considered for this design. .lob Reference (optional) Alpine Lumber to., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:44 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-2L9?q 1 BThfSiUifaFki 1 JgCNNbWz5TbO3a4GtSzWnXH I -1-0-0 6-0-0 8-9-0 11-6-0 17-6-0 18-6-0 1-0-0 6-0-0 2-9-0 2-9-0 6-0-0 1-0-0 Scale: 3/8"=1' 4x6 = A nn 46 = 3x4 = 4x6 = 6x6 = 6x6 = 46 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCL2 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/rP12007 CSI. TC 0.81 BC 0.55 WB 0.29 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.13 8-9 >999 360 -0.24 8-9 >855 240 0.04 6 n/a n/a 0.08 8-9 >999 240 PLATES GRIP MT20 185/144 Weight: 134 Ib FT=20 LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (5-9-10 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2106/0-5-8, 6=2106/0-5-8 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Max Horz 2=-35(LC 13) 5) Unbalanced snow loads have been considered for this design. L% Max Uplift 2=-464(LC 6), 6=-464(LC 7) OQ� P i.' F� non -concurrent with other live loads. 7) Provide adequate drainage to Max Grav 2=2203(LC 27), 6=2203(LC 27) prevent water ponding. 8) This truss has been designed fora 10.0 bottom chord live load live loads. V O O O FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 TOP CHORD 2-3=-4995/1000, 3-4=-4483/949, 4-5=-4482/949, 5-6=-4995/1000 will fit between the bottom chord and any other members. e e : PE -44018 BOT CHORD 2-9=-894/4578, 8-9=-915/4688, 6-8=-869/4578 2=464, 6=464. WEBS 3-9=-255/1560, 4-9=-410/92, 4-8=-410/92, 5-8=-255/1560 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) device(s) NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. L% 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs OQ� P i.' F� non -concurrent with other live loads. 7) Provide adequate drainage to �� •.••SQQ .'• : �/ •. Q prevent water ponding. 8) This truss has been designed fora 10.0 bottom chord live load live loads. V O O O psf nonconcurrent with any other ` 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 � U will fit between the bottom chord and any other members. e e : PE -44018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) except (jt=1b) 2=464, 6=464. O 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) device(s) or other connection shall be provided sufficient to support concentrated load(s) 830 Ib down and 201 Ib up at 6-0-0, 325 Ib down and 84 Ib up at 8-0-12, and 325 Ib down and 84 Ib up at 9-5-4, and 830 Ib down and 201 Ib up at 11-5-4 on s •••• bottom SOON chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard March 27,20.1 7 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MTek0 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 vedfy the applicability of design parameters and property incorporate this design into the overall I& r V tir tic -at t f5 IL d ' c building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 z3U I101fig DIVI OR Job Truss Truss Type Qty Ply 7158 PC 850091488 715B_PC_GR E1 Hip Girder 1 lob Reference (--t' nal Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 9=-830(B) 8=-830(8) 12=-325(B) 13=-325(B) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:44 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-2L9?q 1 BThfSiUifaFki 1 JgCN Nb Wz5Tb03a4GtSZ WnXH City Ci AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.YrU h e a t f -1 i Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not» a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the llilL�ing DiVisol fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Job Truss Truss Type Qty Ply 715B PC LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 850091489 715B -PC GR E2 Hip 1 1 except WEBS 2x4 HF Stud 2-0-0 oc purlins (6-0-0 max.): 3-4. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:44 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-2L9?q1 BThfSiUifaFki 1 JgCU8bX75VnO3a4GtSzWnXH -1-0-08-0-0 9-6-0 17-6-0 18-6-0 1-0-0 8-0-0 1-6-0 8-0-0 1-0 Scale: 3/8"=1' 8x8 = 8x8 = 4x6 = 2x4 II 3x4 = 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 0.0 B D 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.38 BC 0.47 WB 0.15 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.09 2-8 >999 360 -0.23 2-8 >1177 240 0.05 5 n/a n/a 0.04 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 67 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except WEBS 2x4 HF Stud 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=95010-5-8,5=950/0-5-8 Max Horz 2=-46(LC 11) Max Uplift 2=-196(LC 6), 5=-196(LC 7) Max Grav 2=1193(LC 27), 5=1193(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/229, 3-4=-1678/266, 4-5=-1896/228 BOT CHORD 2-8=-170/1680, 7-8=-172/1675, 5-7=-137/1684 WEBS 3-7=-368/380, 4-7=-208/408 NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=196.5=196. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/Gr bottom chord. o 6�,,p,D 0 UC�?r o 50N'*- :sFo ZO 02 PE -44018 o��sS�ON March 27 617 `1N ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473rev. 10/032015 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 1 g a Truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 9 1 4 r. � 7-i c: 3 t � f� I di building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 .rig Div Job Truss Truss Type Qty Ply 715B PC TCLL 30.0 SPACING- 2-0-0 R50091490 715B—PC—GR E3 Common 3 T PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.09 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:45 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-WXjO2NC5SzaZ6sEnpRDGsukfc?tRgxKXH EppOuzWnXG -1-0-0 I 4-6-4 8-9-0 1 12-11-12 17-6-0 18 1-0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0 Scale = 1:31.3 4x6 = 3x9 — LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.09 8-10 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.24 8-10 >889 240 BCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 8 n/a n/a BCL2 0.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.04 10 >999 240 Weight: 63 Ib FT=20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-3-8, Right 2x4 HF Stud 2-3-8 REACTIONS. (Ib/size) 2=955/0-5-8, 8=955/0-5-8 Max Horz 2=-50(LC 11) Max Uplift 2=-183(LC 6), 8=-183(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1716/288, 4-5=-1355/188, 5-6=-1355/188, 6-8=-1716/288 BOT CHORD 2-10=-246/1530, 8-10=-212/1530 WEBS 5-10=0/420, 6-10=-421/175, 4-10=-421/174 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) except Qt=1b) 2=183, 8=183. O\'�— CICF� ,•SO0N'•sFo Zoo �2 z PE -44018 SS�QN March 27,10 17 4% A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,61-7473rev. 1010312015 BEFORE USE. MiT# Design valid for use only with ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat , I r-� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall V Y h a at R i d g _. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane .. ina Divisor r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc pudins. BOT CHORD 2x10 DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' 850091491 715B—PC—GR E4 Common Girder 1 Max Horz 1=-56(LC 27) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER Max Uplift 1=-2331(LC 6), 6=-1108(LC 7) MANUFACTURER SPECIFICATIONS. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-25698/4055, 2-3=-23147/3582, 3-4=-17358/2577, 4-5=-17347/2580, Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:46 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-_kGm FjDjDGiQkOpzN9kV 05HmPP6?ZFjh WLZNyKzWnXF 1 2-3-12 5-6-6 8-9-0 12-3-12 17-6-0 1 18 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 1-0-0 Scale = 1:29.7 5x10 II 14 10x10 = 12x14 = 3x12 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012lrP12007 CSI. TC 0.58 BC 0.90 WB 0.83 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.18 9-10 >999 360 Vert(TL) -0.32 9-10 >633 240 Horz(TL) 0.07 6 n/a n/a Wind(LL) 0.10 10 >999 240 PLATES GRIP MT20 185/144 Weight: 346 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc pudins. BOT CHORD 2x10 DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' 2-11: 2x8 SPF 1950F 1.7E, 4-9: 2x4 SPF No.2 PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR REACTIONS. (Ib/size) 1=14575/0-5-8,6=7599/0-5-8 LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Max Horz 1=-56(LC 27) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER Max Uplift 1=-2331(LC 6), 6=-1108(LC 7) MANUFACTURER SPECIFICATIONS. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-25698/4055, 2-3=-23147/3582, 3-4=-17358/2577, 4-5=-17347/2580, 5-6=-19154/2658 BOT CHORD 1-11=-3753/23740, 10-11=-3753/23740, 9-10=-3378/22011, 8-9=-2432117923, 6-8=-2432/17923 WEBS 2-11=-568/3048, 2-10=-1803/421, 3-10=-795/4768, 3-9=-6472/1169, 4-9=-1473/10141, 5-9=-1660/132, 5-8=-88/1779 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 3 -ply truss to be connected together with IOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc, Except member 9-6 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 2 rows staggered at 0-4-0 oc, member 5-8 2x4 - 2 rows staggered at 0-4-0 oc. 4) 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. p 0 Lt 5) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;e•••••••••e s soot' enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip C� : % DOL=1.33 O O 6) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 U �•� 7) Unbalanced snow loads have been considered for this design. ' 8) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs PE 44018 non -concurrent with other live loads. O 9) The Fabrication Tolerance at joint 2 = 4%, joint 9 = 0% 10) This truss has been designed fora 10.0 bottom live load 0��. psf chord 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 .•�••� •' ��� SON will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=2331,6=1108. March T,20�7. iy of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design for MTek® This design is based { 1 VVheat R I t l valid use only with connectors. 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 propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, delivery, bracing trusses truss t1 ilding Diviso storage, erection and of and systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback La Suite 109 Job Truss Truss Type Qty Ply 7158 PC 850091491 715B—PC—GR E4 Common Girder 1 q J Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:46 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-_kGm FjDjDGiQkOpzN9kVO5HmPP6?ZFjh WuZNyKzWnXF NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 681 Ib down and 119 Ib up at 0-7-4, 8541 Ib down and 1434 Ib up at 2-3-12, 1839 Ib down and 332 Ib up at 4-5-4, 2031 Ib down and 341 Ib up at 6-5-4, 2295 Ib down and 350 Ib up at 8-5-4, and 2255 Ib down and 356 Ib up at 10-5-4, and 2730 Ib down and 239 Ib up at 12-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 1-6=-20 Concentrated Loads (lb) Vert: 11=-8541(F) 8=-2730(F) 14=-681(F) 15=-1839(F) 16=-2031(F) 17=-2295(F) 18=-2255(F) WARNING - V desl n arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 1010312015 BEFORE USE. �Y 9 P Design valid for use only with MiTekI) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. city of �` Wheat Ridg, MiTek. �uil�jng Djviso 7777 Greenback Lan' Job Truss Truss Type Qty Ply (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 �7'5B.PCre�850091492 Vert(LL) -0.16 Hip Girder 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 al Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:48 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-w60 WgPEzluy8zKzMUZnzU WMAnDt408Pz_C2TODzWnXD -1-0-0 I 4-0-0 6-1-8 8-9-12 11-6-0 15-6-0 1-0-0 4-0-0 2-1-8 2-8-4 2-8-4 4-0-0 Scale= 1:27.0 6x6 = 4 fin 2x4 II 4x8 = 6x6 = 4x8 % 3x6 II 10x10 = 3x6 II 8x8 = 4x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 9-10 >643 240 MANUFACTURER SPECIFICATIONS. TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.09 9-10 >999 240 Weight: 242 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SPF 195OF 1.7E 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=6734/0-5-8, 2=5277/0-5-8 PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED Max Horz 2=30(66 46) FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Max Uplift 7=-1166(66 7), 2=-966(66 6) LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148'x 3" NAILS PER HANGER FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. MANUFACTURER SPECIFICATIONS. TOP CHORD 2-3=-13227/2284,3-4=-18075/3163, 4-5=-18074/3163.5-6=-13254/2301, 6-7=-14737/2521 BOT CHORD 2-11=-2106/12311, 10-11=-2108/12285, 9-10=-3073/18143, 8-9=-3073/18143, 7-8=-2317/13740 WEBS 3-11=0/268, 3-10=-1241/7027, 4-10=-219/374, 5-10=-312/24, 5-9=-348/2346, 5-8=-5508/963, 6-8=-786/4909 NOTES - 1) Special connection required to distribute web loads equally between all plies. 2) 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 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-10 2x4 - 2 rows staggered at 0-4-0 oc. 3) 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 (8), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 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 2-0-0 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) except (jt=1b) 7=1166,2=966. 12) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. March7,207 y2: Itv of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7479 rev. 10/0312015 BEFORE USE. Wheat nr; �,a [ R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e fl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 'ling Di11- Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC R50091492 7158 PC_GR G1 Hip Girder 1 q J ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:48 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-w60 WgPEzluy8zKzMUZnzU WMAnDt408Pz_C2TODzWnXD NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 4402 Ib down and 887 Ib up at 6-1-8, 46 Ib down at 7-9-0, 1536 Ib down and 267 Ib up at 8-0-12, 46 Ib down at 9-5-4, 1490 Ib down and 268 Ib up at 10-0-12, 107 lb down at 11-5-4, and 1363 Ib down and 262 Ib up at 12-0-12, and 1442 Ib down and 268 Ib up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-7=-80, 2-7=-20 Concentrated Loads (Ib) Vert: 11=-53(F) 10=-4425(F=-23, B=-4402) 8=-53(F) 14=-23(F) 15=-1536(B) 16=-23(F) 17=-1490(B) 18=-1363(B) 19=-1442(B) WARNING - Verify des/ga parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 850091493 7158 PC_GR H1 Hip Girder 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-11-11, Right 2x4 HF Stud 1-11-11 REACTIONS. (Ib/size) 2=976/0-3-8,8=1038/0-3-8 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:49 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-OJyuulFbWB4?bTYY2HICOkvF7c9Llil7Csn 1 ZfzWnXC -1-0-0 l 4-0-0 7-9-0 11-6-0 15-6-0 16-G-0 r 1-0-0 4-0-0 3-9-0 3-9-0 4-0-0 Scale = 1:29.0 46 = 4.00 12 2.4 11 4x6 — 5x6 II 2x4 11 4x8 = 2x4 II 5x6 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012fTP12007 CSI. TC 0.74 BC 0.79 WB 0.39 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.12 11 >999 360 -0.25 10-11 >739 240 0.06 8 n/a n/a 0.07 11 >999 240 PLATES GRIP MT20 185/144 Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (3-1-5 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-11-11, Right 2x4 HF Stud 1-11-11 REACTIONS. (Ib/size) 2=976/0-3-8,8=1038/0-3-8 Max Horz 2=25(LC 12) Max Uplift 2=-147(LC 6), 8=-168(LC 7) Max Grav 2=976(LC 1), 8=1039(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1879/164,4-5=-2673/248, 5-6=-2673/248, 6-8=-2038/215 BOT CHORD 2-12=-122/1721, 11-12=-129/1713, 10-11=-162/1862, 8-10=-154/1869 WEBS 4-11=-98/1042,5-11=-618/126,6-11=-39/880 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=147,8=168. 9) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 105 Ib up at 11-6-0 on top chord, and 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 46 Ib down at 7-9-0, and 46 Ib down at 9-5-4, and 107 Ib down at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 114=80, 4-6=-80, 6-9=-80, 2-8=-20 ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. &X 0 LlCF�s cam: o Soo/v%_�O March X7,2017 "I, ,t: tit tp Wheat Ridge WOW 7777 Greenback LrRo D Oding Divi :^�I Job Truss Truss Type Qty Ply7158 PC 850091493 7156—PC—GR H1 Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-128(B) 12=-53(B) 11=-23(B) 10=-53(B) 15=-23(B) 16=-23(B) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:49 2017 Page 2 ID X4RmSWOzZO2XOMRGCOAfIFym HyU-OJyuulFbWB4?bTYY2H ICOkvF7c9Llil7Csn1 ZfzWnXC A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Cit} of MiTek'IW,,in 7777 Greenback Lane'- ,. Job Truss Truss Type Qty Ply7158 PC LOADING (psf) MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 850091494 7156 PC GR H2 Hip 1 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.05 9-10 >999 360 Job Reference (optional) Alpine Lumber Cd:, Commerce City,C0.80022, Rick 1-0-0 6-0-0 L%S11111111 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Mar 27 16:41:33 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-uH B CZclDgsTpogjKsydBhbwysxGgEj5VyabDNDzWevG 3-6-0 2=. 6-0-0 1-0-0 Scale = 128.2 6-0-0 3-6-0 6-0-0 Plate Offsets (X,Y)-- (2:0-4-5,Edge) (7:0-4-5 Edge) NOTES - _ LOADING (psf) MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.05 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.12 2-10 >999 240 �• r� BCLL 0.0 Rep Stress Incr YES WE 0.07 Horz(TL) 0.05 7 n/a n/a -O ; ; BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 2-10 >999 240 Weight: 57 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2x4 SPF No.2 except WEBS 2x4 HF No.2 2-0-0 oc purlins (4-9-9 max.): 4-5. SLIDER Left 2x4 DF Stud/Std -G 3-0-6, Right 2x4 DF Stud/Std -G 3-0-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [Mj',�ek tallation guide. REACTIONS. (Ib/size) 2=855/0-3-8 (min. 0-1-10),7=855/0-3-8 (min. 0-1-10) Max Horz 2=35(LC 10) Max Uplift 2=-177(LC 6), 7=-177(LC 7) Max Grav 2=994(LC 27), 7=994(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1565/218, 3-11=-1402/221, 4-11=-1368/230, 4-5=-1331/249, 5-12=-1369/230, 6-12=-1402/220,6-7=-1565/218 BOT CHORD 2-10=-173/1337, 9-10=-176/1331, 7-9=-149/1338 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads, L rC 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q. PDO 2 will fit between the bottom chord and any other members. ��� .••'•• O• *• : S00/� 8) A plate rating reduction of 20% has been applied for the green lumber members. e•st�� O Ole21. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 2 and 177 Ib uplift at �• r� joint 7. U 0 � 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. PE -44018 LOAD CASES ( ) Standard -O ; ; FSU N ENS March, 7,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. -- °Jit�j Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is Foran individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the F U IiC]Irtg DII':sc fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BC31 Building Component 7777 Greenback an Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ..._ Job Truss Truss Type Qty Ply71511 PC LUMBER- BRACING - TOP CHORD 850091495 715B PC GR H3 Common 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 7) A plate rating reduction of 20% has been applied for the green lumber members. recommends that Stabilizers and required cross bracing SLIDER Job Reference o tional Alpine Lumber CC, Commerce City,C0.80022, Rick 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Mar 27 16:41:54 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-m Kz8znZOkJ6rgvgNbsV621 HQbPQafEVbnLBgbVzWeux -1-0-07-9-0 15-0-0 1-0-0 7-9-0 7-3-0 swie =1 n 2 1111.= 3.8 11 6.6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.85 BC 0.53 WB 0.06 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.10 2-7 >999 360 -0.26 2-7 >695 240 0.04 6 n/a n/a 0.06 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 7) A plate rating reduction of 20% has been applied for the green lumber members. recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 4-0-6, Right 2x6 DF SS -G 3-9-13 9 Provide mechanical connection b others of truss to bearing tate Capable of withstanding 111 Ib uplift at 6 and 166 Ib uplift at (Y ) 9 P P 9 P 1 P FMTek einstalled during truss erection, in accordance with Stabilizer joint 2. ��. O O nstallation guide. REACTIONS. (Ib/size) 6=747/Mechanical, 2=833/0-3-8 (min. 0-1-8) PE -44018 Max Horz 2=-46(LC 13) Max Uplift 6=-111(LC 7), 2=-166(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. March 27,2017 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 1010312015 BEFORE USE.f TOP CHORD 2-3=-1256/167, 3-8=-1154/170, 4-8=-1149/185, 4-5=-1091/187, 5-9=-1176/169, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 6-9=-1260/167 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOWr� irlg [Jws, BOT CHORD 2-7=-11011094,6-7=-110/1094 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 WEBS 4-7=0/312 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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. LIC 8) Refer to girder(s) for truss to truss connections. joint Q, PDO - 9 Provide mechanical connection b others of truss to bearing tate Capable of withstanding 111 Ib uplift at 6 and 166 Ib uplift at (Y ) 9 P P 9 P 1 P �� ••.••••••r• ; SOO/ly •'.5�� joint 2. ��. O O LOAD CASE(S) Standard r PE -44018 Fss,oN. March 27,2017 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 1010312015 BEFORE USE.f 1 ' t U 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOWr� irlg [Jws, 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 Jab Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 850091496 715B_PC_GR J1 Diagonal Hip Girder 5 1 Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15), 2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:51 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-Lh4flRGs2pKignhx9iKg59_i?Q_TDglQgAG8dYz WnXA 1 -1-5-03-6-1 7-0-2 1-5-0 3-6-1 3-6-1 Scale = 1:15.7 2x4 11 5 6 3x6 I I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCL2 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.27 BC 0.24 WB 0.14 Matrix -R DEFL. in (loc) I/defl Lid Vert(LL) -0.01 9 >999 360 Vert(TL) -0.03 8-9 >999 240 Horz(TL) 0.01 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-8-15 REACTIONS. (Ib/size) 8=420/Mechanical, 2=475/0-7-6 Max Horz 2=94(LC 9) Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15), 2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-675/93 BOT CHORD 2-9=-92/582, 8-9=-92/582 WEBS 4-8=-621/122 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; 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 30.0 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. D 0 L I 7) Refer to girder(s) for truss to truss connections. O� P C U F� *...•� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) 2=136. Q� �...... s� V • N % 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 Ib down and 79 Ib up at 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. U The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 0 ' 44,- LOAD CASE(S) Standard 1) Dead + Snow Lumber Increase= 1.15, Plate Increase=1.15 .' 0. (balanced): Uniform Loads (plf) FsS,/O'N Vert: 1-5=-80, 5-6=-80, 2-7=-20 March 27,2017 ,& WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. i Wheat R I Ug ei Ii Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �f a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek�Le is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ding Divi` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenh Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC R50091496 7158_PC_GR J1 Diagonal Hip Girder 5 1 Job Reference lootionall Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-51(F) 13=-29(F=-15, B=-15) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:51 2017 Page 2 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-Lh4fIRGs2pKignhx9iKg59_i?Q_TDglQgAG8dYzWnXA City 0i ,& WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7477 rev. 101032015 BEFORE USE. VVIlucit I-X1UDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atrusssystem. 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 ltild itl❑ Divi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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��"`^'z^-w' Job Truss Truss Type Qty PlyTJob5Repference C I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091497 7158 PC GR J2 Jack -Closed 29 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.07 footionall Alpine Lumber Go., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:52 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-puel WmHUp6SZSxG7jPrveMXpQgKgy99ZvgOhA_zWnX9 -1-0-15-0-0 1-0-0 5-0-0 Scale = 1:15.7 3x5 I 5 2.4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.03 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.07 2-6 >763 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 "" 240 Weight: 18 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 2-5-4 REACTIONS. (Ib/size) 4=189/Mechanical, 6=53/Mechanical, 2=333/0-5-8 Max Horz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 'PDO L!C G��eep SOON e 6 z° 02 PE -44018 _'-\13S5S5Piry of March 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R50091498 715B PC GR J3 Jack -Closed 10 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:52 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-puel WmHUp6SZSxG7jPrveMXt8gLJy99ZvgOhA_zWnX9 -1-0-03-11-11 1-0-0 3-11-11 1 3x5 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 """" 240 Weight: 14 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16,0 psf or 1.00 times Flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. PDO Lloe ;.•• N ,0 00 SOOc U PE -44018 March 27,2017t", AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty in 715B PC I/deft Lid PLATES GRIP TCLL 30.0 �Ply� 850091499 715B—PC—GR J4 Jack -Closed 10 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:53 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-H4B Pj6l6ZQaQ35rJH7M8Ba45eEi6hcPj7UIEiQzWnX8 -1-0-0 1-11-11 1-0-0 1-11-11 3x5 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 9 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. pDO LICF'1k o ; • sooty •., Fo °2 PE -44018 • /ON Mar •• �� Mar 7,2017 AWARN/NG - 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridge a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the �;,L� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Green cf3U9fdin D1v15or1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 f3U 9 Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. R50091500 =Reference 715B PC GR JS Jack -Closed 1 1 Max Uplift 7=-21 (LC 7), 2=-11 O(LC 6) Max Grav 7=121(LC 15), 2=263(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Jobal Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:53 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-H4BPj6l6ZQaQ35rJH7M8Ba44XEixhcPj7 UIE iQzWnX8 1-5-0 2-7-1 2x4 4 3.5 II Scale = 1:9.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.14 BC 0.05 WB 0.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2-7 >999 360 Vert(TL) -0.00 2-7 >999 240 Horz(TL) -0.00 7 n/a n/a Wind(LL) 0.00 2 ""' 240 PLATES GRIP MT20 185/144 Weight: 10 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-5 REACTIONS. (Ib/size) 7=112/Mechanical, 2=260/0-7-6 Max Horz 2=46(LC 7) Max Uplift 7=-21 (LC 7), 2=-11 O(LC 6) Max Grav 7=121(LC 15), 2=263(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; C1=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 flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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. D O 9) Refer to girder(s) for truss to truss connections. P 0� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb)Q� ••••S00 •e• S� N •• 2=110. ;' 0 Q 0 z� ;U 0; PE -44018 27,2017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 e t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Building Divisor; . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091501 715B -PC -GR J6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (notional) Alpine Lumber to., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:54 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-IGInxSJkKkiHhFQVrgtNjncGOd2OQ3fsM8VoEszWnX7 1-0-0 1-10-8 3x5 11 Scale = 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 240 Weight: 7 Ib FT = 20 BCDL 10 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 1-5-8 REACTIONS. (Ib/size) 4=53/Mechanical, 2=195/0-5-8, 5=19/Mechanical Max Horz 2=40(LC 10) Max Uplift 4=-33(LC 10), 2=-69(LC 6) Max Grav 4=55(LC 15), 2=195(LC 15), 5=37(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 4�Poo crcF� °Z PE -44018 SS�ON • MarcIA7,200tyWheat A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7471 rev. 10/0312015 BEFORE USE. " v h ea Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not t f(jge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' Uitding [)iv1son fabrication, storage, delivery, erection antl bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La4. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Oty Ply 7156 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 850091502 715B -PC -GR K1 Diagonal Hip Girder 1 1 Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:54 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-IGlnxSJkKkiHhFQVrgtNjncBTd_OQ?bsM8VoEszWnX7 -1-5-0 4-2-9 8-5-1 1-5-0 F 4-2-9 4-2-9 Scale= 1:18.2 2x4 5 3x6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.38 BC 0.31 WB 0.26 Matrix -R DEFL. in (loc) I/dell Lid Vert(LL) -0.02 9 >999 360 Vert(TL) -0.05 8-9 >999 240 Horz(TL) 0.01 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 197/144 Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=11 O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 30.0 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. D O L/ 7) Refer to girder(s) for truss to truss connections. P C� O� � 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) �� .••'•��'••. s SOON •.� FQ 2=149. : O 02 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at �O 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. U 0 The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 • • LOAD CASE(S) Standard 1) Dead + Snow �O �� (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads .< FSs�ON • \ Vert 1(5=-80, 5-6=-80, 2-7=-20 nn n- 9 27,22p17 arcf ,�nntinijp.rl AYO WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon shown, and is for an individual building component, not eat Ridge parameters 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 1." k'',,.1I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'dav DIVISO�i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 tLQrle ;' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 10N, ., Job Truss Truss Type Qty Ply F715BC850091502 715B_PC_GR K1 Diagonal Hip Girder 1 1 erence o tional Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:54 2017 Page 2 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-I GInxSJkKkiHhFQVrgtNjncBTd_OQ?bsM8VoEszWnX7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(F) 13=-29(F=-14, B=-14) City of AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE.IM � V I M I U "'C Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbackk Lk „ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 850091503 715B_PC_GR K2 Diagonal Hip Girder 1 1 Max Horz 2=11O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:55 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-DTJA8oJM5lg8JO?iOXPcG?9MD1 KF9Sr?boELmJzWnX6 -1-5-0 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale = 1:18.2 2x4 II 5 6 3x6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012rrPI2007 CSI. TC 0.38 BC 0.31 WB 0.26 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.02 9 >999 360 Vert(TL) -0.05 8-9 >999 240 Horz(TL) 0.01 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 197/144 Weight: 32 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=11O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 limes flat roof load of 30.0 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. D O Lr 7) Refer to girder(s) for truss to truss connections. P t,F� 0� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b)•.••S�•�•. 2=149. S� V O N ••. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at ; O 0 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. U The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). P E 44018 • s LOAD CASE(S) Standard 1) Dead + Snow Lumber Increase=1.15, Plate Increase=1.15 0� •��� (balanced): Uniform Loads ••• FSS/0 Vert: 1(5=- 80, 5-6=-80, 2-7=-20 :'t4 of March ,27,2017 a`AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mters REFERENCE PAGE MI -7473 rev. building component, BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall BUildlr! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' g Di ISO is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC 850091503 715B_PC_GR K2 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(B) 13=-29(F=-14, B=-14) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:55 2017 Page 2 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-DTJA8oJM51 g8JO?iOXPcG?9MD t KF9Sr?boELmJzWnX6 City of AWARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7477 rev. 10/072015 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 am system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Uiiding Divison builtling tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158C LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 R50091504 �JoblRaference 7156 PC GR K3 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-11-9 Optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:55 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-DTJA8oJM51 g8JO?iOXPcG?9Gy1 Je9Wv?boELmJzWnX6 6-0-0 600 2x4 3 3x5 11 2x4 II Scale = 1:17.5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc, YES Code IRC2012(TP12007 CSI. TC 0.79 BC 0.35 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wjnd(LL) in (loc) 1/deft L/d -0.06 1-6 >999 360 -0.16 1-6 >428 240 -0.00 6 n/a n/a 0.00 1 "" 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 1=286/0-5-8, 6=314/Mechanical Max Horz 1=115(LC 9) Max Uplift 1=-44(LC 6), 6=-64(LC 10) Max Grav 1=294(LC 14), 6=345(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-283/102 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. .'o ti'•so 40 0 PE -44018 O •• ANG z1,ZUIf ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 neat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Te is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 eenback Lane Safety Information available fromTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Suite 1 R.t f ilii in Div'—on Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091505 7158 PC GR K4 Jack -Closed 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 lob Reference (Optional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:56 2017 Page 1 ID X4RmSWOzZO2XOMRGCOAfIFym HyU-hftYMSK?s Ly?wYauyFwmChY8RiEuz99pS_vJlzWnX5 1 -1-0-03-11-11 1-0-0 3-11-11 3x5 11 2X4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 " . 240 Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grant 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 limes flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. NO 0 SOO/V'* C -) Off•: 's PE -44018 i SS�aNA Marph 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 R50091506 715B -PC -GR K5 Jack -Closed 4 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:56 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-hftYM8K?sLy?wYauyFwroChbuRkouz99pS vJlzWnX5 L -1-0-0 1-11-11 1-0-0 1-11-11 1 0 d 3x5 II Scale= 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITPI2007 Matrix -R Wind(LL) 0.00 2 **** 240 Weight: 9 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. �DjNDO LIEF sooty •, moo° c a PE -44018 E ,20K7 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracingr�\\� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek V" Q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSE-89 and BCSI Building Component 7777 Greenback ne 9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 10 Job Truss Truss Type Qty Ply 715B PC I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 R50091507 715B_PC_GR K6 Jack -Closed 1 1 MT20 185/144 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 ob Reference (Optional) Alpine Lumber 1:0., commerce l:IIy,GU.6UU22 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:57 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-9rRwZU Lddf4sYi94WyR4LQEiX2TdOO126jSrBzWnX4 3-11-11 3-11-11 3x5 11 2x4 11 4 Scale= 1:12.8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 5 '*" 240 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=193/0-5-8, 3=156/Mechanical, 5=43/Mechanical Max Horz 1=70(LC 6) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. oa'CF(F .o ti•,6 PE -44018 27017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/032015 BEFORE USE. 1204 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• e'\�`, 5C building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT `r Q\�\ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Green ck Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog ,z�1\ Job Truss Truss Type Qty Ply 715B PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850091508 715B_PC_GR L1 Diagonal Hip Girder 2 1 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:57 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-9rRwZU Lddf4sYi94 WyR4LQEj?rt ndN5126jSrBzWnX4 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale = 1:20.7 2x4 11 4 5 9 4xb - 6 3x5 = 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.30 BC 0.24 WB 0.21 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 7-8 >999 360 -0.04 7-8 >999 240 0.00 7 n/a n/a 0.01 8-9 >999 240 PLATES GRIP MT20 197/144 Weight: 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) D O L r Max Horz 9=140(LC 7) P9) at and at on chord. of such connection device(s) is the responsibility of others.10) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Standard (084 Max Grav 9=576(LC 15), 7=504(LC 15) Loads (plf) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 Vert: 12=-26(F=-13, B=-13) BOT CHORD 7-8=-106/577 WEBS 2-8=-77/592, 3-7=-639/147 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) D O L r 9=174. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib up at 2-9-8, 21 Ib up at2-9-8, and 26 Ib down 5-7-7, 26 Ib down 5-7-7 bottom The design/selection P9) at and at on chord. of such connection device(s) is the responsibility of others.10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).LOADCASE(S) Standard (084 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf) Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20Concentrated Loads (lb) Vert: 12=-26(F=-13, B=-13) 27,2017 'A- ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Ot�l\5 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall �V building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. R50091509 TJobReference 715B_PC_GR L2 Jack -Closed 5 Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-282/56 (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:58 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-d2?IngMFOyCjAskH4gyJudnmZFNJMtiSHmT?NezWnX3 I -1-0-0 1 3-0-0 { 6-0-0 1-0-0 3-0-0 3-0-0 Scale= 1:20.5 5x6 3 6 3x5 11 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.83 BC 0.22 WB 0.06 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.02 4-5 >999 360 Vert(TL) -0.06 4-5 >999 240 Horz(TL) 0.00 4 n/a n/a Wind(LL) 0.02 4-5 >999 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=276/Mechanical, 6=386/0-5-8 Max Horz 6=145(LC 7) Max Uplift 4=-60(LC 10), 6=-106(LC 6) Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-282/56 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 6=106. �N90 L10 �.......� SOON - .sFO O 02 SO ;U O; 's PE -44018 Mar h 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Nil ur 1nl OI\j -... building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Ru" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ^� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 850091510 7158 PC GR L7 Jack -Closed 4 1 BC 0.12 Vert(TL) -0.02 5-6 >999 240 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:58 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-d2?IngMFOyCjAskH4gyJudnuFFP_MtBSHmT?NezWnX3 1 -1-0-03-11-11 1-0-0 3-11-11 2x4 114 2x4 11 Scale = 1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n!a BCLL 0.0 `, BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41/Mechanical Max Horz 7=72(LC 7) Max Uplift 7=-77(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/53 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. p,00 LIc O so '•. �`o UO Off: PE -44018 v A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notN 16 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall \'e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R AiT `J s is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9V t 1 Q J fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Green 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite YS Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 850091511 7156 PC GR L8 Jack -Closed 4 1 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:52:59 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfI Fym HyU-6EZg_ANtgGLanOJTdNTYQrJ6hemc5KfbWQCZv4zWnX2 1-0-0 1-11-11 6 2X4 II Scale: V=1' LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 10 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 6=211/0-5-8, 4=18/Mechanical, 3=44/Mechanical Max Horz 6=52(LC 7) Max Uplift 6=-70(LC 6), 4=-10(LC 6), 3=-22(LC 10) Max Grav 6=212(LC 15), 4=36(LC 5), 3=46(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category Il; 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live toad 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. O��PDO LI�F� 02 •U �• PE -44018 Fss/oN .. 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 10/032015 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 "J a loos system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 4�ea� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT `, n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the D\�\�� fabrication, storage, delivery, erection and bracing of trusses and Iruas systems, see ANSVTPI11 Quality Criteria, DSB•89 and BCSI Building Component 7777 Green ck Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ _ ; \d\t9 Job Truss Truss Type Qty Ply7158 Pc TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d 850091512 7156 PC GR Mi Diagonal Hip Girder 4 1 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.14 2-6 >445 240 BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022, Rick 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Mar 27 16:43:48 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-RFsEumxutKTgVQXHHoYrg3OwkMN LMofN?4oscvzWet9 -1-5-05-7-2 1-5-0 5-7-2 t 6.a II Scale = 1'.12.9 3x6 11 5 1.5x4 II Plate Offsets (X Y)-- [2:0-3-6,0-4-61 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.05 2-6 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.14 2-6 >445 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.00 6 240 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Stud/Std -G 2-8-2 REACTIONS. (Ib/size) 4=207/Mechanical, 6=59/Nlechanical, 2=402/0-7-6 (min. 0-1-8) Max Horz 2=69(LC 10) Max Uplift 4=-90(LC 10), 2=-121(LC 6) Max Grav 4=241 (LC 15), 6=118(LC 5), 2=421 (LC 15) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 4 and 121 Ib uplift at joint 2. PD0 L/Cp 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 31 Ib up at •.•••••••. 2-9-8 on top chord, and 3 Ib down at 2-9-8, and 3 Ib down at 2-9-8 on bottom chord. The design/selection of such connection V� ; O SOO/y* •'.sFQ device(s) is the responsibility of others. : 0.. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). U LOAD CASE(S) Standard •, PE -44018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 O Uniform Loads (plf) : G� 0,,^ • Vert: 1-4=-80,2-5=-20 �� FSS/ON . Ma h 2,77;2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 �.n e!aN 1\ ` � 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 ON, \50 ,. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek �9° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC TCLL 30.0 SPACING- 2-0-0 850091513 7158 PC GR M2 Jack -Closed 10 1 PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 .loh References lnotlonall Alpine Lumber CG., Commerce Chy,C0.80022, Rick 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Mar 27 16:49:59 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAflFymHyU-4dmUldQcWKD1 WRPaWDirCJtROv27naV_IIA_7uzWenM 1-0-0 4-0-0 3.6 II 5 1 5.4 11 Scale = 1:12.7 LOADING (psf) 0 LIEF SOO/V %�asFO G�\•'0 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 2-6 >999 360 MT20 169/123 BCDL 10.0 1 Lumber DOL 1.15 BC 0.14 Vo t(TL) -0.03 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 "" 240 Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 SLIDER Left 2x4 WW Stud/Std 1-10-15 REACTIONS. (Ib/size) 4=147/Mechanical, 6=43/Mechanical, 2=285/0-5-8 (min. 0-1-8) Max Horz 2=70(LC 10) Max Uplift 4=-72(LC 10), 2=-78(LC 6) Max Grav 4=164(LC 15), 6=86(LC 5), 2=291(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 limes flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ib uplift at joint 4 and 78 Ib uplift at joint 2. LOADCASE(S) Standard 0 LIEF SOO/V %�asFO G�\•'0 PE -44018 ' ss 0 March 27,.2017 A& WARNING - Verfl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 10/032015 BEFORE USE. r� \ � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V V a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w A1.' V 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777'Gree7®nbR ack Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 R50091514 7156_PC_GR M3 Jack -Closed 4 1 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 ob Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:01 2017 Page 1 ID:X4RmSVV0zZO2XOMRGCOAfIFymHyU-2cgRPrO7htbl l JSsloVOVGPSdSRzZDOuzjhg_zzWnXO I -1-0-0 1-11-11 1-0-0 1-11-11 3x5 11 Scale = 1:9.5 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.00 2 •'•` 240 Weight:9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times Flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 00 LICFi �O � SOO/y •. X00 O ;U PE -44018 S-10 Marc 7,2�%Jot ,& WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101072015 BEFORE USE.`r�' h e�t g id ge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not WE y V 11 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �1V15 O fabrication, storage, delivery, erection and bracing of trusses and truss systems, see wilding 9 ry, 9 Y ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 15B PC LOADING (psf) TCLL 30 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP R50091515 Lb 715B_PC_GR S1 Diagonal Hip Girder 1 1 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 1 TCLL 10.0 BCLL 0.0 Rep Stress Incr NO Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010.s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:01 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-2cgRPrO7htbl l JSsloVOVGPNiS NfZ9Kuzjhg_zzWnXO -1-5-0 4-2-9 I 8-5-1 1-5-0 4-2-9 4-2-9 Scale= 1:18.2 2x4 5 6 4x6 I I 0- - 0- -6 4-2-3 4- - Plate Offsets (X.Y)-- [2:0-3-10.0- -31 LOADING (psf) TCLL 30 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP . ) (Roof Snow=3 0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 1 TCLL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-3-8 Max Horz 2=11O(LC 9) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=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 30.0 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) Refer to girder(s) for truss to truss connections. PD 0 LIC,, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) 2=149. ��0�•••SOO •F�c% • 7 • �, ; O 00 O 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at ; 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 to down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. U The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 ; ' LOAD CASE(S) Standard 1) Dead + Snow Lumber Increase=1.15, Plate Increase=1.15 �.<� (balanced): Uniform Loads (plf) •' ��� ss ••••• Vert: 1-5=-80, 5-6=-80, 2-7=-20 ON ,& WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. j heat R (U g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��■ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M [�`�] , It eIVISOn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,d In l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC 850091515 7156_PC_GR S1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(8) 13=-29(F=-14, B=-14) 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:01 2017 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-2cgRPrO7htbll JSsloVOVGPNiSNfZ9Kuzjhg_zzWnXO City 0' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Wheat R 1' J Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' Diviso is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 �`� Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850091516 7158 PC_GR - S2 Jack -Closed 17 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:02 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-WpEpcBPISBj9eT12JW1 F2TxSMsiHlgel CNRDWPzWnX? -1-0-0 6-0-0 I 100 I 600 Scale = 1:17.5 2x4 II 4 5 3x5 11 6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 2-7 >428 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.00 2 `* 240 Weight: 21 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 7=307/Mechanical, 2=373/0-5-8 Max Hoa 2=115(LC 9) Max Uplift 7=-63(LC 10), 2=-98(LC 6) Max Grav 7=348(LC 15), 2=385(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-7=-285/100 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2. v Soolv's, 0 PE -44018 O, <FSS�oN 27,2017 .. of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. VSdesign s sys em. Before u e, the bu Idi g designer muste st rifthe applicability ofdesign parameters and properly incorporate this ly upon parameters shown, and is for an individual )design into the overall � R°�9e Design t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Q°�1c,Oh fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba Lane '0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 g jN Job Truss Truss Type Qty Ply 7156 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or R50091517 715B PC GR S3 Jack -Closed 1 1 � Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference �optionall Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:02 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-WpEpcBPISBj9eT12JW1 F2TxV1 skplggl CNRDWPzWnX? 5-4-8 { 6 1-0-0 5-4-8 5x10 = 3x6 7 4x6 II Scale = 1:17.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.60 BC 0.25 WB 0.05 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-9 >999 360 Vert(TL) -0.07 2-9 >991 240 Horz(TL) 0.00 8 n/a n/a Wind(LL) 0.01 2-9 >999 240 PLATES GRIP MT20 185/144 Weight: 23 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-8-6 REACTIONS. (Ib/size) 8=307/Mechanical, 2=373/0-5-8 Max Horz 2=100(LC 9) Max Uplift 8=-51(LC 6), 2=-101(LC 6) Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/19 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 20.0 psf or 1.00 times flat roof load of 30.0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. D O Lr 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) OSP 2=101. �� •'••soo•'• s(� 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V : 0 ;U O• PE -44018 -P ': S •N 017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7471 rev. 10/032015 BEFORE USE. .rcr�h', '1! V Ilp Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss Before the building designer the design incorporate into a system. use, must verify applicability of parameters and property this design the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe �„aatwl9 pivison is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply PC TCLL 30.0 SPACING- 2-0-0 F715B R50091518 7156 PC GR S4 Jack -Closed 2 L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.01 Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:03 2017 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-_?oBgXQ OD Vr?GdcEsDYUbhUING5tl7tB01 Am2rzWnX_ -1-0 0 3-11-11 1-0-0 3-11-11 2x4 II 5 Scale= 1:12.8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.01 2-6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.00 6 "" 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-3-0 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 or purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. Marcam T,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not eat V1:1 �gP a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 4 t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek \N AA 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 Q1V\50f1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 „)(jing Job TrussTruss Type Qty Ply 7158 PC TCLL 30.0 SPACING- 2-0-0 CSI. R50091519 715B PC GR S5 Jack -Closed 6 1 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 2-5 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce C4y,C0.80022, Rick 1-0-0 8.010 s Jul 7 2016 MTek Industries, Inc. Mon Mar 27 16:44:51 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHYU-5N926J iQ2hPjZ5sOTXAdjM7sklvZdHFfU NZhJlzWesA Style=1'9.4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 TCDL 10. 0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.01 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES W 0.00 B Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF No.2 BOT CHORD SLIDER Left 2x4 DF Stud/Std -G 1-6-8 REACTIONS. (Ib/size) 2=198/0-3-0 (min. 0-1-8),5=79/Mechanical Max Horz 2=62(LC 6) Max Uplift 2=-84(LC 6), 5=-42(LC 6) Max Grav 2=199(LC 15), 5=81 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 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 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 42 Ib uplift at joint 5. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PDO �o LICF'�l, ; -*Soo • ;s�o 0 PE -44018 : c ass /ON M ch :U, i?0�17 We 7777 GreszU .f Jab Truss Truss Type Qty Ply 7158 PC Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 850091520 715B_PC_GR V1 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:04 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-S BMZt tQ0_ozsunBQQw3j7ul y8fNzma7KfhwKaHzWnWz 3-10-8 7-9-0 3-10-8 3-10-8 Scale= 1:14.1 3x4 = 4.00 12 2 5 2x4 % 2x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 Lumber DOL1.15 BC 0.40 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=298/7-9-0, 3=298/7-9-0 Max Horz 1=-15(LC 11) Max Uplift 1=-45(LC 6), 3=-45(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-407/124, 2-3=-407/124 BOT CHORD 1-3=-98/357 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 1, 3. ,PDO LIr;F� •o Sooy ;sFo � 02 PE -44018 rch, T4017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. R� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �``!r o building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingM41—k' 9-0k is always required for stabilAy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the gtlg fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B PC (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 850091521 715B_PC_GR V2 GABLE 1 1 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:04 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-SBMZ1 tQ0_ozsunBQQw3j7ul y5fSdmZ4KfhwKaHzWnWz 7-7-8 15-3-0 7-7-8 7-7-8 Scale: 1/2"=1' 4x6 = 6 7 6 3x4 2x4 II 2x4 II 2x4 II 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 B DL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 38 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 15-3-0. (lb) - Max Horz 1=35(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7, 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=432(LC 14), 6=432(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-334/127, 4-6=-334/127 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft 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) 1, 5, 7, 8, 6. enp SOON •��,`rFO ZO 02 t U PE -44018 i O N • �� March 2 ,20�7`y o� ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. R�® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P great a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. ���° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane g%;1\dxt`9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Alpine Lumber Go., commerce Gity,GU.BUU22 8.010 s Apr 20 2016 MITek Industries, Inc. Mon Mar 27 08:53:05 2017 Page 1 ID:X4RmSVJOzZO2XOMRGCOAfIFymHyU-wOwxFDRel65jVxmd eayg6Z4J3nbVO2UuUt6kzWnVJy I 5-7-8 11-3-0 5-7-8 5-7-8 Scale = 1:17.8 5x8 = 2 4 3x4 % 2x4 II 3x4 LOADING (psf) TCLL 30.0 Truss Truss Type Oty Ply 7156 PC LJob (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.34 850091522 715B_PC GR V3 Valley 1 1 BC 0.18 Vert(TL) n/a n/a 999 Rep Stress Incr YES job Reference (optic Alpine Lumber Go., commerce Gity,GU.BUU22 8.010 s Apr 20 2016 MITek Industries, Inc. Mon Mar 27 08:53:05 2017 Page 1 ID:X4RmSVJOzZO2XOMRGCOAfIFymHyU-wOwxFDRel65jVxmd eayg6Z4J3nbVO2UuUt6kzWnVJy I 5-7-8 11-3-0 5-7-8 5-7-8 Scale = 1:17.8 5x8 = 2 4 3x4 % 2x4 II 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 1 Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 Rep Stress Incr YES WB 0.09 HOrzJI-) 0.00 3 n/a n/a BCLL 0.0 BCDL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 26 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=187/11-3-0,3=187/11-3-0,4=571/11-3-0 Max Horz 1=-24(LC 11) Max Uplift 1=-37(LC 6), 3=-41(LC 11), 4=-69(LC 6) Max Grav 1=201(LC 14), 3=201(LC 15), 4=571(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-415/115 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) 1, 3, 4. March,2�1,T ON AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/0312015 BEFORE USE. v a� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p�P' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 19t OkV\ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 PC Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 850091523 715B—PC—GR V4 Valley 1 1 WB 0.00 r BCLL 0.0 BCDL 10.0 Code IRC2012ITP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Mar 27 08:53:05 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-wOwxFDRel65jVxmd_eayg6Z7M3kGV 1 N UuLft6kzWn Wy 3-7-8 F 7-3-0 3-7-8 3-7-8 Scale= 1:13.3 3x4 = 4.00 12 2x4 % 2x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 Lumber DOL 1.15 BC 0.33 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITP12007 Matrix -R Weight: 15 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=273/7-3-0, 3=273/7-3-0 Max Herz 1=-14(LC 11) Max Uplift 1=-41(LC 6), 3=41 (LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-372/113, 2-3=-372/113 BOT CHORD 1-3=-89/327 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 1, 3. pDO LI�Z4N'ilu 800/V FO O UO O� PE -44018 Marc 7,2017 AWARNING • Verify desf parameters READ NOTES a V y gn p a R NTE ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 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 V v 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 WOWd6n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (3611` 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. 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Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton CO 80125 Pae 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Designed By: McKennon Piil Project Date: Friday, July 21, 2017 Project Comment: Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Design Data _ Reference City: Arvada, Colorado Building Orientation: Front door faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 Check Figures Total Building Supply CFM: 1,026 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,585 Volume (ft3) of Cond. Space: 41,488 Building Loads Total Heating Required Including Ventilation Air: 45,003 Btuh 45.003 MBH Total Sensible Gain: 22,292 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,292 Btuh 1.86 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C --644(1 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM U1i C)s L M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM i Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.279 AC/hr 0.250 AC/hr 125 CFM 112 CFM Infiltration Actual: 0.322 AC/hr 0.297 AC/hr Above Grade Volume: X 26,968 Cu.ft. X 26.968 Cu.ft. 8,674 Cu.ft./hr 8,007 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 145 CFM 133 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (112 CFM) Summer Infiltration Specified: 0.250 AC/hr (112 CFM) CAV o{ WX1eat Rid9 �ui`,dtn9 pw5 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM i M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Trunk 0.0003 15.2 341 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq. Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 341 0.000 Up: ST -110 55 20 0.013 0.000 Rect 0.7 10 0.0 0.000 Presize 474 3.3 0.408 0.392 ---Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 Trunk 0.0003 15.2 174 0.000 Up: ST -190 55 20 0.004 0.000 Rect 3.2 10 0.0 0.000 Presize 241 15.8 0.407 0.393 ---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 City of Trunk 0.0003 12.9 120 0.000 Up: ST -150 55 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 117 4.7 0.407 0.393 ---Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 249 0.000 Up: ST -260 55 20 0.007 0.000 Rect 1.0 10 0.0 0.000 Presize 346 5 0.408 0.392 ---Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 120 0.000 Up: ST -240 55 14 0.002 0.000 Rect 1.0 10 0.0 0.000 Presize 117 4 0.407 0.393 ---Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 148 0.000 Up: ST -280 55 14 0.003 0.000 Rect 1.0 10 0.0 0.000 Presize 144 4 0.407 0.393 ---Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 15.2 158 0.000 Up: ST -220 55 20 0.003 0.000 Rect 2.2 10 0.0 0.000 Presize 220 10.8 0.408 0.392 ---Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 178 0.000 Up: ST -300 55 20 0.004 0.000 Rect 1.5 10 0.0 0.000 Presize 247 7.5 0.408 ---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 City of Trunk 0.0003 15.2 242 Whe 0.000 ad.wdl Up: ST -330 55 20 0.007 Rect 3.5 10 0.0 0 000 Bui7din�Q392, Presize 336 17.5 0.408 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Is Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'o ---Duct Name, etc. - Trunk 0.0003 15.2 218 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 22.4 Trunk 0.0003 15.2 218 0.000 Up: ST -290 128 20 0.005 0.000 Rect 4.0 10 0.0 0.000 Presize 303 20 0.407 0.393 ---Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 0.0 Trunk 0.0003 15.2 Trunk 0.0003 15.2 218 0.000 Up: ST -200 128 20 0.005 0.000 Rect 0.7 10 0.0 0.000 Presize 303 3.3 0.407 0.393 ---Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 22.4 Trunk 0.0003 15.2 125 0.000 Up: ST -320 128 20 0.002 0.000 Rect 4.0 10 0.0 0.000 Presize 173 20 0.407 0.393 ---Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 22.4 Trunk 0.0003 12.9 80 0.000 Up: ST -270 55 14 0.001 0.000 Rect 2.5 10 0.0 0.000 Presize 78 10 0.407 0.393 ---Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 0.0 Trunk 0.0003 15.2 Trunk 0.0003 12.9 13 0.000 Up: ST -170 128 14 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 13 5.3 0.407 0.393 ---Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 181.6 Trunk 0.0003 22.4 346 0.000 Up: Fan 55 25 0.008 0.014 Rect 0.8 17 180.8 0.314 Presize 1,021 5.8 0.409 0.391 ---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 10 0.0 Trunk 0.0003 15.2 398 0.000 Up: SMT -100 55 20 0.017 0.000 Rect 2.3 10 0.0 0.000 Presize 553 11.7 0.408 0.392 ---Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 Trunk 0.0003 16.9 270 0.000 Up: SMT -100 55 25 0.008 0.000 Rect 2.7 10 0.0 0.000 Presize 468 15.6 0.408 ---Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 280 Up: ST -120 55 20 0.009 e CBulildi Rect 2.3 10 11.7 0.0 rPresize 389 0.408 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 Trunk 0.0003 12.9 226 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Runout 0.0003 Trunk 0.0003 12.9 226 0.000 Up: ST -230 55 14 0.007 0.000 Rect 1.8 10 0.0 0.000 Presize 220 7.3 0.408 0.392 ---Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 0.363 0.437 Trunk 0.0003 12.9 178 0.000 Up: ST -180 128 14 0.004 0.000 Rect 0.7 10 0.0 0.000 Presize 173 2.7 0.407 0.393 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 62.6 Runout 0.0003 5 477 0.017 Up: ST -130 128 3.9 0.072 0.028 Rnd 23.5 5.5 39.1 0.045 Presize 65 30.8 0.363 0.437 ---Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 249 0.000 Up: ST -130 55 20 0.007 0.000 Rect 1.0 10 0.0 0.000 Presize 346 5 0.408 0.392 ---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 70.1 0.000 Runout 0.0003 5 477 0.022 Up: ST -150 128 3.9 0.072 0.028 Rnd 31.0 5.5 39.1 0.050 Presize 65 40.6 0.357 0.443 ---Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 120 0.000 Up: ST -310 55 14 0.002 0.000 Rect 1.8 10 0.0 0.000 Presize 117 7.3 0.407 0.393 ---Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 3.8 0.0 0.000 Trunk 0.0003 12.9 226 0.000 Up: ST -140 55 14 0.007 0.000 Rect 3.8 10 0.0 0.000 Presize 220 15.3 0.407 0.393 ---Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 242 0.000 Up: ST -210 55 20 0.007 0.000 Rect 4.0 10 0.0 0.000 Presize 336 20 0.4080.392 ...0 ity of ---Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 31.8 Runout 0.0003 5 477 Whea 9.04 Up: ST -190 128 3.9 0.072 `56 &u�.d�n9 `6023 Presize 65 6.8 0.385 415 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 _ _-_Page _7' Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 7 284 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 62.9 Runout 0.0003 7 284 0.004 Up: ST -250 55 5.4 0.021 0.009 Rnd 18.7 7.7 44.2 0.013 Presize 76 34.2 0.394 0.406 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 92.1 Runout 0.0003 7 284 0.005 Up: ST -280 55 5.4 0.021 0.014 Rnd 24.8 7.7 67.3 0.019 Presize 76 45.5 0.388 0.412 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 84.4 Runout 0.0003 7 284 0.005 Up: ST -300 55 5.4 0.021 0.012 Rnd 24.8 7.7 59.6 0.018 Presize 76 45.5 0.391 0.410 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 84.4 Rnd 7.7 4.4 Runout 0.0003 7 296 0.007 Up: ST -330 55 5.4 0.022 0.012 Rnd 32.0 7.7 52.4 0.019 Presize 79 58.6 0.389 0.411 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 82.9 Runout 0.0003 7 296 0.006 Up: ST -120 55 5.4 0.022 0.013 Rnd 26.7 7.7 56.3 0.018 Presize 79 48.9 0.390 0.410 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 84.9 Runout 0.0003 7 247 0.005 Up: ST -320 55 5.4 0.016 0.009 Rnd 31.0 7.7 53.9 0.014 Presize 66 56.8 0.393 0.407 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 58.9 Runout 0.0003 7 247 0.005 Up: ST -170 55 5.4 0.016 0.005 Rnd 31.0 7.7 27.9 0.010 Presize 66 56.8 0.397 0.403 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 49.6 Runout 0.0003 5 139 0.001 Up: ST -270 55 3.9 0.009 0.003 Rnd 15.0 5.5 34.6 0.005 Presize 19 19.6 0.403 0.397 ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 33.2 Runout 0.0003 4 149 0.001 Up: ST -160 128 3.1 0.012 0.003 Rnd 7.7 4.4 25.5 0.004 Presize 13 8 0.403 0,397 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - E Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont'O ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 38.4 Runout 0.0003 5 381 0.004 Up: ST -290 55 3.9 0.053 0.017 Rnd 7.5 5.5 30.9 0.021 Presize 52 9.8 0.387 0.413 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 4-G, Effective Length: 43.7 Runout 0.0003 5 301 0.002 Up: ST -250 55 3.9 0.035 0.013 Rnd 6.8 5.5 36.9 0.015 Presize 41 8.9 0.392 0.408 ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-1, 4-H, Effective Length: 49.0 Runout 0.0003 6 301 0.003 Up: ST -330 55 4.7 0.028 0.010 Rnd 12.2 6.6 36.8 0.014 Presize 59 19.1 0.394 0.406 ---Duct Name: SR -230, Supplies: Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 64.4 Runout 0.0003 5 220 0.004 Up: ST -240 128 3.9 0.018 0.007 Rnd 24.0 5.5 40.4 0.012 Presize 30 31.4 0.396 0.404 ---Duct Name: SR -250, Supplies: Study, Fittings: 2-1, 4-H, Effective Length: 56.8 Runout 0.0003 5 220 0.005 Up: ST -220 128 3.9 0.018 0.006 Rnd 26.8 5.5 30.0 0.010 Presize 30 35.1 0.398 0.402 ---Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 57.8 Runout 0.0003 5 249 0.006 Up: ST -300 128 3.9 0.023 0.008 Rnd 24.2 5.5 33.7 0.013 Presize 34 31.6 0.395 0.405 ---Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 47.4 Runout 0.0003 5 257 0.001 ! Up: ST -270 128 3.9 0.024 0.011 Rnd 2.7 5.5 44.8 0.011 Presize 35 3.5 0.396 0.404 ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-1, 4-H, Effective Length: 25.1 Runout 0.0003 4 264 0.001 Up: ST -320 128 3.1 0.033 0.008 Rnd 1.5 4.4 23.6 0.008 Presize 23 1.6 0.399 0.401 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 59.8 Runout 0.0003 7 296 .006 Up: ST -110 55 5.4 0.022 .007 (B"C" Rnd 26.8 7.7 33.0 .013Presize 79 49.2 0.395 .405 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac • Residential & Lig ht Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct 11 Littleton, CO 80125 Manual D Ductsize Data - Duct System 1 - Supply (cont'o - Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 24 Number of active runouts: 21 Total runout outlet airflow: 1,128 Main trunk airflow: 1,021 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.443 SR -300 Return loss added to supply: 0.077 Total effective length of return ( ft.): 192.3 Crawl RA Total effective length of supply ( ft.): 274.8 SR -300 Overall total effective length ( ft.): 467.1 Crawl RA to SR -300 Design overall friction rate per 100 ft.: 0.107 (Available SP x 100 / TEL) System duct surface area (No Scenario): 876.1 Total system duct surface area: 876.1 City of Wheat Rhdpe E' Building ,�i„r ,_,,, M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 _ Pae 10 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Trunk 0.0003 16.9 211 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 16.9 211 0.000 Up: RT -220 75 25 0.005 0.000 Rect 1.0 10 0.0 0.000 Presize 367 5.8 -0.040 0.009 ---Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 16.9 244 0.000 Up: RT -180 75 25 0.006 0.000 Rect 0.8 10 0.0 0.000 Presize 424 4.9 -0.040 0.076 ---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 244 0.000 Up: RT -170 75 25 0.006 0.000 Rect 3.5 10 0.0 0.000 Presize 424 20.4 -0.040 0.076 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 244 0.000 Up: RT -120 75 25 0.006 0.000 Rect 1.8 10 0.0 0.000 Presize 424 10.7 -0.041 0.077 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 0.0 0.000 Trunk 0.0003 15.2 187 0.000 Up: RT -200 75 20 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 259 5.8 -0.040 0.020 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 143 0.000 Up: RT -160 75 20 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 199 9.2 -0.040 0.020 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 96 0.000 Up: RT -150 75 20 0.001 0.000 Rect 1.5 10 0.0 0.000 Presize 133 7.5 -0.040 0.020 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 48 0.000 Up: RT -140 75 20 0.000 0.000 Rect 6.7 10 0.0 0.000 Presize 67 33.3 -0.040 0.020 ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 161.2 Trunk 0.0003 18.6 541 Up: Fan 75 25 0.022 Rect 1.0 12 160.2 CVWVhe9-W6 Presize 1,128 6.2 -0.041 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 201 , -43 e Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Pae 11 Manual D Ductsize Data - Duct System 1 - Return (cont'o ---Duct Name, etc. C� Runout 0.0003 Trunk 0.0003 15.2 316 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0 C� Runout 0.0003 Trunk 0.0003 15.2 316 0.000 Up: RMT -100 75 20 0.011 0.000 Rect 1.0 10 0.0 0.000 Presize 439 5 -0.041 0.021 ---Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5 C� Runout 0.0003 Trunk 0.0003 16.9 397 0.000 Up: RMT -100 75 25 0.015 0.000 Rect 2.5 10 0.0 0.000 Presize 689 14.6 -0.041 0.077 ---Duct Name: RT -190, Feeds From: Unfinished Basement, Effective Length: 7.3 C� Runout 0.0003 Trunk 0.0003 12.2 298 0.001 Up: RT -230 75 16 0.013 0.000 Rect 7.3 8 0.0 0.001 Presize 265 29.3 -0.039 0.005 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 32.2 C� Runout 0.0003 8 344 0.003 Up: RT -110 75 6.2 0.024 0.005 Rnd 12.0 8.7 20.2 0.008 Presize 120 25.1 -0.033 0.008 ---Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 15.0 C� Runout 0.0003 Trunk 0.0003 15.2 230 0.001 Up: RT -110 75 20 0.006 0.000 Rect 15.0 10 0.0 0.001 Presize 319 75 0.040 0.037 ---Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7 0.000 0.040 Trunk 0.0003 12.9 273 0.000 Up: RT -120 75 14 0.010 0.000 Rect 1.7 10 0.0 0.000 Presize 265 6.7 -0.040 0.003 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.4 C� Runout 0.0003 4 653 0.026 Up: RT -220 75 3.1 0.180 0.014 Rnd 14.7 4.4 7.8 0.040 Presize 57 15.4 0.000 0.040 ---Duct Name: Kitchen Low, Returns From: Kitchen/Dining, Fitting: 6-F, Effective Length: 28.6 C� Runout 0.0003 12.2 298 0.000 Up: RT -190 75 16 0.013 0.004 Rect 0.5 8 28.1 0.004 Presize 265 2 -0.036 0.004 ---Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 29.0 C� Runout 0.0003 7 157 0.00 ` Up: RT -230 75 5.4 0.007(auea.Q.902 !/ 4},QQ1._ Rnd 14.8 7.7 14.2 0.002 Presize 42 27.2 -0.038 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9 M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43_ AM Ige on [A -6 -ac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 12 Manual D Ductsize Data - Duct System 1 - Return cont'd ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 32.0 Runout 0.0003 6 306 0.005 Up: RT -230 75 4.7 0.028 0.004 Rnd 18.3 6.6 13.7 0.009 Presize 60 28.8 -0.031 0.009 ---Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 45.9 Runout 0.0003 7 225 0.001 Up: RT -160 75 5.4 0.013 0.005 Rnd 10.0 7.7 35.9 0.006 Presize 60 18.3 -0.034 0.006 ---Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 45.9 Runout 0.0003 7 225 0.001 Up: RT -200 75 5.4 0.013 0.005 j Rnd 10.0 7.7 35.9 0.006 Presize 60 18.3 -0.034 0.006 ---Duct Name: Mstr Low B, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 120.8 Runout 0.0003 7 251 0.003 Up: RT -130 75 5.4 0.016 0.017 Rnd 17.2 7.7 103.6 0.020 Presize 67 31.5 -0.020 0.020 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 95.5 Runout 0.0003 7 247 0.003 Up: RT -140 75 5.4 0.016 0.012 Rnd 17.3 7.7 78.1 0.015 Presize 66 31.8 -0.025 0.015 ---Duct Name: Mstr High A, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 52.3 Runout 0.0003 7 247 0.002 Up: RT -150 75 5.4 0.016 0.006 Rnd 15.5 7.7 36.8 0.008 Presize 66 28.4 -0.032 0.008 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 31.5 Runout 0.0003 12.9 273 0.000 1 Up: RT -210 75 14 0.010 0.003 Rect 0.7 10 30.8 0.003 Presize 265 2.7 -0.037 0.003 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss ofturn side. City 6 r Summary Number of active trunks: 14 "" dr of Number of active runouts: 11 Building Div < M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43_ AM Ige on M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM f idge isor� Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail E Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 13 Manua! D Ductsize Data - Duct System 1 - Return (cont'd) Summary Total runout outlet airflow: 1,128 Main trunk airflow: 1,128 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.2 RT -190 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.040 Crawl RA Return loss added to supply: 0.077 Total effective length of return ( ft.): 192.3 Crawl RA System duct surface area (No Scenario): 463.8 Total system duct surface area: 463.8 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City /heat Bui;ding Di M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM f idge isor� M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Ige .on Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 14 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 487.3 10,092 0 13,165 13,165 SHGC 0.3 Remington Door: Door-U=0.2 17.8 246 0 89 89 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2318.7 9,918 0 2,057 2,057 R11 Draped-8: Wall-Basement, Custom, R11 Draped 636.8 2,305 0 40 40 R11 Draped-7: Wall-Basement, Custom, R11 Draped 355.8 1,274 0 14 14 R11 Draped-9: Wall-Basement, Custom, R11 Draped 177.1 625 0 1 1 R11 Draped-4: Wall-Basement, Custom, R11 Draped 419.6 1,583 0 67 67 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor-Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,984 0 17,544 17,544 People: 4 800 920 1,720 Equipment: 0 1,600 1,600 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 133 8,760 -3,152 2,228 -924 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.61 gal/day : 4,259 0 0 0 Total Building Load Totals: 45,003 -2,352 22,292 19,940 Check Figures Total Building Supply CFM: 1,026 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,585 Volume (ft3) of Cond. Space: 41,488 Building Loads Total Heating Required Including Ventilation Air: 45,003 Btuh 45.003 MBH Total Sensible Gain: 22,292 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,292 Btuh 1.86 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. 1 C ; M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Ige .on M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM e n Rhvac --Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Homes Elite Software Development, Inc. - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Pae 15 ______ System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 487.3 10,092 0 13,165 13,165 SHGC 0.3 Remington Door: Door-U=0.2 17.8 246 0 89 89 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2318.7 9,918 0 2,057 2,057 R11 Draped-8: Wall-Basement, Custom, R11 Draped 636.8 2,305 0 40 40 R11 Draped-7: Wall-Basement, Custom, R11 Draped 355.8 1,274 0 14 14 R11 Draped-9: Wall-Basement, Custom, R11 Draped 177.1 625 0 1 1 R11 Draped-4: Wall-Basement, Custom, R11 Draped 419.6 1,583 0 67 67 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor-Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,984 0 17,544 17,544 People: 4 800 920 1,720 Equipment: 0 1,600 1,600 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 133 8,760 -3,152 2,228 -924 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.61 gal/day : 4,259 0 0 0 System 1 Whole House System Load Totals: 45,003 -2,352 22,292 19,940 Check Figures Supply CFM: 1,026 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,585 Volume (ft3) of Cond. Space: 41,488 System Loads Total Heating Required Including Ventilation Air: 45,003 Btuh 45.003 MBH Total Sensible Gain: 22,292 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,292 Btuh 1.86 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. I y of Rid ; E Divis M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM e n M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential &tight Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton CO 80125 Page 17 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,496 32 5 1,120 -176 64 52 2 Foyer 177 1,468 32 6 - 1,289 -97 73 59 3 Study 168 2,756 60 5,5 1,171 -96 67 60 4 Bath 73 1,562 34 5 509 -194 29 34 5 Bedroom 3/Opt 160 1,534 33 5 891 80 51 41 Study 6 Kitchen/Dining 418 5,231 113 7,7,7 4,927 -439 281 227 7 Mud Room 76 1,048 23 4 323 -113 18 23 8 Great Room 513 7,126 155 7,7,7 5,124 -497 292 236 9 Master Bedroom 264 3,875 84 7,7 2,872 -183 164 132 10 Master Bath 111 815 18 5 420 -68 24 19 11 WC 20 596 13 4 256 -64 15 13 12 Mstr WIC 99 1,617 35 5 431 -214 25 35 13 Unfinished 1,576 8,976 195 5,5,5 - 2,820 -190 161 195 Basement 14 Crawl Space 565 2,644 57 11-4 657 139 -101 8 57 Humidification 4,259 System 1 total 4,295 45,003 884 22,292 -2,352 1,.269 1,026 System 1 Main Trunk Size: 25x17 in. Velocity: 346 ft./min Loss per 100 ft.: 0.008 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling SensibSensible le/Latent Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.86 112%/-12% 22,292 -2,352 22,292 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030****(A,B) Indoor Model CNPV*3617AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 City of wheat R► - Building D' M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM ee son M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Jge ison Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Pae 18 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces West Individual Rooms 00 450 900 1350 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Laundry *52 46 44 45 51 50 51 51 5 2 Foyer 59 53 46 50 55 59 58 *62 6 3 Study 60 70 93 76 62 81 *101 74 5,5 4 Bath 34 34 34 34 34 34 *35 34 5 5 Bedroom 3/Opt 41 58 79 64 49 67 *86 61 5 Study 6 Kitchen/Dining 227 225 226 230 *232 226 220 222 7,7,7 7 Mud Room *23 23 23 23 23 23 23 23 4 8 Great Room *236 211 178 208 232 196 157 199 7,7,7 9 Master Bedroom *132 118 101 117 130 111 91 112 7,7 10 Master Bath 19 25 31 22 18 23 *34 27 5 1 11 WC 13 16 19 14 13 15 *21 17 4 12 Mstr WIC *35 35 35 35 35 35 35 35 5 13 Unfinished *195 195 195 195 195 195 195 195 5,5,5 Basement 14 Crawl Space *57 57 57 57 57 57 57 57 1--4 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *1,026 22,292 *-2,352 1.86 45° Northwest 1,026 22,701 -2,352 1.89 90° North 1,026 20,367 -2,352 1.70 135° Northeast 1,026 24,752 -2,352 2.06 1800 East 1,026 *25,994 -2,352 *2.17 2250 Southeast 1,026 24,568 -2,352 2.05 270° South 1,026 18,759 -2,352 1.56 3150 Southwest 1,026 21,450 -2,352 1.79 * Indicates highest value of all rotations. i C M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Jge ison M:\ ...\Remington Ho ... erson Ct.rhv Friday, July 21, 2017, 9:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5296 Pierson Ct Littleton, CO 80125 Page 20 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain —�— Front door faces West Front door faces Northwest Front door faces North *° ^ Front door faces Northeast - Front door faces East —�— Front door faces Southeast ■ Front door faces South — — Front door faces Southwest M:\ ...\Remington Ho ... erson Ct.rhv City of Wheat Ridge .Building pivison Friday, July 21, 2017, 9:43 AM _0 W r Le) E :3 C iZ ru cc 0 LL ol >fu 0 a, E LU _0 0 0 c ja E m 07) y 5 '7) tLD z IA -E - �,o co 00 -j 00 40 0 04- c -0 w 0) 0 >1 O)o w LL) LU 0�u c 0) E LnwE t+� 'r. '0 c 0 E o .3 '00 m -r- a� L. o C, E E 0 in, n -0 E 0 co > w co C7) -C O m Ln Ln cu ko in o M cc C? Z ko OWO CLZ -C x Ln 0 X Ln 01 Ln E- CU c 4) c cr Ln r. U.J Cc o 0 FZ- m ME a � 0 r-� fa m E V Lu Lu N LLJ CC: C.L — = CL — CL 0 LL c cc w w LL) ro in, n -0 C7) ko in o -C LL, Z .2 o Lr) r-4 E u LL < LA -4- Lf Q S M CC CL CC E E < E o E0) c) qj v a) JE 0) Q) -LA p IA A 0 D 0 c u: - Ccw .0 7 (Ij 0 O C\ m @ M r4 M 40 -14 0 0 U- :t C z LU 0 E O Vb vi w 0 V) 0 tn E C W P (Li I 0 'T a C vw o E 3: (U +- < .0 41 0 a.. J-- > 0 0 CP 0 40 0 .71 Lo Q I— ENERGY STAR V3 Home Report Property Remington Homes 5296 Quail St Wheat Ridge, CO 80033 Template - Remington - 715 FB Whe Template - 715 FB - Wheat Ridge - F Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. QnergyLogic ¢n¢I yf ii. tln tlynl. ¢nsv ¢�s. HERS Index Target Reference Home HERS 86 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 73 As Designed Home HERS 60 As Designed Home HERS w/o PV 60 Normalized, Modified End -Use Loads (MEltu 1 year) ENERGY STAR As Designed Heating 52.3 34.2 Cooling 11.5 5.6 Water Heating 10.9 7.8 Lights and Appliances 37.4 31.0 Total 112.1 78.5 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <o HERS Index of Reference Design Home AND ITERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 290 Carbon Dioxide (CO2) - tons/yr 4.6 Cooling 70 Water Heating 41 Lights & Applicances 223 Generation Savings 0' Tota 1 624 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the , enc of mechanical systems may have been changed prior to calculating loads City of WNbeat Ridge IECC 2012 Performance Compliance Property Remington Homes 5296 Quail St Wheat Ridge, CO 80033 Template - Remington - 715 FB Whe Template - 715 FB - Wheat Ridge - F' Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $686 $134 $148 $967 $990 $0 $1,957 nergyLogic ... Y.ls... Indy9l.. anrr.rr. 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 6 8% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist M As Designed Design exceeds requirements for IECC 2012 Performance compliance by 6.8%. Name: Peter Oberhammer Signature: JZ ,4— Organization: EnergyLogic Date: Aug 09, 2017 $628 $126 $148 $902 $974 $0 $1,875 Ekotrope HERS Rating Tool - Version 2.1.0.1748 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm„ which is a RESNET Accredited IECC Rating Tool. City of Wheat Ridge ilding Diviso Building Summary nergyLogic Property organization °°° Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer Wheat Ridge CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Number Of Bedrooms 3 Number Of Floors 1 Conditioned Floor Area [sq. ft.] 4,302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB Plan Community Wheat Ridge Basement Wall W Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location BsmUGarage Un R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space BsmVGround Unfinis R-19 Draped Full 1 7 175.2 Exposed Exterior Conditioned Space Basement Wall library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped Full ltA N/A Slab Yes '19 Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location Bsmt Uninsulated 221 Below Grade 123 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Slab Completer Underslab Insulation Perimeter Insulation Perimeter Insulation R Type Insulated. Width (ft) Depth [ft] Value Uninsulated Wood Frame /Other No 0 0 0 Framed Floor Name Library lype Carpet R Floor Grade Surface Area Location R 0 Building Summar QnergyLagic Property Organization °"O Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Framed Floor Library List Name R 12" R50 16"OC BF G1 46.08006 Exterior cant Rim Joist Name Library Type Surface Area Location Ambient R 23.0 1762 sq R. Exposed Exterior Garage R 23.0 47.2 sq. ft. Unconditioned, attached garage Rim Joist Library List�� Name F R 23 0 Library Type Common Wall Emittance Solar Surface Color Surface Area Area Absorptance Interior Shell Location Conditioned Space Conditioned Space Location Interior Shell Location Back 2x6 2x6 R23 16° OC 0 09 0.75 Medium 58T8 sq It Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 P23 16" OC 0 0.9 0.75 Medium 130.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 471.8 sq. tL Unconditioned, Conditioned Blown Fiberglass attached garage Space Kneewaif 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 312.8 sq. ft. Attic Conditioned Blown Fiberglass Space Left 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 616.0 sq. ft Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 09 075 Medium 525 2 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Wail Library List Name R uiiding Diviso Building Summary Qri@TgyLtflg1G Property organization Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer inspection Status Wheat Ridge , CO 80033 Results are projected Ft To Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Front 2x6 Glazing Name Library Wall BasememOverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatic Surface Location Interior Interior Shell Type Assignme YJall Oeptli Ft To Top Ft To Winter Summer Winter Summer Front 2x6 Area Shell Exposed Co]Rditioned Assignme Bottom Shading Shading Shading Shading 0.9 0.75 Medium 20.0 sq. ft. Location Back 2x6 .301 30 Back 2x6 0 0 0 0.85 0.7 1 1 East 232.0 sq. Exposed Conditione ft. Exterior Space Back bsmt .301.30 BsmU'Grc)u 0 0 0 0.85 07 0.7 0.7 East 40.0 sq. Exposed Condilione Unfinis fL Exterior Space Front 2x6 .30 1 .30 Front 2x6 0 0 0.85 0.7 1 1 West 11.3 sq. Exposed Conditione FL Exterior Space Left 2x6 -30/.30 Left 2x6 U 0 0 0.85 0.7 1 1 North 90 0 sq. Exposed Conditione ft. Exterior Space Left bsmt .301.30 B3mt1GrOU 0 0 0 0.85 0.7 07 0.7 North 40.0 sq. Exposed Conditione Unfinis ft. Exterior Space Right 2x6 .301 30 Right 2x6 0 0 0 0.85 07 1 1 South 38.0 sq. Exposed Conditione M Exterior Space Right bsmt .301 30 Bsmt/Grou 0 0 0 0.85 07 07 07 South 20.0 sq. Exposed Conditione Unfinis It Exterior Space Glazing Library List .Name .30/.30 -- Shgc 0.3 I Skylight i None Present i Skylight Library List None Present R 3 33333 Name Library Type Wall Basement Wall Emittance Solar Surface Color Surface Area Location Interior Shell Assignment Assignment Absorptance Location Front 2x6 R 6.6 no storm Front 2x6 0.9 0.75 Medium 24-0 sq. ft. Exposed Co]Rditioned Exterior Space Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft. Exposed,, afRdNoned Entry Exterior Space Building Summary OnergyLogic Property Organization Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Opaque Door Library List Name R R 5 Garage Entry 5 R 6.6 no storm 6,59979 Roof Insulation Name Library Type Roof -Deck Cl or Emittance Solar Surface Color Surface Area Location Interior Shell Area [sq. ft.] Concrete of Absorptance Location Tiles flat R-50 BF 24"oc 2,156 No 0.9 g Dark 2,156.0 sq. ft- Attic Conditioned ISpace i I Roof Insulation Library List Name Has Radiant Barrier R R-50 BF 24"oc No 5068123 Conditioning Equipment Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Air conditioner (3) 13SEER/36BTU 3 ton 0% 100% 0% Fuel -fired air 9211 AFUE 180K 100% 0% 0% distribution (1) Water Heating (2) w62 EF 176 RE 50g 0% 0% 100% Equipment Type: 13SEER136BTU 3 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/hj 36 I City of Wheat Ridge ,Bui!dinq Divison Property Organization Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Results are projected Builder Template - Remington - 715 F13 Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Equipment Type: 92.1 AFUE 18 - Fuel Type –Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSG) Heating Efficiency 92-1 AFU:E Heating Capacity [kBtu/hj 74 Use default EAE No EAE [kWh] 692 Equipment Type: w62 EF 176 RE 159g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [k Btulh] 40 Recovery Efficiency 076 Whole House Infiltration Infiltration Measurement Type Shelter Class — - – — ------- -- 3 ACH at 50 Pa Blower -door tested 4 e-% wnergyLogic Mechanical Ventilation Ventilation Type Ventilation RateU JCbic Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Feet'Minute] hours Exhaust Only 73 24 15 Yes 0 Lighting % Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting 60 0 0 Onsite Generation None Present Wheat Ridge Building Diviso!, Property Organization Remington Homes EnergyLogc 5296 Quail St Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Results are projected Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Temptate - 715 FB - Wheat Ridge - Remington Onsite Generation Library List None Present Solar Generation None Present Solar Generation Library List None Present Distribution System] Distribution Type Heating Equipment Cooling Equipment Sq. Feet Served # Retum Grilles Supply Duct R Value Return Duct R Value Supply Duct Area [sq. ft] Return Duct Area [sq. ft.] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM @ 25Paj Total Leakage Duct Test Conditions Use Defautt Flour Rate Duct 1 Duct Location Percent Supply Area Percent Return Area Duct 2 Duct Location Percent Supply Area Percent Return Area Duct 3 Duct Location Percent Supply Area Percent Return Area Duct 4 Duct Location Percent Supply Area Percent Return Area Duct 5 Duct Location Percent Supply Area Percent Return Area Duct 6 Forced Air Fuel -fired air distribution (1) Air conditioner (3) 4302 4 0 0 1151.54 860.4 1 1 Post -Construction Yes Conditioned Space 100 100 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 QnergyLagic ...11.11.. 1.1101. ansrn�l. City of Wheat Ride e Ming Property Organization Remington Homes EnergyLogic 5296 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Cei'fIng Fan Has Ceiling Fan No Cfm Per Watt t00 Water Distribution, .46 Water Fixture Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? Clothes Dryer Fuel Type Cef Field Utilization Clothes Washer Label Energy Rating Electric Rate Annual Gas Cost Gas Rate Capacity Imef Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Low flow No 60 No No No Electric 2.61739 Timer Controls 487 kWhlYear $0.08,kWh $23.00 $0.69/Therm 3.2 0.80737 Standard 0.67 Electric No No 500 kWh/Year QnergyLogie „ "I. - City of Wheat Ridge ui,ding Diviso STRUCTURAL ENGINEERS nc. BY DATE SUBJECT. f2P—Ml� SHEET NO. I OF CHECkED— DATE -7t� JOB NO. 1 '7 9117 -4 'ILL ir 4-1 14 ilAElll u j Koo The nivawc PI 0 Of 1.7 �j �6� STRUCTURAL ENGINEERS Inc. BY DATE l3r177SUBJECT—fAl' SHEET NO. OF - CHECKED DATE SIJ �I� JOB NO. ---1-.--I t� I I T-F_-�-f- � I i , : I I I ---'--- -- —� — �—! ( I : rhl : { • I i fi : • ' I I i : .-�--�-T--� --- ----- ---- --------------rte----T------------ - ---------�---�1-- ( - I : ; If : I I I i — —• -- --1— I fl4�g Ove i I I I 's n L L— ' I W O w 0 O � Q EL rx r :SNOISMAIa o aA J U v ij H A J Z WCL in U00 o �° Q �$z 85LLI �a IL Ir M p :3Q aN W J cn Z W N(nW+ w W W� LLJ O � LL. 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This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 9 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 30 feet. Groundwater was encountered at a depth of 19 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. c; y-2� r �, ,meat R�d9e 1971 West 12t' Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 1, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investiqation from which this summary is taken. CTL I THOMPSON, City of Wheat Ridge REMINGTON HOMES QUAIL RIDGE ESTATES LOT 1, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers4 (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell" 500 psf Surcharge) Representative Percent Swell" 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 Note: I he representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado tion of Geotechnical Engineers, December 1996. City of t Ridge REMINGTON HOMES Exh bif' -Il Diviso QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of VVheat Ridge REMINGTON HOMES QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\Rt\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City Of Wheat Ridge REMINGTON HOMES lift BnZa QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Manual S Remington Homes Quail Ridge 5296 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1 % AFE Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) ReportUnits: Pressure: in.wg, Duct lengths:. feet, Duct sizes: inch, Airflow: CFM, Velocity ft -/min, Temperature Notes: Static pressure available values for return duds are at the entrance of the duct. For supply, they are at the e)ot_ The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summa r Number of active trunks_ 24 Number of active runouts: 21 Total runout outlet airflow: 1,128 Main trunk airflow: 1,021 0.300 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -190 Supplyfan external static pressure: 0.800 Supplyfan device pressure losses: 0.300 Supplyfan static pressure available 0.500 Runout maximum cumulative static pressure loss: 0.443 SR -300 Return loss added to supply. 0.077 Total effectiv e length of return ( ft): 1923 Crawl RA Total effect -tie length of supply( ft }: 274.8 SR -300 Overall total effective length ( ft_) 4671 Crawl RA to SR -300 Design overallfriction rate per 100 ft 0.107 (Available SP' x 100 /TEL) System duct surface area (No Scenario): 876.1 C;1 Total system duct surface area: 876.1 of heat R �a o� Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection Wire Lead Color Cooling Tons CFM 11 Ton Test Airflow Delivery @ Various External 0.1 0.2 0.3 0-4 0.5 0.6 0-7 0.8 essures 0.9 1 040-10 SIDE/BOTTOM 120-20 Input High Heat (13TUH) 40,000 40,000 1 60.000 60,000 80,000 ' ') 80,000 100,000 ') 100,000 " 120,000 output 11-11gh Heat (BTLIH) 37,000 37,000 56,000 56,000 75,000 75,000 93,000 �00 93,000 112,000 -4-577- Certified Temperature Rise Range *F (*C) High Heat -TOY-70 (22-39) 35-65 (19-36) 40-70 1(22-39) 5 (19 36) 3_ 35-65 (19-36) (19-36) 4 0 0 (22-39) - (22-39) (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM 11 Ton Test Airflow Delivery @ Various External 0.1 0.2 0.3 0-4 0.5 0.6 0-7 0.8 essures 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860'--/W 680 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 610 770 725 675 600 535 475 Red 1-5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3-0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 1 Blue 2-5 370 980 9851 980 955, 925 1 1380 835 780 695 585 Yellow 2.0 425 910 920 905 880 650 815 765 695 630 545 Red 1 1,5 430 750 730 705 680 645 605 555 490 435 370 040-12 SIDE/BOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 B20 760 705 655 Blue 2.0 4351 980 955 935 905 870 830 780 725 675 625, Red 1.5 437 720 705 690 675 655 625 590 555 525 485 06G-16 SIDE/BOTTOM Black 4-0 376 1600 1545 1505 14751 1505 1445 14001 1330 1235 1140 Yellow 35 377 1380 1340 1335, 1330 1320 1285 1225 1155 1085 1000 BkIQ-1 &D 387 119D 1185 1195 1195 1160 !125 1075 1015 950 885 Red I 2.5 394 1030 1025 1030 1010 985 940 905 855 805 735 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1 A-45 1255 1165 080-16 Yellow 3.5 381, 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015, Orange 30 383 1205 1205 1185 1165 1150, 1100 1065 1000 935 870 Blue 2-5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 826 805 785 760 725 6951 .655 600 545 080-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 -= 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1405 1410 1330 1235 1135 Orange 3Z 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2-5 426, 1120 1110, 1100 110901065 !'135 990 935 870 8051 Red �� 2-0 433 , 940 920 910 890, 865 830 790 745 690 625: IOG-16 SIDEIBOTTOM Black 4.0 373 1715 1660 1610 15551 1 -^ 90 14'20 1344 1245 11 SO 1165 3,5 379 1535 1480 1435 13W 1 .Clt1695 10! 0 Yellow a25 1260 1 910 Blue 3 3.0 367 1300 1255 1205 1160 1100 11035 970 9051 810 730 Red T- 2.0 445 1110 1055, 1005 -955 890 835 770 1 6901 610 535 10D-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5-0 3671 2090 2040, 1980 1910 1835 1755 1670 1570 1460 13401 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 lRed 1 3,5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4, 5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5-0 369 2130 2070 2010 1940 11545 1740 1630 1525 520 1305 Blue 4.0 416 1875 1840 1795 1735 1665 1580 i14951 14101 1310 1205 Red ---T- 3.5 414 1610 1585 1555 1515 14501 13951 13251 1250 1111MM NOTE: 1. A filter is required for each return -air inlet. Airtow performance includes a 314- in - (19 mm) washable filter media such as contained in a factory -author- ized accessory filter rack. See accessory Mat To determine airflow performance without this filter, assume an additional 0.1 in. WC. available external static pressure. 2. ADJUST THE SLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION_ 3. Shaded areas indicate that this airillow, range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 GFM require bottom return, two -aide retum, or bottom and side return- A minimum filter size of 20®x 25' (508 .x 635 mm) is requimd. 5. For upflow applications, air entenng from one tude into both the aide of the furnace and a return air base counts an a side and bottom return - 0. All airflows that are shown in BOLD exceed 0.58 watts per CFM at the given external static pressure. c11y Of Wheat Ridge Evaporator Coil Static Pressure PERIFORINIANCE DATA (cont) COIL STATIC PRESSURE DROP (in Nve.) PURON0 AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 5001 600 1 700 1 800 1 900 1 10001 1=00 1200 1 1300 1 1400 1 1500 1 1600 1 1700 1 18DO 1 1900 12000 12100 2200 Dry 0.078 10.114 10.156 10.198 10.253 1814 Wet 0,096 10.139 10,183 10.213 10.277 Dry 0.070 10.103 0.143 0.182 10.233 10-290 1 0-3-5-4-T- I I I I I I I 2414 Wet 0.0439 10.129 10171 10.214 10.269 10236 10-413 1 1 1 1 1 1 1 1 Dry 0.048 1 0.068 10,090 10.112 10.140 10170 1 0203 I I I I I I 2417 Wet 0.064 0.091 10.122 10.150 10.188 10.224 10263 1 1 1 1 1 1 1 1 Dry 0.065 1 0.097 10.135 10.173 10.223 10-278 10-339 10.405 T0.47-87 I I I I I 3014 Wet 0.078 10.719 10.160 10206 10.260 10-321 1 0.388 I 0.461 0.540 Dry 0.042 10.550 0.0-9701-0.102 10.128 10-157 1 0.188 0.222' 10.259 1 3017 Wet 0.055 10-076 10.104 10.127 10.158 10-190 10 225 10.266 1 0.-3-0-9 Dry 3617 0.043 10-061 10.082 10.103 10.128 10-157 10.189`0.2210.259 10,299 1 0.341 1 1 1 1 13611 1 1 Wet - 0.056 10.079 10.107 10.133 10.166 1 0200 10236 10276 10-315 1 0.361 10.413 1 1 1 1 Dry 0.035 10.048 10.062 10.076 10.093 10-111 10-132 10.163T-0-77TF02011 10.228 1 1 1 1 3621 Wet 0.049 10.066 J0D85 10.100 10.122 10.144 10,171 1 0.192T-0-2-1-7-0.245 10.276 1 1 1 1 1 Dry 4221 0.030 10.047FCTD-54 10.066 10.082 10-099 10.118 1 0.137 10.158 10,180 10.205 10.231 10-259 1 1 1 1 1 1 T4221 Wei 0.043 10-059 10.079 10.101 10.126 10-153 10.181 10-207 10.234 10.260 10.288 1 0.319 1 0:354 1 1 1 1 Dry 4821 1 10.047 10.0K) 10.075 10-092 1 0.110 0.130 0.152 10.176 10.204 10.230 10.256 10.294 10.318 T4821 Wet I I OMja 10.067 10.095 10-104 1 0.-125 0 1-47 10.172 10.200 10.229 10.259 10.292 1 0A27 10.365 1 1 1 Dry 1 10.015 10.046 10.057 10-069 1 0M4 10.019 10.119 10124 1 D140 10.158 10,175 10.195 10.214 1 1 1 1 4824 Wet _P7- 0 0-66 1 OL81 10.097 Oa27 -0.0-5-OT 10.114 10.131 10-15D 10.169 10.190 10.211 1 D.233 10.257 1 I Dry 6024 1 1 10.062 10.073 10-064 1 0.097 0.171 10,126 10.138 10.154 10-172 10.190 10.210 10229 10.251 10273 0.293 16024 Wet 1 1 10.082 1 0M6 10.112 10.129 10,145 10.163 10.171 10.191 10-212 1 0.235 10.258 10.283 10.210 1 0-336 10.366 City or , Wheat Rid., Detailed cooling capacity Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 22,292 BTUs 22,292/24,293 = .92 or 8 % over Note: the CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs City of Wheat Ridge CONDENSER ENTERING All EVAPORATOR AIR 75 (23.9) 85 (29.4) 95 (35) CFM EWB °F('C} /2(22.2) Capacity MBtuh Total Sens# 32.18 16.57 Total System KW** 2.04 Capacity MBtuh Total Sens# 30.84 16.09 Total System KW** CAI 0c 2.25 Capacity MBtuh Total Sens# Outdoor 29.42 15.59 Total System KW** 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.68 2.49 875 63 (17.2)tt 27.91 20,13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27,10 2.03 26.12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.56 17.38 2.08 31.18 16.89 2.30 29.72 16.38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)tt 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (16.7) 28.07 27.82 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 1 22.57 2.12 27.32 22.05 2.34 25.95 21.49 2.58 62 (16.7) 28.79 1 28.79 2.12 27.71 27.71 2.34 26.54 26,54 2.58 57 (13.9) 28.79 1 28.79 2.12 27.71 27.71 2.34 26.55 26.55 2.58 Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 22,292 BTUs 22,292/24,293 = .92 or 8 % over Note: the CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs City of Wheat Ridge AHRI Used Item I Value Standard Air Conditioner Model! Number (Combined) CA1 3flAO30"*(A,B)+CIIPV,3617AL-+TDR Outdoor Model Number CA 13 NA03 0----(A, B) Indoor Model Number CNPV'3617AL1+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIorillIG Indoor Manufacturer Description Comment Nominal Capacity 274001 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 1 SEER SEER High Speed 0 SEER Low Speed EER EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty City of Wheat Ridge 0ding Cl) O LU m w z V7 J OLL w m m m 0Z 'j LU W W T o m Q N S ?� ❑U mU� 0Er w x W (n W (A F- W p Z Z F- T- * -. 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LU a x M O LO r (D CD N Li m / In LL U 0 r� / O LON (D x N r \ C) LO CD P- E E =U O m C =a O C � i O 0).a) �,"a a (D cm •� •� LO \ x LL \ U r O \ (m Qi cc LL O U = M a City of o Wheat Ridge M N N t3ui!d;ng Divison (n x x r Q1 V LQ.. U L U \N T- d C 0 = N M N m x O Q) cc U- C.) LU a x M O LO r (D CD N Li m / In LL U 0 r� / O LON (D x N r \ C) LO CD P- E E =U O m C =a O C � i O 0).a) �,"a a (D cm •� •� LO \ x LL \ U r O \ (m Qi cc LL O U = M a City of o Wheat Ridge M N N t3ui!d;ng Divison City of Whleatf�� City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857 March 1, 2016 OFFICIAL ADDRESS NOTIFICXrION NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates below: PROPERTY OWNER(S): To Be Determined NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: `~ Job Address: Permit Number: L) a U J `5- 6 Ll ❑ No one available for inspection: Time AM/PM Re -Inspection required: Ye8 No When corrections have been made, schedule for re -inspection online at: httpYAvww.ci. wheatridge. co.usrnspection Date:-,-/' ' L' ` 0 Inspector: DO NOT REMOVE THIS NOTICE