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5265 Pierson Court
City of �W heat j-idge MUNIT-Y DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. F: 303.237.8929 September 19, 2018 Owner/Occupant 5265 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700591 (Single Family Dwelling) 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 — October 10th — 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, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridge.co.us City of Wheat , d COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director 5 r Z > 20 40 40- as a" O>X) cd w .0 5b ,-z or - ku 0 4- 0 0 J5 > cd tu El La rW rL, u �20 0 10, 0> 0 0 4- 4 0 0. crl al ;> 0 kP to p a) Z to OL� :tt Ln 1q, TO.r .0 cu c. r Z O>X) cd w .0 5b ,-z or - ku 0 4- 0 0 J5 > cd tu La rL, 0 10, 0> 0 crl al ;> 0 kP p a) Z to OL� c TO.r .0 cu c. r ,t,p 0 to cd Q 5 En g cc-'+ I'D 0". cn U 0-4 -10d U 0 cl, r U Q m!- W K a O N r- 1•Ni � S w W W �i ••.••• �• • •••. !al<� NagN y tY Um3UtJ OW fl a v' .^�� �V• �v-as W ZQ �ZNJa a z w N ��t7 •v w coF t- w F- wY04 �w O�za UU is zZ wZ a ?5 r�•4° �4 Je o o 0 z Q ZxmO m 3 z,w O� 330o'S0OmoAs�dOa<ww U aU WamuIl� A II IE p A • •Q♦ W Il Om 1E OUW W m �� aim v wr�vr o O © 361► np. .• •. •••OZ > > y ♦� m m m LL••P. .• ii ''+retells# 4 0 0 N ar ����// Ll..�ti C7 m J N N Waw alp U �� � w W N O m00 w Z O 0 aonmo Z !'1 © C) 'Jm U `z U pn�zz m Q' Li �m mtc10 N uj O [n U a O Z i- N N Uoy}o �x _JCh U I n N �3 �w?onaz�a z q 0'S I w a�wN ��osOapd O D O O (p i!7 O O I.L'WL.ON�-.. 3mr0 zfc�mzU QONN O Z O � O ' D O a =o WwwWo < W 3 U to ce CO W U� O O `'mXDZUp w<�a Ft-m����r ZUu O �-� N IIIn � Z �m O ' •' Z cWia�N Wm< <ww W) m �Urn� o O W o I a8 o N ( zyw�a<ii�s� O W ��� ��-zzz� 4 Z W 3 w W d zmm<o O CL �QOVKN O O FwnR a z 3as3n az�zmo�.rL"imwa a ,s Ip PO'• N WZNWXWiQ �aowm��adaZ - •OS"ZZl M„t7'�,'�f�.&8S a Wo ar- oz o o�w z �J Vr wo d W T�Z w p4LZ& I.iD ONS NW ��=^4NaQ z zu=N�120 wow3w� -Oz oLLom�a� a t7 o0-0 02UCJN Z•- i CITY OF WHEAT RIDGE _]�qrBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: Time — AM/PM Re -Inspection required: Yes �No When corrections have been made, call for re -ins p c io X303-234-5933 Date."� `� Inspector:-� DO NOT REMOVE THIS NOTICE CER TIFICA TE OF OCCUPANCY Permit #: 201700591 `„'. City of Date: 03/08/2018 IWheat,k CMNOMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New Single Family Home - 4,752 sa ft 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 Wheatridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO IN ADDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: Megan Sparks 5740 Olde Wadsworth, Arvada, CO 80002 PROPERTY ADDRESS: 5265 Pierson CT, Wheat Ridge, CO 80033 PARCEL #: 39-162-14-015 OCCUPANCY: R-3 FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: 2012 ICC / 2014 NEC TYPE OF CONST: V -B OCC LOAD: N/A No change shall be made in the Use of this building without prior notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted by front door of commercial occupancies Chief Building Inspector Zoning Administrator SDrinklered- No INS�WC' 6 CORD PECTION ONLINE FORM: http://www.ci.wheatridge.co-us/inspection INSPECTION REQUEST LINE: (303) 234-5933 ., I - — Inspections will not be performed unless this card is posted on the project site. **Reciuest an ilIST)ection before 11:59 p.m. (midnight) to receive an inspection the following business day.** — Occupancy/Typc this Inspector Must Sign ALL Spaces pertinent to project FDate Foundation Inspections Inspector Initials Comments Wall Sheathing , Pier CleiLIC e9 Concrete Encased Ground (CEG) Foundation / P.E. Letter 04 Wall Tie Do of Pour Undergrount'l/Slab Inspections Concrete Date Prior To Approval Of The Above Inspections InspectorComments initials Electrical Sewer Servic P!urribin Do Not cover unuerUruuiju v, -1-y-1 11 Inspector, Rough Inspections Date commera" - -_ L - 7 - --A Initial Wall Sheathing , Mid -Roof ---- Wall Tie _Lath/ Rouge, Electric* '547 RoUall PlUrnbing/Gas Line - i - 17 oi rRouRr �1 MechanicalROUcih Q, Frarning Rough Grading Drywall Screw Nail I -Fina I spections Date Inspector Comments Initials Landscaping & Parking Planning Dept. requested "d be re Inspections from these entities should be requested Works Dept. g and parking i ng Pa one week in advance. For landscaping and parking FROW Drainage Public drainage e W and d inspections call 303-235-2846. For ROW and drainage Floodplain Inspection (if applicable) ions inspections ct! s call 303-235-2861. For fireinspect Iinspections Fire inspection / Fire Protection Dist. contact the Fire Protection District for your project. J rFEinai Electrical Final Plumbing Final Mechanical Roof Final Window/Doors Final Building NOTE: All items must be completed aAnap roved by Planning, pu1jilic Works, Fire and Building be ore a Certificate does not constitute, authorization of occupancy. of Occupancy is issued. Approval of the Final Building inspection i -+-A f-m th.. Pirp ni-orint and electrical low voltage Tor low vonage permits — rieabu uu zsui u Li lcL 1 uuu L',/ the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather aclflow Consulting TestingRepair, & Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com aen Assembly Serial #: T261511 Test Date/ Time: 3/1/2018 2:54:42 PM Tester Certification #: 6-1190 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Meter #: tt a Service Location: QUAIL RIDGE Facility Address: 5265 PIERSON CT city:wheatridge ST: co Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES ° Address/Suite 5740 OLDE WADSWORTH BLVD City/State/ZipARVADA CO 80002 Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Domestic ®Containment El Horizontal ❑ :5 Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ' ® New ❑ Existing ❑ Glycol ❑ Isolation ❑ Vertical Down ®' ` ® Irrigation Previous Assembly #: ❑Recycled Location: NORTH SIDE OF HOUSE BY A/C Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 60 Tightness Differential g Tightness Differential Check Valve #1 ❑ Leak 1.6 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight !. Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑Tight Relief Valve (RP) c Buffer (RP) Air Inlet 2.7 OPENED FULLY (PVB) F' Shutoff Valve #1: XTi ht ❑Leakin ❑Re laced Shutoff Valve #2: IXTi ht ❑Leaking ❑Re laced Back Pressure: :]Yes ®No Test Procedure: ABPA: USC 10th Edition ❑ASSE: Comments: DID NOT WINTFRIZF ASSEMBLY_ BOTH SOV CLOSFD UPON ARRIVAL EFT THAT WAY AFTER TEST a Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: .. Test Kit Make: MidWest Model: 845 ,. Serial #: 10111942 Last Calibration Date: 12/13/2017 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc ° Tester Name: Nick Vincent % R� d Phone: � %i Signature: Certificate Expiration Date: 1/27/2021 'T N 00 00 >- I� Q O M UT CV O -a V) � u1 CY M (IN CT CD O Q `0 — a a a o, o M a)Y 0= 0_ W -ii a c ziz '1 r- M 01% [r 0 O O 0 O Ln N V'r en O v> C C d QJ m I L fi O O C" 6ti C� 1� N O m — N ONO 0 O 6 O C � TE M �- Vl ar G .O G O WT Q r, _ O W s i > H W L t° H X = N E a 3 ro CL V L � � -•jam. � V OC 0 o O N p O CP '" V T u .0 "'�' T V S _, Vim', rnm v m a— T O t/'1 0, -1 Ln N W w 0402 W W ul CQ vOQp '- 0 0 ^� C O s' O N O '- V a`�' ava -y o 'i ro N ro N 'r Eco o o� Q,ou O m 0 .. 41 o .0 Q1 u1 C Z �.F— Z �z x ,n C O N az x en O ' vi G •L% N Ln C mO O L.Mp r W w ( 4 ON CC. Lu W cc = CL M M d ONQ '1 r- M 01% [r 0 O O 0 O Ln N V'r en O v> C C d QJ m N C" 6ti C� 1� N O m — N ONO 0 O 6 O C � TE M �- W ar w= w � WT Q r, _ O H W L t° H (U L) N E O 0 ro CL V 'O L � � -•jam. � V � .. O N p O CP '" Q, 4' T V S _, Vim', Q F O m LL 1. v C LU cc w w u_ V) O _ o N V R7 M L7 0 0 r a V lV7 < _ v z 7 Ln > o o `v o vg ry o 0 v IM) V N A O V rs M c U y, in m M LL ¢ 10; E°° E c' o N vH = a v a v �, y c N -o E- < 4 O v V ro C 4 y Hh i E O •� vTi ad O) O- v O O M(I) � � S� m C C � I— 0 G m O (a O? O ro V �C 60 G N O O O U- n o z .E .= a C m a 6 c� =E G TE M w= w � WT Q r, _ Remington Homes EnergyLogic Builder Name: Rating Company: Kermit Date/Number: Rater ID (RTIN): 1215211 Home Address 5265 Pierson Ct Rating Date: 315/2018 Wheat Ridge, CO Version: 3.0 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: 1340 CFM50 (2.1 ACH50) from the home. Primary Insulation Levels Water-resistant materials on below -grade walls and 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:0.30 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances Q 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-1quality performance. optimal performance. ENERGYSTAR Qualified Lighting 100% Total Duct Leakage Duct Leakage to outdoors: 104 C FM25 Rough -In, with Air 104 CFM25 ENERGY STAR Qualified Appliances and Fans: Handler Refrigerators:1 Dishwashers:1 Primary Heating (System Type • Fuel Type - Efficiency): Ceiling Farl Exhaust Fans:3 Furnace • Natural Gas • 92.1 AFUE Primary Water Heater (System Type - Fuel T ype • Efficiency): Primary Cooling (System Type - Fuel Type • Efficiency): Water Heater • Natural Gas • 0.69 Energy Factor Air Conditioner • Electric • 13 SEER This certificate provides a summary of the major energy efficiency and other construction HERS +'`' features that contribute to this home eaming the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nationally -recognized ,r Home Home Homes h uniform measurement of the energy efficiency of homes. Note that when a home contains multiple performance levels for a particular feature (e.g., I1Y�al/ window efficiency or insulation levels), the predominant valva is shown. Also, homes may be rtified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly fess C 6 0 g g 000 o '5 o More selected from a set of homes ror representative inspections and tesfing. In such cases. the Energy Energy features found in each home vrithin the set aro intended to meet or exceed the values presented on this certificate The actual values for your home may dirtier, but offer Equivalent or better le performance. This certificate was printed using Ekotropii ' (ven;ion 2.2.4.1874). Thi, Nome ohmse[s•n Learn more at www.energystar.govlhomefeatures IECC 2009 Performance Compliance Property Organization Remington Homes EnergyLogic 5265 Pierson Ct 720-340-6980 Wheat Ridge, CO 80033 Aaron Scott Template - Remington - 745 FB - Le} Builder 5265 Pierson Ct Remington Remington Homes Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total :nergyLogic an0 Taif. Inflgnl. anfr arf. Inspection Status 3/5/2018 Rater ID (RTIN): 1215211 RESNET Registered (Confirmed) Annual Energy Cost 405.3 402.4.2.1 Performance-based compliance Air Leakage Testing passes by 35 3% Q 04 IECC 2009 Performance $1,022 $159 $136 $1,317 $832 $0 $2,149 402.5 Area -weighted average fenestration SHGC M 402.5 403.2.2 Mandatory Checklist Area -weighted average fenestration Duct Testing U -Factor AS1. ppl. icab'e wndace<y cAackliaca mua pe be the eked a exvple<e.- CaE¢37, As Designed $610 $106 $136 $852 $817 $0 $1,669 Design exceeds the performance requirement for IECC 2009 Performance compliance by 35.3% but fails the mandatory requirements. Name: Aaron Scott Organization: EnergyLogic Signature: Date: Mar 05, 2018 Ekotrope RATER - Version 2.2.4.1874 IECC 2009 Performance compliance results calculated using Ekotiope's energy algorithm, which is a RESNET Accredited HERS Rating Tool s+ r co 0) f—/) 0- L6 z w (D CD tM CD ii 76 CL "D 0 (1) a)•co CL 0 •7 wo E to C: E E W 0 r'L amas Lnc 0 —• E u 0 M a 2 0 cn CL < Ln E a 5 .0 lMn yyy Oro Al 0 y 0 u E a M M 0 Z E Rt --to, ;4 'No ago" .00t, at.. at. IECC 2009 Label 5265 Pierson Ct HERS(O Index Score. 58 Building Envelope Spicae Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1340 CFM50 (2.1 ACH50) Duct Insulation: R-4 Duct Leakage: 104 CFM25 Window & Door Specs Window: U = 0,300, SHGC = 0.300 Door: R-7 Mechanical Equipment Specs 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) QnergyLogic ano.Itdr. Imtphf. a",.sn. Property Organization Remington Homes EnergyLogic 5265 Pierson Ct 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 3/5/2018 Rater ID (RTIN): 1215211 Template - Remington - 745 FB - Le) Builder RESNET Registered (Confirmed) 5265 Pierson Ct Remington Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 37.4 35.4 Cooling 5.3 4.8 Total 42.7 40.2 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu 1 year) Category 2006 IECC As Designed 90% Target Heating 67.2 47.2 Cooling 9.5 7.2 Total 76.7 54.4 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 104.0 CFM25 This home meets 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. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STARCH for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Aaron Scott Signature: Cr Organization: EnergyLogic Date: Mar 05, 2018 Ekotrope RATER - Version 2.2.4.1874 This information does not constitute a warranty or guarantee of home energy performance Air Leakage Report Property Remington Homes 5265 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 745 FB - Le} 5265 Pierson Ct Remington nergyLogic Organization onolnh yl ani�rn EnergyLogic 72.0-340-6980 Inspection Status Aaron Scott 3/5/2018 Rater ID (RTIN): 1215211 Builder RESNET Registered (Confirmed) Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1340 ACH50 (Calculated) 2.1 ELA [sq. in] (Calculated) 73.7 CFM50 (Calculated) 11340 Rough -In, with Air Handler Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 104.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.5 Leakage to Outdoors [CFM25 / CFA] 0.025 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 104.0 Total Leakage [CFM25 / 100 s.f.] 2.5 Total Leakage [CFM25 / CFA] 0.025 Mechanical Ventilation Rate [CFM] 66.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 66.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 69.3 Ekotrope RATER - Version 2.2.4.1874 RESNET HOME ENERGY QnergyLogic RATING Standard disclosure ... ° For home(s) located at: 5265 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. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design Nq 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: [IA. The seller of this home or their agent 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 Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater Employer Rater DEmployer Rater Employer Rater DEmployer []Rater L]Empioyer Rater Employer OR is in the business of Rater DEmployer Rater DEmployer Rater DEmployer Rater DEmployer Rater DEmployer LIRater Employer L__t 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 4 BI- BOB] Date: Mar 05, 2018 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 NationalHome 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/RESNET_Mortgage_Industry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 Date: 03/05/2018 5265 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 13/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 745 Prepared by: i9nergyLogic analysis. insight. answers. Inspection performed by: Aaron Scott (RTIN: 1215211) 720-340-6980 aaron.scott@nrglogic.com Inspected for the following programs/codes: e Energy Star (Version 8)(,) e IECC 2012(✓) e Xcel New Homes(,,) INSPECTION RESULTS: Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: V Lighting/Appliances V IECC and Energy Star Air Sealing V' Insulation Inspection @ Final +✓ HVAC Inspections Ventilation Systems Water Heaters Mechanical Systems Room by Room Air Pressure Balancing tBlower Door Diagnostics Categories to Address: 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:„- DAS H Remington Homes -, 5265 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 13/1 Bathroom and kitchen exhaust fan housing sealed to drywall Result: ' 3/5/2018 Seal fan housing to drywall 40 3/5/2018 1 Seal fan housing to drywall IECC 2012/15 ESO - 4.1 RFC 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: 3/5/2018 Complete Attic Hatch with gasket and attached insulation Attach insulation. 3/5/2018 Complete Attic Hatch with gasket and attached insulation Attach insulation. Conditioned Floor area used in HVAC design loads is betwpan n_snn square feet larger than home to be certified Result: 4 3/5/2018 Nice Work --Items corn re -inspection Mechanical System #1 PRVI - d 9 1 Rr1Rr Inspection Date A•n Needed Photo X 3/5/2018 Mechanical System #1 Modeled: 3932sgft •,, r r • 777-771 940 s Window area used in HVAC design loads is between 0-60 square feet ESv3 -4.2.4 RDRC larger than home to be certified Result: v ** 3/5/2018 Mechanical System #1 X 3/5/2018 Mechanical System #1 Measured: 599sgft Nice Work --Items corrected on re -inspection Passed Prepared By: Aaron Scott Builder Sign Off - Builder will correct item without re -inspection 720-340-6980 aaron.scott@nrglogic.com Failed EnergyLogic, Inc www.nrglogic.com (970) 556-0839 Failed - Builder must submit photo of correction in lieu of re -inspection PO Box N Berthoud. CO 80513 A4feS i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time �Z I PQM/PM Re -Inspection required: Yes N When corrections have been made, call for re -inspection at 303-234-5933 Date:' �� Inspector: �v 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 NOT7y, Inspection Type: r0_3 F F Fme,,,t7fov6ry Job Address: Permit Number: �Lo/ 755 V wq 7`r-✓ h� p� G act/v,� ❑ No one available for insp tion: Time 1'104 AM/PM Re -Inspection required:es No When corrections have been made, call for re -inspection at 303-234-593�A-3 OMTYDate: �d Inspector: DO NOT REMOVE THIS NOTICE City Of W heat Midge COMMUNITY DEVELOPMENT Landscapin,a Escrow Agreement This agreement made this 26th day of February 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand rive hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5265 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: Signature Date Citv of Wheat Ridge. Colorado By/ (/ Title: Date: Title i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line _ R (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y O 1 F Job Address: _"�7 � C 5 Pers Permit Number: 0 0 1-4 pp 5`f ❑ No one available for inspection: Time I Z. (&& Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: oy I Inspect DO NOT REMOVE THIS NOTIC 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: 32.0 P—jL2JALL- 'X V6." X,lAf Job Address: b2.&& 17 2C�it�l Gi Permit Number: ❑ No one available for inspection: TimeiIT r AP Re -Inspection required: Yes iNo When corrections have been made, call for re -inspection at 303 -234 - Date: 1 Z 2 8' f I_4- Inspector: 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: I i�� "�"`� W Job Address: 5f2-0,'_5 1 C;Tt Permit Number: I -D 1'7 00 56) ❑ No one available for inspection: Time 1. a ?->_5AM PM Re -Inspection required: Yes No When corrections have been made, call f?"e-inspection at 303-234-5933 Date: 2- Inspector:q� 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: / A h Job Address: SGS (:f --- Permit Number: 1D/ 700 / ❑ No one available for inspection: Time p � --1 _ AM/�PM) Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /,;�' 5' 17 Inspector: J611 ri 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 INSPECTION NOTICE. Inspection Type: �3!W '--kcy- 'ee_c49dt Job Address: Fle_r< �� ►- Permit Number: I ' /' Ll No one available for inspection: Time ' AM/I?M) Re -Inspection required: Yes /,No When corrections have been made, call for re -inspection at 303-234-5933 Date:/,,?' 5,17 Inspector: J67d 61zl. 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: <<� Job Address: .6:MS i Permit Number: :2017462521 ❑ No one available for inspection: Time 1 AM%PN Re -Inspection required: Yes (No_}_, When corrections have been made, call for re -inspection at 303-234-5933 Date: 12 *,-5 7 Inspector: k)61JKji /k-4_ t_ 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: 3XedA, , L'lcc A Job Address: A 'Sorel C �— Permit Number: ❑ No one available for inspection: Time p AM/PM / Re -Inspection required: Yes When corrections have been made, call for re -inspection at 3j03,-2.34-5933 Date:,L ' 5,/7 Inspector: �Q�l 6 I , `4' 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: 313/ Watl� Job Address: Permit Number: ❑ No one available for inspection: Time f' .' AMlPN Re -Inspection required: Yeslo When corrections have been made, call for re -inspection at 303-234-5933 Date:Z2 t 51 / 7 Inspector:'�— DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: DQr- Job Address: 5 `? U 5 0 C_-' Permit Number: 1101_1OOS91 ❑ No one available for inspection: Time ��`��AM/6 Re -Inspection required: Yes No When corrections have been made, call ection at 303-234-5933 J Date: k -20b /L2 -inspector: DO NOT REMOVE THIS NOTICE i 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:'��� Job Address: Permit Number: C^% ?60 ❑ No one available for inspection: Time PM Re -Inspection required: YesNo�' When corrections have been made, call for re -inspection at 303 -234 - Date: 7,17 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: L 1 VV V11V UVCAlIC4RJIV IVI II IJ'./ LIVI Re -Inspection required: Yes When corrections have been made, call Date: / Inspector: 11\0 ll1Vl/1 IVI -ins , �i6n at 303-234-5933 301ION SIHI 300FMl ION 00 :aoloadsul Z� MS o.�i o dsui-aa jol ❑ea `apew ueaq aney suoijoaaaoa uayM. oN spA :paainbaa uoiloodsul-aa Wd/INV ^ awil :uoijoadsui aol ajgap'na auo ON n J 331ION N01133dSNI xeJ 6068 -LEO (000) (EOE) augj uoijoadsul EE65-tTe (EOE) uoisinia uoil3odsul 6uipjin8 3Jala iv3HM =10 A113 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: /U ❑ No one available for inspection: Time �Pl✓ AM/PM Re -Inspection required: Yes (0 When corrections have been made, call for re-insprat 303-234-5933 Date: - Inspector: 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 NO ICE Inspection Type: , Job Address: % Permit Number: 17a 0 0 - Ll No one available for inspection: Time //M_AM/PM Re -Inspection required: Yes o When correcti s h f e been made, ca for re -inspection at 303-234-5933 Date: f Inspector: O NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: z _ Job Address: 52 65 CT Permit Number: zJ 17 00 Sq i U "/,/o re-. ❑ No one available for inspection: Time Jl J7 "I AM/PM Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 Date:611,91117 Inspector: DO NOT REMOVE THIS NOTICE A= 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 Job Address: S a. S" Pi P t a Permit Number: 40V -to ❑ No one available for inspection: Time/ D " 'y AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date:– / ` 0—i nspector: DO NOT REMOVE THIS NOTICE [Rhvac - Residential 8 Lighl Commercial HVAC Loads ® Smith & Willis HVAC LLC Elite Software Development, Inc. Remington. Homes - Quail Ridge - 5265 Pierson.Ct �Weton CO 80125 ______-_ _ ___ Pae i _ Project Report _ eial'Pro'ect Information Project Title: Remington Homes - Quail Ridge - 5265 Pierson Ct Designed By: McKennon Pill Project Dale: Wednesday, April 12, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 60002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Pill 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 Illiftign,Data x' , Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb ReI.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -44 INNERiures Total Building Supply CFM: 1,300 CFM Per Square It.: 0.320 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,017 Volume (113) of Cond. Space: 35,163 Building Loads Total Heating Required Including Ventilation Air: 48,757 Btuh 48.757 MBH Total Sensible Gain: 26,574 Btuh 100 Total Latent Gain: -2,397 Btuh 0 Total Cooling Required Including Ventilation Air: 26,574 Btuh 2.21 Tons (Based On Sensible + Latent) 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. CCity What R. �Uildih OV, M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Cd kae on, Rhvac - Restdentlal & Ltght Commercial HVAC Loatls Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quall Ridge - 5265 Pierson Ct Littleton CO 80125 __ Pa e 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data D Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -43.84 Ducf 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. tside,Air Data Winter Summer Infiltration Specified: 0.280 AC/hr 0.250 AC/hr 122 _CFM 109 CFM Infiltration Actual: 0.325 AC/hr 0.300 AC/hr Above Grade Volume: X 26.129 Cu.ft. X 26.129 Cu.ft. 8,493 Cu.ft./hr 7,832 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 142 CFM 131 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 17.17 = (1.10 X 0.821 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.49 = (0.68 X 0.821 X -43.84 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.35 = (1.10 X 0.821 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (109 CFM) Summer Infiltration Specified: 0.250 AC/hr (109 CFM) C!3.'jding0D11 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM RhVec - llesldemlal 1, Llgnl Commercial 11VAC Loade EBte software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge- 5265 Pierson Ct 17 -1 -on 406 2,249 -290 2,249 3,764 73 190 110 65 Sum of mom airflows may be greater than system airflow because CAV Wrezkt M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Net It? Sen Lal Nel Sen Hisl, g Cs Act Ducl icope Tont /Ton Area Gain Gain Gain _.._. Loss CFM1 _.. .__.__._._.....__._.._,_�__ CFM CFM S¢e 3lilding 221 2,017 4,064 26,574 -2,397 26,574 48,757 870 1,300 1,300 System 1 221 2,017 4,064 26,574 -2,397 26,574 48,757 870 1300 1,300 21x20 Humidification 4,141 Zone 1 4,064 26,574 -2,397 26,574 44.616 870 1368'i' 1,300 16.16 1-Basem n 1,134 1,718 .103 1,718 6,997 136 84 136 55.5 2-Craw1 Space 175 64 43 64 1,158 23 3 23 Not MDD: 1-4 3 -Study 142 1,963 -262 1,963 2,769 54 96 96 6,6 4.Pwdr 33 0 0 0 0 0 0 0 0--0 5-Mudreom 156 2,093 -351 2,093 3,579 70 102 102 8 6-Dinirig/Kitchen 491 4,453 -502 4,453 5,425 106 218 218 7,7,7 7. Great Room 316 5,435 -408 5,435 7,181 140 266 266 7,7,7 8 -Foyer 171 737 -198 737 2,204 43 36 43 6 9-Bedroom3 177 1,770 8 1.778 2,757 54 87 87 616 10 -Bath 3 73 352 -70 352 886 17 17 17 4 11-Mstr Bath 128 849 -142 849 1,606 31 42 42 6 12 -WC 19 359 42 359 484 9 18 18 4 13 -WIC 112 192 42 192 536 10 9 10 4 14-Mstr Bedroom 295 2,540 5 2,545 2,815 55 124 124 7,7 15-Bedroom2 177 1,741 43 1,784 2,374 46 85 85 6,6 16 -Laundry 59 59 0 59 81 2 3 3 Not MOD: 1.4 17 -1 -on 406 2,249 -290 2,249 3,764 73 190 110 65 Sum of mom airflows may be greater than system airflow because CAV Wrezkt M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge- 5265 Pierson Ct Littleton CQ 80125 M Pa e4 Manual D Ductsize Data - Duct System i -Supply ---Duct Name, etc. Runout 0.0003 6 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.Gumul ---Duct Name: SR -200, Supplies: Loft, Fitting: 2-I, Effective Length: 53.8 Runout 0.0003 6 280 Up: ST -320 55 4.7 0.025 Rnd 24.5 6.6 29.3 Presize 55 38.5 0.431 ---Duct Name: SR -210, Supplies: Loft, Fitting: 2-I, Effective Length: 52.2 Runout 0.0003 6 280 Up: ST -210 55 4.7 0.025 Rnd 29.0 6.6 23.1 Presize 55 45.6 0.432 ---Duct Name: SR -220, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 44.8 Runout 0.0003 6 219 Up: ST -110 55 4.7 0.016 Rnd 23.0 6.6 21.8 Presize 43 36.1 0.438 ---Duct Name: SR -230, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 41.9 Runout 0.0003 6 219 Up: ST -360 55 4.7 0.016 Rnd 23.0 6.6 18.9 Presize 43 36.1 0.438 ---Duct Name: SR -240, Supplies: Mstr Bedroom, Fitting: 2-I, Effective Length: 46.4 Runout 0.0003 7 232 Up: ST -260 55 5.4 0.015 Rnd 19.5 7.7 26.9 Presize 62 35.7 0.437 ---Duct Name: SR -250, Supplies: Mstr Bedroom, Fitting: 2-1, Effective Length: 42.8 Runout 0.0003 7 232 Up: ST -200 55 5.4 0.015 Rnd 19.5 7.7 23.3 Presize 62 35.7 0.439 ---Duct Name: SR -260, Supplies: WC, Fitting: 2-1, Effective Length: 27.9 Runout 0.0003 4 206 Up: ST -180 55 3.1 0.025 Rnd 11.7 4.4 16.2 Presize 18 12.2 0.437 ---Duct Name: SR -270, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 25.3 Runout 0.0003 6 214 Up: ST -340 55 4.7 0.016 Rnd 6.5 6.6 18.8 Presize 42 10.2 0.440 ---Duct Name: SR -280, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout 0.0003 6 219 Up: ST -370 55 4.7 0.016 Rnd 17.0 6.6 21.8 Presize 43 26.7 0.437 ---Duct Name: SR -290, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout 0.0003 6 219 Up: ST -150 55 4.7 0.016 Rnd 17.0 6.6 21.8 Presize 43 26.7 0.438 ---Duct Name: SR -300, Supplies: Bath 3, Fitting: 2-I, Effective Length: 32.5 Runout 0.0003 4 195 Up: ST -380 55 3.1 0.022 Rnd 15.7 4.4 16.8 Presize 17 16.4 0.437 --Duct Name: SR -100, Supplies: Mudroom, Fitting: 2-I, Effective Length: 38.6 Runout 0.0003 8 292 Up: ST -170 55 6.2 0.019 Rnd 0.5 8.7 38.1 Presize 102 1 0.437 ---Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-1, Effective Length: 42.1 Runout 0.0003 7 273 Up: ST -190 55 5.4 0.020 Rnd 17.8 7.7 24.2 Presize 73 32.7 0.436 ---Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 44.7 Runout 0.0003 7 273 Up: ST -240 55 5.4 0.020 Rnd 20.5 7.7 24.2 Presize 73 37.6 0.436 ---Duct Name: SR -130, Supplies: Dining/Kitchen, Effective Length: 20.5 Runout 0.0003 7 273 Up: ST -200 55 5.4 0.020 Rnd 20.5 7.7 0.0 Presize 73 37.6 0.441 0.006 0.007 0.014 0.369 0.007 0.006 0.013 0.368 0.004 0.004 0.007 0.362 0.004 0.003 0.007 0.362 0.003 0.004 0.007 0.363 0.003 0.003 0.006 0.361 0.003 0.004 0.007 0.363 0.001 0.003 0.004 0.360 0.003 0.004 0.006 0.363 0.003 0.004 0.006 0.362 0.003 0.004 0.007 0.363 0.000 0.007 0.007 0.363 0.004 0.005 0.008 0.364 0.005, of 0.009 0.364 R;c4�e 0.004 0.000 0.004 0.359 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Paae 5 Manual D Ductsize Data Duct System i Supply (cont d) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duc' Upstream Temperature Width Loss/100 SPL.Fi' Shape Length Height Fit. Eq. Len SPL.To. Sizing CFM Area SP.Avail SPL.Cumu -Duct Name: SR -140, Supplies: Great Room, Fitting: 2-I, Effective Length: 48.6 Runout 0.0003 7 333 0.004 Up: ST -300 55 5.4 0.028 0.009 Rnd 15.5 7.7 33.1 0.014 Presize 89 28.4 0.431 0.369 -Duct Name: SR -150, Supplies: Great Room, Fitting: 2-1, Effective Length: 40.8 Runout 0.0003 7 333 0.004 Up: ST -350 55 5.4 0.028 0.007 Rnd 15.5 7.7 25.3 0.011 Presize 89 28.4 0.433 0.367 ---Duct Name: SR -160, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.8 Runout 0.0003 7 333 0.004 Up: ST -310 55 5.4 0.028 0.007 Rnd 15.5 7.7 25.3 0.011 Presize 89 28.4 0.433 0.367 ---Duct Name: SR -170, Supplies: Foyer, Fitting: 2-I, Effective Length: 34.4 Runout 0.0003 6 219 0.002 Up: ST -230 132 4.7 0.015 0.003 Rnd 13.3 6.6 21.0 0.005 Presize 43 20.9 0.440 0.360 -Duct Name: SR -180, Supplies: Study, Fitting: 2-I, Effective Length: 46.1 Runout 0.0003 6 245 0.005 Up: ST -270 55 4.7 0.020 0.004 Rnd 26.7 6.6 19.4 0.009 Presize 48 41.9 0.436 0.364 -Duct Name: SR -190, Supplies: Study, Fitting: 2-1, Effective Length: 51.1 Runout 0.0003 6 245 0.006 Up: ST -330 55 4.7 0.020 0.004 Rnd 31.7 6.6 19.4 0.010 Presize 48 49.7 0.435 0.365 -Duct Name: ST -340, Feeds Into: Basement, Effective Length: 1.8 Trunk 0.0003 12.9 43 0.000 Up: ST -370 55 14 0.000 0.000 Rect 1.8 10 0.0 0.000 Presize 42 7.3 0.444 0.356 -Duct Name: ST -330, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 466 0.000 Up: ST -270 55 14 0.027 0.000 Rect 1.2 10 0.0 0.000 Presize 453 4.7 0.445 0.355 -Duct Name: ST -320, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 292 0.000 Up: ST -330 55 20 0.010 0.000 Rect 1.2 10 0.0 0.000 Presize 405 5.8 0.445 0.355 -Duct Name: ST -310, Feeds Into: Basement, Effective Length: 4.3 Trunk 0.0003 15.2 148 0.000 Up: ST -210 55 20 0.003 0.000 Rect 4.3 10 0.0 0.000 Presize 206 21.7 0.445 0.355 --Duct Name: ST -300, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 15.2 252 0.000 Up: ST -320 55 20 0.008 0.000 Rect 0.5 10 0.0 0.000 Presize 350 2.5 0.445 0.355 --Duct Name: ST -290, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 120 0.000 Up: ST -310 55 14 0.002 0.000 Rect 1.7 10 0.0 0.000 Presize 117 6.7 0.445 0.355 -Duct Name: ST -270, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 361 0.000 Up: ST -230 55 20 0.014 0.000 Rect 1.2 10 0.0 0.000 Presize 501 5.8 0.445 0.355 --Duct Name: ST -260, Feeds Into: Basement, Effective Length: 2.7 Trunk 0.0003 16.9 252 O.We Up: ST -240 55 25 0.007 00 O { Rect 2.7 10 0.0 00 1ty Presize 437 15.6 0.444 56 -Duct Name: ST -250, Feeds Into: Basement, Effective Length: 1.7 (O.bb" Trunk 0.0003 15.2 217 Up: ST -190 55 20 0.006 00Rect 1.7 10 0.0 00Presize 302 8.3 0.444 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017,2:41 PM Rhvac- Resltlen[ial &'Light Commercial HVAC Loatls Elite Software. Development, Inc. Smith &Willis HVACtLC Remington Homes - Quail Ridge - 5265 Pierson Ct Type Upstream Shape - Duct Svstem 1 - Roughness Diameter Velocity Temperature Width Loss1100 Length Height Fit. Eq.Len ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 7.2 0.000 Trunk 0.0003 18.6 Up: ST -200 55 25 Rect 7.2 12 Presize 510 44.2 -Duct Name: ST -230, Feeds Into: Basement, Effective Length: 3.2 0.000 Trunk 0.0003 18.6 Up: ST -110 55 25 Rect 3.2 12 Presize 537 19.5 --Duct Name: ST -210, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 15.2 Up: ST -300 55 20 Rect 0.8 10 Presize 261 4.2 --Duct Name: ST -200, Feeds Into: Basement, Effective Length: 4.7 Up: ST -120 Trunk 0.0003 18.6 Up: ST -360 55 25 Fact 4.7 12 Presize 645 28.8 ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 Up: ST -260 55 25 Rect 1.2 10 Presize 375 6.8 --Duct Name: ST -180, Feeds Into: Basement, Effective Length: 3.3 245 0.006 0.0 0.444 258 0.006 0.0 0.445 SPL.Duct SPL.Fit SPL.Tot 0.000 0.000 0.000 0.356 0.000 0.000 0.000 0.355 188 0.000 0.005 0.000 0.0 0.000 0.445 0.355 310 0.009 0.0 0.445 216 0.005 0.0 0.444 0.000 0.000 0.000 0.355 0.000 0.000 0.000 0.356 Trunk 0.0003 15.2 199 0.000 Up: ST -380 55 20 0.005 0.000 Rect 3.3 10 0.0 0.000 Presize 276 16.7 0.444 0.356 -Duct Name: ST -170, Feeds Into: Basement, Effective Length: 0.7 0.000 Trunk 0.0003 15.2 Up: ST -180 55 20 Rect 0.7 10 Presize 258 3.3 -Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.3 0.000 Trunk 0.0003 15.2 Up: ST -150 55 20 Rect 1.3 10 Presize 113 6.7 -Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.3 0.000 Trunk 0.0003 15.2 Up: ST -170 55 20 Rect 0.3 10 Presize 156 1.7 -Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 55.7 186 0.000 0.004 0.000 0.0 0.000 0.444 0.356 81 0.000 0.001 0.000 0.0 0.000 0.444 0.356 112 0.000 0.002 0.000 0.0 0.000 0.444 0.356 Trunk 0.0003 22.4 444 0.000 Up: Fan 55 21 0.012 0.007 Rect 0.7 20 55.0 0.277 Presize 1,296 4.8 0.446 0.354 -Duct Name: ST -110, Feeds Into: Basement, Effective Length: 1.7 Trunk Trunk 0.0003 18.6 Up: SMT -100 55 25 Rect 1.7 12 Presize 580 10.3 -Duct Name: ST -120, Feeds Into: Basement, Effective Length: 3.2 Trunk 0.0003 Up: SMT -100 55 Rect 3.2 Presize 716 --Duct Name: SR -310, Supplies: Basement, Fitting: 2-I, Effective Length: 36.4 Runout 0.0003 Up: ST -290 132 Find 15.2 Presize 45 --Duct Name: ST -350, Feeds Into: Basement, Effective Length: 2.5 Trunk 0.0003 Up: ST -290 55 Rect 2.5 Presize 89 -Duct Name: SR -320, Supplies: Basement, Fitting: 2-I, Effective Length: 44.2 Runout 0.0003 Up: ST -120 132 Find 20.2 Presize 45 278 0.007 0.0 0.446 18.6 344 25 0.010 12 0.0 19.5 0.445 0.000 0.000 0.000 0.354 0.000 0.000 0.000 0.355 5 330 0.006 3.9 0.038 0.008 5.5 21.2 0.014 19.9 0.431 0.369 12.9 92 0.000 14 0.002 0.000 10 0.0 0. 10 0.445. 55 t fdy Of 5 330 0608 3.9 0.038 0.009 5.5 24.0 0.017 11A 26.4 0.429 0.371 Sn , M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5265 Pierson.Ct Littleton CO 80125 Page 7 Manual D Ductsize Data - Duct System 1 - Supply (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 SizingCFM Area SP Avail SPL.Cumul.' -Duct Name: ST -360, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 18.6 330 0.000 Up: ST -120 55 25 0.010 0.000 Rect 1.2 12 0.0 0.000 Presize 688 7.2 0.445 0.355 -Duct Name: SR -330, Supplies: Basement, Fitting: 2-I, Effective Length: 30.4 Runout 0.0003 5 330 0.005 Up: ST -160 132 3.9 0.038 0.007 Find 12.0 5.5 18.4 0.012 Presize 45 15.7 0.432 0.368 --Duct Name: ST -370, Feeds Into: Basement, Effective Length: 5.0 Trunk 0.0003 12.9 87 0.000 Up: ST -160 55 14 0.001 0.000 Rect 5.0 10 0.0 0.000 Presize 85 20 0.444 0.356 -Duct Name: SR -340, Supplies: WIC, Effective Length: 4.0 Runout 0.0003 4 115 0.000 Up: ST -250 132 3.1 0.008 0.000 Rnd 4.0 4.4 0.0 0.000 Presize 10 4.2 0.444 0.356 -Duct Name: ST -380, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 15.2 211 0.000 Up: ST -250 55 20 0.006 0.000 Rect 0.8 10 0.0 0.000 Presize 293 4.2 0.444 0.356 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. ffMihary Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,355 Main trunk airflow: 1,296 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 8 SR -100 Smallest trunk diameter: 12.9 ST -340 Smallest runout diameter: 4 SR -260 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.371 SR -320 Return loss added to supply: 0.077 Total effective length of return ( ft.): 244.2 Floor RA Total effective length of supply ( ft.): 103.0 SR -320 Overall total effective length ( ft.): 347.2 Floor RA to SR -320 Design overall friction rate per 100 ft.: 0.153 (Available SP x 100 / TEL) System duct surface area (No Scenario): 979.1 Total system duct surface area: 979.1 Vrn 3t:i! it M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017,2:41 PM D Rhvac - Residential & Light Commercial HVAC Loads ME - Elite Software Development,. Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Cl Littleton CO 80125 Page 8 Manual D Ductsize Data - Duct System 1 - Return Runout 0.0003 7 Up: RT -110 75 ---Duct Name, etc. Rnd 3.5 7.7 Presize 80 6.4 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape jk6 Length Height Fit. Eq.Len SPL Tot ,$izina,_. ' CFM Area SP.Avail __ - SPL.Cumul -Duct Name: Hall High, Returns From: Loft, Fitting: 6-F, Effective Length: 19.7 0.001 Runout 0.0003 7 Up: RT -110 75 5.4 Rnd 3.5 7.7 Presize 80 6.4 -Duct Name: Bed High, Returns From: Laundry, Fitting: 6-F, Effective Length: 19.7 0.004 Runout 0.0003 7 Up: RT -140 75 5.4 Rnd 3.5 7.7 Presize 80 6.4 -Duct Name: Bed High, Returns From: Laundry, Fitting: 6-F, Effective Length: 19.7 299 0.001 0.023 0.004 16.2 0.004 -0.014 0.004 299 0.001 0.023 0.004 16.2 0.004 -0.013 0.004 Runout 0.0003 7 Up: RT -150 75 5.4 Rnd 3.5 7.7 Presize 80 6.4 --Duct Name: Hall High, Returns From: Loft, Fitting: 6-F, Effective Length: 24.0 0.008 Runout 0.0003 7 Up: RT -120 75 5.4 Rnd 7.8 7.7 Presize 80 14.4 -Duct Name: Floor RA, Returns From: Mudroom, Fitting: 6-F, Effective Length: 52.0 Runout 0.0003 10 Up: RT -140 75 7.8 Rnd 23.8 10.9 Presize 266 62.4 -Duct Name: Floor RA, Returns From: Great Room, Fitting: 6-F, Effective Length: 50.6 Runout 0.0003 10 Up: RT -160 75 7.8 Rnd 22.5 10.9 Presize 266 58.9 -Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 37.1 _ Runout 0.0003 12.9 Up: RT -160 75 14 Rect 4.2 10 Presize 400 16.7 299 0.001 0.023 0.004 16.2 0.004 -0.014 0.004 299 0.002 0.023 0.004 16.2 0.005 -0.013 0.005 488 0.008 0.035 0.010 28.1 0.018 0.000 0.018 488 0.008 0.035 0.010 28.1 0.017 0.000 0.017 --Duct Name: RT -160, Feeds From: Basement, Effective Length: 2.0 0.001 Trunk 0.0003 18.6 Up: RT -110 75 25 Rect 2.0 12 Presize 689 12.3 -Duct Name: RT -150, Feeds From: Basement, Effective Length: 5.5 0.000 Trunk 0.0003 18.6 Up: RT -120 75 25 Rect 5.5 12 Presize 426 33.9 -Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.3 411 0.001 0.021 0.007 32.9 0.008 -0.010 0.008 331 0.000 0.009 0.000 0.0 0.000 -0.018 0.018 205 0.000 0.004 0.000 0.0 0.000 -0.018 0.077 Trunk 0.0003 12.9 356 0.000 Up: RT -150 75 14 0.016 0.000 Rect 1.3 10 0.0 0.000 Presize 346 5.3 -0.018 0.077 -Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-N, 5-12, Effective Length: 184.2 Trunk 0.0003 18.6 Up: Fan 75 25 Rect 0.7 12 Presize 1,355 4.4 --Duct Name: RT -110, Feeds From: Basement, Effective Length: 3.0 10 Trunk 0.0003 18.6 Up: RMT -100 75 25 Fact 3.0 12 Presize 849 18.5 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.2 Runout 0.0003 7 Trunk 0.0003 18.6 Up: RMT -100 75 25 Rect 1.2 12 Presize 506 7.2 -Duct Name: Ceiling RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 25.9 650 0.000 0.032 0.059 183.5 0.059 -0.018 0.077 408 0.000 0.014 0.000 0.0 0.000 -0.018 0.018 243 0.000 0.005 0.000 0.0 0.000 -0.018 0.077 Runout 0.0003 4 264 0.007 Up: RT -160 75 3.1 0.037 0. Rnd 18.2 4.4 7.7 10 01 Presize 23 19 -0.008 .010 `ty --Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 22.4 LR;a(e Runout 0.0003 7 299 O.QQ11 g� Up: RT -110 75 5.4 0.023 0 0' n Rnd 6.2 7.7 16.2 '0005 Presize 80 11.3 -0.013 0 05- _ _ Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct LittletonCO 60125 Page 9 Manua! D Ductsize Data - Duct System 1 - Return (cont'd ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Lossl100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Slziog CFM Area SP.Avail SPL.Cumuf 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. Number of active trunks: 6 Number of active runouts: 9 Total runout outlet airflow: 1,355 Main trunk airflow: 1,355 Largest trunk diameter: 18.6 RT -160 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.9 RT -140 Smallest runout diameter: 4 Ceiling RA Runout maximum cumulative static pressure loss: 0.018 Floor RA Return loss added to supply: 0.077 Total effective length of return ( ft.): 244.2 Floor RA System duct surface area (No Scenario): 283.5 Total system duct surface area: 283.5 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' "a, 0 \ M:\ ...\Remington Ho ... erson Cl.rhv Wednesday, April 12, 2017,2:41 PM y of Rhvac - Residential 8 Llght Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Wilgs HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct littleton CO 60125. Pae 10 Total Buildin Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 592.8 12,275 0 17,116 17,116 SHGC 0.3 Remington Door: Door-U=0.2 41.8 577 0 209 209 R11 Draped-6: Wall- 307.7 1,126 0 28 28 R11 Draped-8: Wall-Basement, Custom, R11 Draped 785.7 2,781 0 12 12 R11 Draped-4: Wall-Basement, Custom, R11 Draped 211.1 796 0 33 33 12F-Osw: Wall-Frame, R-21 insulation in 2 x 6 stud 2843.8 12,755 0 2,643 2,643 cavity, no board insulation, siding finish, wood studs 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 1800.8 2,486 0 1,765 1,765 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 21A-32: Floor-Basement, Concrete slab, any thickness, 2 1309 1,807 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P-30-c: Floor -Over open crawl space or garage, 491.4 1,167 0 155 155 Passive R-3.0-blanket insulation, carpet covering Subtotals for structure: 35,790 0 21,961 21,961 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 142, Summer CFM: 131 8,826 -3,197 2,238 -959 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.29 gal/day : 4,141 0 0 0 AED Excursion: 0 0 255 255 Total Building Load Totals. 48,757 -2,397 26,574 24,177 Total Building Supply CFM: 1,300 CFM Per Square ft.: 0.320 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,017 Volume (ft3) of Cond. Space: 35,163 (ding Loads. Total Heating Required Including Ventilation Air: 48,757 Btuh 48.757 MBH Total Sensible Gain: 26,574 Btuh 100 Total Latent Gain: -2,397 Btuh 0 Total Cooling Required Including Ventilation Air: 26,574 Btuh 2.21 Tons (Based On Sensible + Latent) Wffes 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. 9 M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Pae 11 _stem 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Descri tion Quart Loss Gain Gain Gain: Remington: Glazing-Remington Windows, u-value 0.3, 592.8 12,275 0 17,116 17,116 SHGC 0.3 Remington Door: Door-U=0.2 41.8 577 0 209 209 R11 Draped-6: Wall- 307.7 1,126 0 28 28 R11 Draped-8: Wall-Basement, Custom, R11 Draped 785.7 2,781 0 12 12 R11 Draped-4: Wall-Basement, Custom, R11 Draped 211.1 796 0 33 33 12F-Osw: Wall-Frame, R-21 insulation in 2 x 6 stud 2843.8 12,755 0 2,643 2,643 cavity, no board insulation, siding finish, wood studs 168.50: Roof/Ceiling-Under Attic with Insulation on Attic 1800.8 2,486 0 1,765 1,765 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 21A-32: Floor-Basement, Concrete slab, any thickness, 2 1309 1,807 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P-30-c: Floor -Over open crawl space or garage, 491.4 1,187 0 155 155 Passive, R-30 blanket insulation, carpet covering . Subtotals for structure: 35,790 0 21,961 21,961 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 142, Summer CFM: 131 8,826 -3,197 2,238 -959 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.29 gal/day : 4,141 0 0 0 AED Excursion: 0 0 255 255 System 1 Whole House System Load Totals: 48,757 -2,397 26,574 24,177 NNENRU-res Supply CFM: 1,300 CFM Per Square ft.: 0.320 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,017 Volume (ft3) of Cond. Space: 35,163 'oads _ Total Heating Required Including Ventilation Air: 48,757 Btuh 48.757 MBH Total Sensible Gain: 26,574 Btuh 100 Total Latent Gain: -2,397 Btuh 0 Total Cooling Required Including Ventilation Air: 26,574 Btuh 2.21 Tons (Based On Sensible + Latent) tes 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. M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM CAIN Q{ area V dge ��;Sn11 r,L�;ld1n9 Smith & Willis HVAC LLC Remington Homes - Quail Ridge- 5265 Pierson Ct Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""C CN PV'4221 AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE Clty of t pi(ige Uilding M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017,2:41 PM Rhvae - Resldeollal & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes- Quail Ridge - 5265 Pierson q Littleton CO 80125 Pae 13 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,133.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,134.0 sq.ft. Supply Air: 136 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 0.9 AC/hr Volume: 9,261.0 tuft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 5 CFM Actual Summer Infil.: 4 CFM Iterh Area U. Htg Sen Cig Lat Sen• Description Quantity Value MTM Loss HTM Gain Gain W -Wall-R11 Draped-6 16 X 8.2 110.7 0.051 3.7 407 0.1 0 11 N -Wall-Rl l Draped-B 5 X 8.2 40.8 0.051 3.5 145 0.0 0 1 W -Wall-R11 Draped-8 17.5 X 8.2 143 0.051 3.5 506 0.0 0 2 N -Wall-R11 Draped-81.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 W -Wall-R11 Draped-81.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 N -Wall-R11 Draped-614 X 8.2 94.4 0.051 3.6 344 0.1 0 8 E -Wali-Rt t Draped-8 1.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 N -Wall-R11 Draped-8 9.2 X 8.2 74.9 0.051 3.5 265 0.0 0 1 S -Wall-R11 Draped-8 2 X 8.2 16.3 0.051 3.5 58 0.0 0 0 E -Wall-R11 Draped-8 15.3 X 8.2 125.2 0.051 3.5 444 0.0 0 2 S -Wall-R11 Draped-8 1 X 8.2 8.2 0.051 3.5 29 0.0 0 0 E -Wall-R11 Draped-8 5.5 X 8.2 44.9 0.051 3.5 159 0.0 0 1 S -Wall-R11 Draped-8 4.5 X 8.2 36.8 0.051 3.5 130 0.0 0 1 E -Wall-Rl1 Draped-8 9.5 X 8.2 77.6 0.051 3.5 275 0.0 0 1 S -Wall-R11 Draped-8 14.2 X 8.2 115.8 0.051 3.5 410 0.0 0 2 W -Wall-R11 Draped-615 X 8.2 102.6 0.051 3.7 375 0.1 0 9 S -Wall-R11 Draped-8 8 X 8.2 65.4 0.051 3.5 231 0.0 0 1 W -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 34.0 0 680 N -GIs-Remington shgc-0.3 1 00%S 20 0.300 20.7 414 11.5 0 230 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 Floor-21A-32 1 X 1133.9 ...... .... 1133.9 0.020 1.4 1,565 0.0 _ 0 0 Subtotals for Structure: 6,714 0 1,630 Infil.: Win.: 4.5, Sum.: 4.2 115 2.461 283 0.626 -103 72 AED Excursion: 16 Room Totals: 6,997 -103 1,718 C, M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential& Light Commercial HVAC LoadsElite Software Development, Inc.' Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Pae 14 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 175.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 175.0 sq.ft. Supply Air: 23 CFM Ceiling Height: 5.2 H. Supply Air Changes: 1.5 AC/hr Volume: 904.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 23 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 259 ft./min. Percent of Supply: 0 Runout Air Velocity: 259 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.057 in.wg./100 ft. Actual Summer Infil.: 2 CFM Yea' .. U Htg Sen Clg Lat Quantity Value, HTML_ _.Loss_ HTM _ Gain N -Wall-Rt t Draped -411.3 X 5.2 58.6 0.051 3.8 221 0.2 0 9 E -Wall-R11 Draped -4 12 X 5.2 62 0.051 3.8 234 0.2 0 10 S -Wall-R11 Draped -4 5 X 5.2 25.9 0.051 3.8 98 0.2 0 4 E -Wall-R11 Draped -4 6.2 X 5.2 31.9 0.051 3.8 120 0.2 0 5 S -Wall-R71 Draped -4 6.3 X 5.2 32.7 0.051 3.8 123 0.2 0 5 Floor -21A-32 1 X 175.1 175.1 0.020 1.4 242 0.0 0 0 Subtotals for Structure: 1,038 0 33 Infil.: Win.: 1.9, Sum.: 1.8 49 2.472 120 0.618 -43 30 AED Excursion: 1 Room Totals: 1,158 -43 64 y M:\...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential &Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development,Inc. Remington: Homes - Quail Ridge - 5265 Pierson Ci Littleton CO 80125 Pae 15 Detailed Room Loads - Room 3 - Study LAverage Load Procedure) G�netal I Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 142.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 142.0 sq.ft. Supply Air: 96 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,444.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area U- Htg Sen GIg Lat Sen' Description 011nntitv Value HTM Loss HTM Gain Gain' N -Wall-12F-Osw 11.8 X 10.2 120.3 0.065 4.5 540 0.9 0 112 E -Wall-12F-Osw 12 X 10.2 77 0.065 4.5 346 0.9 0 72 S -Wall-12F-Osw 5 X 10.2 50.8 0.065 4.5 228 0.9 0 47 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington.shgc-0.3 0_/.S 15 0.300 20.7 311 34.0 0 510 Subtotals for Structure: 2,047 0 1,761 Infil.: Win.: 11.6, Sum.: 10.7 293 2.462 722 0.624 -262 183 AED Excursion: 19 Room Totals: 2,769 -262 1,963 v� M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM �;�ty 01 heat Ftid�le ;,lding n, 1110 Rhvac- Residential & Lfgtit Commercial HVAC Loads Elite Software DeVelopmeht,.Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 60125 _ Pae 16 Detailed Room Loads - Room 4 - Pwdr (Average Load Procedure) [General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 0 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.0 AC/hr Volume: 336.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 0 Actual Winter Vent.: 0 CFM Runout Air: 0 CFM Percent of Supply.: 0 Runout Duct Size: 0 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 0 Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg' Lat Sen NA01lpa_. ,__-_-,__ ,., I'llQuantity Value HTM Loss HTM _ Gain Gain' Subtotals for Structure: 0 0 0 Infil.: Win. 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 0 0 0 Wr M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM :ity of 3t Ridge Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Page 17 Detailed Room Loads - Room 5 - Mudroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 155.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 156.0 sq.ft. Supply Air: 102 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.9 AC/hr Volume: 1,583.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 16 CFM Actual Summer Infil.: 14 CFM ri Area U- Htg Sen Clg Lat Sem Descri tion. QuantityValue HTM Loss HTM Gain Gain W -Wall-12F-Osw 15 X 10.2 110.6 0.065 4.5 496 0.9 0 103 E -Wall-12F-Osw 9.5 X 10.2 78.8 0.065 4.5 353 0.9 0 73 S -Wall-12F-Osw 14.2 X 10.2 144.1 0.065 4.5 646 0.9 0 134 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 W -GIs-Remington shgc-0.3 0 % S 12 0.300 20.7 248 34.0 0 408 W -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc 0 3 0./. S 12 0.300 20.7 248 34.0 0 408 Subtotals for Structure: 2,610 0 1,827 Infil.: Win.: 15.5, Sum.: 14.3 393 2.464 969 0.626 -351 246 AED Excursion:20 ......... ............................. Room Totals: 3,579 -351 2,093 Whea ulldini � is ' M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM of Rkice C?IV1SC�`�,/R Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Pae 18 Detailed Room Loads - Room 6 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 491.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 491.0 sq.ft. Supply Air: 218 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.6 AC/hr Volume: 4,994.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 22 CFM Actual Summer Infil.: 21 CFM tferrl Area U- Htg Sen CIg Lal Sen Description Quantic Value HTM loss HTM Gain Gain E -Wall-12F-Osw 16 X 10.2 108.7 0.065 4.5 488 0.9 0 101 N -Wall-12F-Osw 8 X 10.2 63.4 0.065 4.5 284 0.9 0 59 N -Wall-12F-Osw 4.5 X 10.2 45.8 0.065 4.5 205 0.9 0 43 W -Wall-12F-Osw 5.5 X 10.2 55.9 0.065 4.5 251 0.9 0 52 N -Wall-12F-Osw 1 X 10.2 10.2 0.065 4.5 46 0.9 0 9 W -Wall- 1 2F-Osw 15.3 X 10.2 155.9 0.065 4.5 699 0.9 0 145 S -Wall-12F-Osw 5 X 10.2 30.8 0.065 4.5 138 0.9 0 29 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 N -GIs-Remington shgc-0.3 1 00 % S 18 0.300 20.7 373 11.5 0 207 S -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 18.0 0 361 UP-Ceil-16B-50 16 X 1 16 0.020 1.4 22 1.0 0 16 Subtotals for Structure: 4,039 0 2,858 Infil.: Win.: 22.2, Sum.: 20.5 563 2.463 1,386 0.626 -502 352 AED Excursion: 43 Equipment: 0 1,200 Room Totals: 5,425 -502 4,453 al. M:\ ...\Remington He ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM 000* City Qf 'heat Ridge ilding Divi,,,, Rhvac- Residential & light Commercial MVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Pae 19 Detailed Room Loads - Room 7 - Great Room (Average Load Procedure General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 315.6 ft. System Number: 1 Room Width: 1.0 it. Zone Number: 1 Area: 316.0 sq.ft. Supply Air: 266 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 5.0 AC/hr Volume: 3,208.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 27 CFM Actual Summer Infil.: 25 CFM Area U Hfg Sen Cig Lait eh Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 17.5 X 18.2 209.4 0.065 4.5 939 0.9 0 195 N -Wall-12F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 W -Wall- 1 2F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 N -Wall-12F-Osw 14 X 18.2 241.5 0.065 4.5 1,083 0.9 0 224 E -Wall-12F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 N -Wall-12F-Osw 1.3 X 18.2 24.3 0.065 4.5 109 0.9 0 23 W -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 N -GIs-Remington shgc-0.3 100%S 6 0.300 20.7 124 11.5 0 69 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 11.5 0 46 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 11.5 0 46 UP-Ceil-16B-50 315.6 X 1 315.6 0.020 1.4 436 1.0 0 309 Subtotals for Structure: 5,502 0 4,727 Infil.: Win.: 26.9, Sum.: 24.8 681 2.465 1,679 0.625 -608 426 AED Excursion: 52 People: 200 lat/per, 230 sen/per: _ _ 1 _ _ _ _ 200 230 Room Totals: 7,181 -408 5,435 t M:\ ...\Remington He ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac -'Residential l, Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 60725 Page 20 Detailed Room Loads - Room 8 - Foyer (Average Load Procedure) General Calculation Mode: Htg. 8 clg. Occurrences: 1 Room Length: 171.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 171.0 sq.ft. Supply Air: 43 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 1,743.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item" Area U- Ht'g' Sen Clg Lat Sen` De cti ion Quantityain: Value HTM Loss HTM Gain G N -Wall-12F-Osw 7.3 X 10.2 49.5 0.065 4.5 222 0.9 0 46 E -Wall-1217-0sw 6.2 X 10.2 38.7 0.065 4.5 174 0.9 0 36 S -Wall-12F-Osw 8.3 X 10.2 84.7 0.065 4.5 380 0.9 0 79 E -Door-Remington Door 3 X 8 24 0.200 13.8 331 5.0 0 120 N -GIs-Remington shgc-0.3 100%S 25 0.300 20.7 518 11.5 0 287 UP-Ceil-166-50 23.2 X 1 -111--. .. _....... . ...... 23.2 0.020 _ 1.4 32 1.0 0 23 Subtotals for Structure: 1,657 0 591 Infil.: Win.: 8.8, Sum.: 8.1 222 2.464 547 0.626 -198 139 AED Excursion: 7 Room Totals: 2,204 -198 737 M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM City of i r thea Rid �� Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC �' Remington Homes •Quell Ridge - 5265 Pierson CI Littleton CO 80125 Pa e21 Detailed Room Loads - Room 9 --Bedroom 3 (Average Load Procedure General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 176.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.tt. Supply Air: 87 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,430.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area U. Htg Sen Clg Let en„ Desai tion Quantic Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 12.5 X 8.1 79.8 0.065 4.5 358 0.9 0 74 S -Wall-12F-Osw 14.2 X 8.1 99.5 0.065 4.5 446 0.9 0 92 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 6.2 0.300 20.7 129 34.1 0 213 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-16B-50 176.9 X 1 176.9 0.020 1.4 244 1.0 0 173 Floor -20P-30 1 X 176.9 -.. - 176.9 0.035 2.4 427 0.3 0 56 Subtotals for Structure: 2,226 0 1,388 Infil.: Win.: 8.5, Sum.: 7.9 215 2.464 531 0.626 -192 135 AED Excursion: 17 People: 200lat/per,_230sen/per: 1 _.._ _ 200 230 Room Totals: 2,757 8 1,770 W But 1 M:\ ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017,2:41 PM City Uf eat Ridgee, ding Diwsor, Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton C0 80125 Page 22 Detailed Room Loads - Room 10 - Bath 3 (Average Load Procedure General" Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 73.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.8 AC/hr Volume: 590.0 tuft. Req. Vent. CIg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM tem Area U• Htg Sen Clg ILet Sett D,escri tion Quandt Value HTM Loss HTM Gain Gain E -Wall-12F Osw 6.2 X 8.1 45.9 0.065 4.5 206 0.9 0 43 S -Wall-12F-Osw 3.5 X 8.1 28.3 0.065 4.5 127 0.9 0 26 E -GIs-Remington shgc-0.3 0 % S 4 0.300 20.7 83 34.0 0 136 UP-Ceil-16B-50 73 X 1 73 0.020 1.4 101 1.0 0 72 Floor -20P-30 1 X 73 73 0.035 2.4 176 0.3 0 23 Subtotals for Structure: 693 0 300 Infil.: Win.: 3.1, Sum.: 2.8 78 2.470 193 0.627 -70 49 AED Excursion: 3 Room Totals: 886 -70 352 Wr M:\ ...\Remington He ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM `a3. City of mat Ridge lin, 7 Davi-,oi. ` Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAG LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Page 23 Detailed Room Loads - Room 11 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 128.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 128.0 sq.ft. Supply Air: 42 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.4 AC/hr Volume: 1,035.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 6 CFM Actual Summer Infil.: 6 CFM I a Area U- Htg Sen Clg Lat Sen pest tion Quanta Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 9.2 X 8.1 66.1 0.065 4.5 296 0.9 0 61 S -Wall-12F-Osw 10.5 X 8.1 72.8 0.065 4.5 327 0.9 0 68 W -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 34.0 0 272 S -GIs-Remington shgc-0.3 0 % S 12 0.300 20.7 248 18.0 0 216 UP-Ceil-16B-50 128.1 X 1 128.1 0.020 1.4 177 1.0 0 125 Subtotals for Structure: 1,214 0 742 Infil.: Win.: 6.3, Sum.: 5.8 159 2.466 392 0.623 -142 99 AEO Excursion: 8 Room Totals: 1,606 -142 849 �T vaeat '3uildielc M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Ricic;e Rhvac - Residential & Light Commercial HVAC Loads WIN Elite Software Development, Inc. Smith & Willis HVAC LLC W Remington Homes - Quail Ridge - 5265 Pierson Ct Uttleton CO 80125 Page 24 Detailed Room Loads - Room 12 - WC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 3.3 ft. Zone Number: 1 Area: 19.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 6.7 AC/hr Volume: 157.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM e'H an INf _10M r _..:: W -Wall-12F-Osw 5.8 X 8.1 39.1 0.065 4.5 175 0.9 0 36 W -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-16B-50 19.4 X 1 19.4 0.020 1.4 27 1.0 0 19 Subtotals for Structure: 368 0 327 Infil.: Win.: 1.9, Sum.: 1.7 47 2.463 116 0.616 -42 29 Room Totals: 484 -42 359 City Ut Wl�e-,jt Ridge ing MA ...\Remington He ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC w Remington Homes - Quail Ridge- 5265 Pierson Ct Littleton CO 80125 Page 25. Detailed Room Loads - Room 13 - WIC (Average Load Procedure General -- Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 112.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 112.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.7 AC/hr Volume: 908.0 cuff. Req. Vent. CIg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quant! Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 5.8 X 8.1 47.1 0.065 4.5 211 0.9 0 44 UP-Ceil-168-50 112.3 X 1 112.3 0.020 1.4 155 1.0 0 110 Floor -20P-30 1 X 22.3 _._ ..... 22.3 0.035 2.4 _ 54 0.3 _ 0 7 Subtotals for Structure: 420 0 161 Infil.: Win.: 1.9, Sum.: 1.7 47 2.463 116 0.616 -42 29 AED Excursion:2 ............ . ............... Room Totals: 536 -42 192 C" Whe guild 1 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &WHVAC LLC Willis Remington Homes - Quail Ridge - 5265 Pierson Ct tittieton CO 80125 Pae 26 Detailed Room Loads - Room 14 - Mstr Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 294.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 295.0 sq.ft. Supply Air: 124 CFM Ceiling Height: 8.1 it. Supply Air Changes: 3.1 AC/hr Volume: 2,381.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area U- Htg Sen Clg Lat S, Description Quantity Value HTM Loss HTM Gain Gai W -Wall-12F-Osw 16 X 8.1 84.3 0.065 4.5 378 0.9 0 78 N -Wali-12F-Osw 4 X 8.1 32.3 0.065 4.5 145 0.9 0 30 S -Wall-12F-Osw 7 X 8.1 46.6 0.065 4.5 209 0.9 0 43 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 S -GIs-Remington shgc-0.3 0 % S 10 0.300 20.7 207 18.0 0 180 UP-Ceil- 1 6B-50 294.5 X 1 294.5 0.020 1.4 406 1.0 . _ 0 _ ...... . 289 Subtotals for Structure: 2,278 0 2,150 Infil.: Win.: 8.6, Sum.: 7.9 218 2.461 537 0.623 -195 136 AED Excursion: 24 People: 2001aUper,..230 sen/per... 1 200 230... Roam Totals: 2,815 5 2,540 is it r M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential & Light Commercial' HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Gtdelon CO §0125 Pace 27 Detailed Room Loads - Room 15 - Bedroom 2 (Average Load Procedure) Gene aC,:... Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 176.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.ft. Supply Air: 85 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,429.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area =U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -W all-12F-Osw 7 X 8.1 56.6 0.065 4.5 254 0.9 0 53 E -Wall-12F-Osw 12.3 X 8.1 69.6 0.065 4.5 312 0.9 0 65 S -Wall-12F-Osw 2.5 X 8.1 20.2 0.065 4.5 91 0.9 0 19 E -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-1166-50 176.8 X 1 176.8 0.020 1.4 244 1.0 0 173 Fioor-20P-301 X 172.6 ..... _ _ 172.6 0.035 _ 2.4 417 0.3 0 54 Subtotals for Structure: 1,939 0 1,384 Infil.: Win.: 7.0, Sum.: 6.4 176 2.466 435 0.624 -157 110 AED Excursion: 17 Peopie:.2001at/per,.230 sen/per: 1 . 200 230 Room Totals: 2,374 43 1,741 tty I M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM A Rhvac - Residenllal &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson C Littleton CO 80125 Page 28 Detailed Room Loads - Room 16 - Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.8 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.4 AC/hr Volume: 475.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 3 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 33 ft./min. Percent of Supply: 0 Runout Air Velocity: 33 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.001 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U Htg Sen CIg Lat Sen iDescri tion Quanti Value HTM Loss HTM Gain Gain UP-Ceil-16B-50 58.8 X 1 58.8 0.020 1.4 81 1.0 0 58 Subtotals for Structure: 81 0 58 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 1 Room Totals: 81 0 59 C1 Whe: M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM 1 Ot t Ridge RhVac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. .Smith & Willis HVAC LLC W Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Page 29 Detailed Room Loads - Room 17 - Loft Average Load Procedure neral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 406.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 406.0 sq.ft. Supply Air: 110 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 3,285.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winterinfil.: 13 CFM Actual Summer Infil.: 12 CFM Area -U• Htg Sen Clg Lat Sen BInR`" eft1c6ption Ouantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 19.2 X 8.1 137.4 0.065 4.5 616 0.9 0 128 E -Wall-12F-Osw 12 X 8.1 67 0.065 4.5 300 0.9 0 62 S -Wall- 1 2F-0sw 3.5 X 8.1 28.3 0.065 4.5 127 0.9 0 26 E -W all-12F-Osw 5.5 X 8.1 40.4 0.065 4.5 181 0.9 0 38 N -GIs-Remington shgc-0.3 1 00%S 17.5 0.300 20.7 362 11.5 0 201 E -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 34.0 0 1,020 E -GIs-Remington shgc-0.3 0 % S 4 0.300 20.7 83 34.0 0 136 UP-Ceil-16B-50 406.4 X 1 406.4 0.020 1.4 561 1.0 0 398 Floor -20P-30 1 X 8.2 8.2 0.035 2.4 20 0.3 0 3 Floor -20P-30 1 X 38.3 38.3 0.035 2.4 93 0.3 0 12 Subtotals for Structure: 2,964 0 2,024 Infil.: Win.: 12.8, Sum.: 11.8 325 2.465 800 0.625 -290 203 AED Excursion: ...... _ 22 Room Totals: 3,764 -290 2,249 WE MA ...\Remington Ho ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac • Residential&light Commercial HVAC Loads - Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes -Quail Ridge - 5285 Pierson Ct Littleton CO 80125 Pace 30 S stem 1 Room Load Summary Htg Min Run Run Clg ClgMin Act Room Area Sens Htg Duct Duct Sens Let Clg Sys Na Name SF etuh; CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Basement 1,134 6,997 136 5,5,5 - 1,718 -103 95 136 2 Crawl Space 175 1,158 23 11-4 259 64 -43 4 23 3 Study 142 2,769 54 6,6 - 1,963 -262 109 96 4 Pwdr 33 0 0 10-0 0 0 0 0 0 5 Mudroom 156 3,579 70 8 - 2,093 -351 116 102 6 Dining/Kitchen 491 5,425 106 7,7,7 4,453 -502 246 218 7 Great Room 316 7,181 140 7,7,7 5,435 -408 301 266 8 Foyer 171 2,204 43 6 737 -198 41 43 9 Bedroom 3 177 2,757 54 6,6 1,770 8 98 87 10 Bath 3 73 886 17 4 352 -70 19 17 11 Mstr Bath 128 1,606 31 6 849 -142 47 42 12 WC 19 484 9 4 359 -42 20 18 13 WIC 112 536 10 4 192 -42 11 10 14 Mstr Bedroom 295 2,815 55 7,7 2,540 5 141 124 15 Bedroom 2 177 2,374 46 6,6 1,741 43 96 85 16 Laundry 59 81 2 1-4 33 59 0 3 3 17 Lott 406 3,764 73 6,6 _._ 2,249 -290 _ 124 _. 110 Humidification 4,141 System 1 total 4,064 48,757 870_ 26,574 -2,397 1,471 ._ 1,300 System 1 Main Trunk Size: 21x20 in. Velocity: 444 tt./min Loss per 100 ft.: 0.012 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. "Coolinq, System Summary IF -Cooling Sensible/Latent Sensible Latent Totei Tons Slit Btuh Btuh Btuh Net Required: 2.21 110%/-10% 26,574 -2,397 26,574 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data. Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036""C Indoor Model: CNPV'4221AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 VV 1ilry/n.9 i M:\...\Remington Ho... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5265 Pierson Ct Littleton CO 80125 Pae 31 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 East Individual Rooms 0' 45° 90° 135' 1801 225' 270' 315' 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 Basement '136 136 136 136 136 136 136 136 5,5,5 2 Crawl Space 23 23 23 23 23 23 23 23 1--4 3 Study '96 91 77 90 95 77 57 78 6,6 4 Pwdr 0 0 0 0 0 0 0 0 0--0 5 Mudroom 102 87 71 87 101 96 86 97 8 6 Dining/Kitchen 218 241 '269 239 215 222 242 224 7,7,7 7 Great Room 266 235 203 237 268 262 243 261 7,7,7 8 Foyer 43 55 81 61 44 60 80 54 6 9 Bedroom 3 87 95 '104 91 81 84 93 89 6,6 10 Bath 3 17 17 18 17 17 17 17 17 4 11 Mstr Bath 42 47 54 44 37 45 `56 49 6 12 WC 18 15 11 14 17 16 14 16 4 13 WIC 10 10 12 10 10 10 12 10 4 14 Mstr Bedroom 124 115 105 111 120 121 121 125 7,7 15 Bedroom 2 85 83 78 82 84 73 65 74 6,6 16 Laundry 3 3 4 3 3 3 4 3 1--4 17 Loft 110 120 `131 124 115 113 114 110 6,6 Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East '1,300 '26,574 `-2,397 `2.21 45o Southeast 1,300 24,852 -2,397 2.07 90' South 1,300 20,655 -2,397 1.72 135' Southwest 1,300 25,041 -2,397 2.09 180' West 1,300 26,566 -2,397 2.21 225' Northwest 1,300 25,367 -2,397 2.11 270' North 1,300 21,078 -2,397 1.76 315' Northeast 1,300 26,413 -2,397 2.20 Indicates highest value of all rotations. Building Rotation Tonnage 2.3....................................................................................................................................... 2.2 ........................................................................ w2.1 ........................................................... ................................ ............................ ............ t°- _Q� cS2.0 ............................ ......................... 1.9 ..................._......................................................................... ..................... 1.8..................................... ....... ............................................................. ................. 1.7_�- East Southeast South Southwest West Northwest North Northeast Direction Front door Faces - Buildinq Net Tonnaqe Wh E 9U,IIdi MA ...\Remington He ... arson Ct.rhv Wednesday, April 12, 2017, 2:41 PM tv of t Ridge g Di'rison ac • nasmanuaa a � g n wu��uo..,a� nvny woos cw,...a,o vovcwyn,m n, mc. Smith & Willis HVAC LLC Remington Homes - Ouail Ridge - 5265 Pierson Ct LiWeton CO 60125 M Page 32 i 31,000 30,000 18,000 17,000 Building Rotation Hourly Net Gain 4,uuu_ Bam 9 a 10 am 11 am 12 pm fpm 2pm 3 P 4 p 5 p 6 p 7 p Time of Day ity of Wh at Ridge --4— Fmnt door faces East ---�—� Font door faces Southeast —� Front door faces South - 6 Front door faces Southwest �— Front doorfacas West ---A— Front door faces Northwest W—f-- Front door faces North ---4— Front door faces Northeast M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, April 12, 2017, 2:41 PM August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 13, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 m•• t N C O K P O R A 7 E D HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. 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 7 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. City Wheat Ridge wilding Diviso 1971 West 12th 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 swelled 1.6 percent when wetted. Based upon results of la- boratory 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 evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations 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 investi- gation 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 0.9 inch at the 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 sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. 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. 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 13, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 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- 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 Investigation from which this summary i taken. U CTL I THOMPSON, INS,-,.Lj` G city of Wheat Ridge Ciuilding REMINGTON HOMES QUAIL RIDGE ESTATES LOT 13, BLOCK 1 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 Engineers' (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 Surchar e 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: The 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. city 01 "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Color owwm! R idge tion of Geotechnical Engineers, December 1996. wison REMINGTON HOMES Exhlbit,A4, QUAIL RIDGE ESTATES CTL I 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 I 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 Wheat Ridge .. IlAinQ 00Son, REMINGTON HOMES Exhl QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B 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\R1\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 ExNbit B-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 Manual S Remington Homes -Quail Ridge 5265 Pierson Ct. NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) 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 dud. 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 supplymain trunk include anydevice pressure losses entered, and the cumulative mayalso include the total static pressure loss of the return side. Summar Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow. 1,355 Main trunk airflow: 1,296 Largest trunk diameter: Largest ranoutdiameter: Smallest trunkdiameter. Smallest runout diameter: 22.4 8 12.9 4 SMT -100 SR -100 ST -340 SR -260 Su pply fa nextern al static pressure: 0,800 Supplyfan device pressure losses: 0.270 Supplyfan static pressure available. 0..530 Runout maximum cumulative static pressure loss: 0.371 SR -320 Return loss added to supply. 0077 Total effective length of return ( ft.j: 2442 Floor RA Total effective length of supply ( ft.): 1010 SR -320 Overall total effective length ( ft): 347.2 Floor RA to SR -320 Design overall friction rate per 100 ft.: 0.153 (Available,SP x 100 TEL) System duct surface area (No Scenario): 979.1 Total system duct surface area: 979.1 City of Wheat Ridge Divison Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Ret•jrn Air Connection 040.10 040-12 060-12 0 080-1 080-20- 1 10046 100-20 120-20 Input 1HIgh Heat (6TUH) 40,000 40.000 60,000 60,000 80,000 80,000 100,000 100,000 120,000 Outpul 11 High Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 75,000 E 93,000 93,000 112,000 Certified Temperature Rise Range 'F ('C) High Heat 40-70 (22 - 39) 35 - 65 (19 - 36) 40 - 70 (22 - 39) 35 - 65 (19 - 36) 35 - 65 (19 - 36) 35 - 65 (19 - 36) 40 - 0 (22 - 39) 40 - 70 (22 - 39) 45 -75 (25-42) Fan Performance AIR DELIVERY - CFtiI (BOTTOM RETURN NYITH FILTER) Furnace Ret•jrn Air Connection Wire Lead Color Cooling Tons CFM' Ton Test Airflow Delivery @ Various External S 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 ssures 0.9 1 040.10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 5 680 015 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellowy 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 D60-12 SIDE/BOTTOM Black 3-0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2.5 370 980 985 980 955 925 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Reel 1 1.5 430 750 730 705 680 645 6D5 555 D40-12 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 990 930 855 790 790 Orange 2.5 366 1050 1025 965 950 915 870 820 760 705 655 Blue 20 4351 980 9551 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 14751 1505 1445 1400 13301 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885' Red 1 2.5 394 1030 1025 1030 1010 985 940 905 855 805 735 08D-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1455 1425 1345 12 5 - 1765 Yellow 3.5 381 1 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 30 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2-5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2-0 380 850 825 805 785 760 725 6951 655 600 545 BOTTOM 4 TWO -SIDES 4, 5 Black 5.0 377 2225 2160 2070 1980 1885 1790 169C 1575 1460 1345 DBE32© Yellow 4.0 386 1690 1665 1640 1595 1545 1485 141 1330 1235 1135 Orange 3-5 397 1485 1470 1455 1430 1390 1340 128 1205 1120 1035 Blue 2-5 426 1120 1110 1100 1090 1065 1035 W 935 870 805 Red 2.0 433 PW4b 920 M 890 865 8311 79C 745 690 625 10016 SIDE/BOTTOM Black 4-0 373 1715 1660 1610 1555 1490 1420 1340 _ b 11-3 1055 Yellow 3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 10'0 910 Bkte 3.6 367 1300 1255 1205 1160 1100 1035 970 0-05 810 730 Red 1 2.0 445 1110 1055 10% 935' 890 835 770 690 610 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 155D 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO-SIDES4 5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1 1845 1740 1630 1525 1420 1305 Blue 4.0 416 1875 1840 1795 IT351 16551 1560 1495 1410 1310 1205 Red 1 3-5 414 1610 1585 1555 15151 14501 1395 1325 1250 NOTE- i . A filter is required for each return -air inlet- Airflow performance includes a 3/4 -in. (19 mm) washable finer media such as captained in a factory -author- ized accessory filter rack. See accessory Out. To determine airflow, performance without this filter, assume an additional 0.1 in. W C. available external static pressure - 2. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION.. 3. Shaded areas indicate that this airtlow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, tyro -side return, or bottom and aide retum. A minimum filter cce of 20° x 25" (509 x 635 rrvm) ie required. 5. For upflow applications, air enteringfrom one aide into both the aide of the furnace and a return air bate counts as a aide and bottom return. 6. All airflows that are shown in BOLD exceed 0.59 watts per CFM at the given external static pressure. City of Wheat Rj( c.. Evaporator Coil Static Pressure PERFORMANCE DAT.- (cont) COIL STATIC PRESSURE DROP (in Nve.) PURONO AND R-22 REFRIGEP--kNTS UNIT Standard CFM SIZE 400 500 600 700 800 400 1000 11100 1 7200 1 1300 11 1400 11500 1 IWO 1 1700 1 1800 1 1900 12000 1 2100 1 2200 Dry 1814 0.078 00.114 10-156 10.196 10.253 1 1 1 1 1 i I've I 0.096 0.138 1018310.213 10.277 Dry 2414 0.070 10.103 0.143 1 0.182 0.23310.290 10354 1 --F--T I I I Wet 0.089 10.128 10.171 10.214 10.269 10 336 10-41,2T- I I I I I I Dry 2417 0.048 10.068 1 O0.09090 I 0.112. 10.140 lb 170 10.203..1 I I Wet 0.064 0M1 J0A22 10.150 10.188 10224 1 0.263 1 Dry, 3014 0.065 10.0970-1-35 0.173 10.223 10278 1 0-539�0405 10.478 1 I Net 0.078 10.114 10.160 10.206 10.260 10.321 10.389 1 0.4&1 10.540 1 1 Dry 3017 0.042 10.060 1 0.080 10.102 10.128 10-157 10199 1 0.222 0.259 I Wet 0.055 10.076 10.104 10.127 10.158 10,190 1 0.225 10,266 10.309 1 1 1 1 1 Dry 3617 0.043 10.061 10.082 10.103 1 0.128 10 157 1 0199 1 0.221 T0.-259 10.299 10.341 1 T3617 Wet 0.056 0.07910.107 10-133 10.166 10.204 1 0-236 10.276 4.315 4.361 8413 My 3621 0.035 10.048 10.062 4.076 10-093 10-111 10,132 10.153 1 V1,77 10.201 1 0.228 1 1 1 Wet 0.049 10.066 10.095 10.100 10.122 10-14.4 10.171 1 0.192 1 0,217 1 0245 1 0.276 1 1 F I I 4221 0.030 10.041 10-054 10-066 10.022 10.099 10119 10.127 101 158 1 08CJi205:q0.2a1 10259 1 1 1 T�221 'VE -0.043 10.059 10.078 10,101 10.126 10-153 10.181 1020' 1 0.234 10.260 10.288 10.319 1 0351 1 1 1 1 1 Dry -1 4821 - 1 10,047 10.060 10.075 10092 --- FF .110 F- 0.130 1 , 0152 176 10.204 0.1 10.230 1 0256 1 0.284 0:318 1 T4821 'yet 1 10.053 10.067 10.085 10-104 10125 10.147 1 0.172 10200 10.228 10.259 1 0292 10.327 10.365 1 1 1 1 Dry 4824 1 1 OLI 5 10.046 10. D57 10069 10094 J0.019T-0-11-9T0,124 10.140 1 0.150, I 0,175 10.195 10.214 1 1 1 1 Viet 1 10.002 0, 050 10.066 10.081 1 0.097 0.114 f -0131 T 0.150 1 0.169 10.190 10.211 10,233 10.257 1 1 1 Dry 6024 0.062 I D-073 10.084 1 0.097 10.111 10,126 10.128 10.154 10 172 10.190 10.210 10..228 0.251 0.273 0.293 T6024 Wet L- 1 10.082 1 OM96 10112 1 0.129 10,145 10.161 10.171 10.191 10,212 10.235 10.258 10 283 10-410 1 0M6 10,366 Detailed cooling capacity EVAPORATOR AIR CONDENSEPENTEPINGAI 75(23-9) 85 (29.41 - 55 (35) CFM EWE3 F C 0) 72(22 -2) Capacity, IVIBtuh Total Sen -s$ 4022 21,00 Total System KW- 2.54 Capacity PABtun Total Sensf 38,50 20.34 Total system KW- 2.79 Capacity MBtuti TGtal Senst 35,66 114.65 Total System KW - 3,07 87(19.4) 30.61 25.73 2.51 35,00 25.05 2.76 33.29 24.35 3.04 1050 83 (17.2 tt 34.02 24.88 2-49 32.50 24.20 2.74 30.89 23.49 3.02 62 16. 33.42 30,44 2,49 31,97 29.75 2.74 30.45 29,01 3,02 57(13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30.12 30.12 3.02 72(22.2) 40.90 21.97 2.80 39.11 21.31 2.85 37.20 20.61 3.13 67(19.4) 37.25 27.30 2.57 35,57 26.81 2.82 33.80 25.90 310 1200 63 17.2 t}'34.63 28.35 2,55 33.04 25.66 2.80 31.38 24.94 3.08 62 (15.7) 34.19 32.60 2.55 32-73 31.85 2.80 31.24 31.24 3.08 57(13.9) 33.87 33,87 2,55 32-51 32.61 2.80 31-27 31.27 3.08 72 (22-7) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 87;19.4 ,j 37.72 28-79 2M 36.00 28.11 2,88 34.19 27.39 , 3.16 1350 L13 177.2 tt 1(7 -- tt 35.09 27.77 2.61 A7 �7 1 2 15.7) 6 2 i 34.90 34.90 2,61 83 2.86 32-22 1 32,22 , 1 3.15 57 119 84 2,86 1 .32,23 - - 1 30,23 1 3,15 - I Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 26,574 BTUs 26,574/29,490 = .90 or 10% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs CM 01 AHRI Used Item Ivalue m jy- Standard Air Conditioner -4— Model Number (Combined) CAI 3NA036'11*C+CNPV'422Ij Outdoor Model Number CA13NA036"—C Indoor Model Number CNPV4221AL+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity Nominal Capacity High Speed Nominal Capacity Low Speed SEER SEER High Speed SEER Low Speed EER EER High Speed EER Low Speed Sound AHRI Reference Number Qualifying Tier Sensible Capacity Latent Capacity Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years PAicr'oprocessor Warranty City of Wheat Ridge uilding City of Wheat Ridge Single Family - Neve YFRMIT 201700591 PERMIT NO: 201700591. ISSUED: 07/11/2017 JOB ADDRESS: 5265 Pierson CT EXPIRES: 07/11/2018 JOB DESCRIPTION: New single family detached with 3 car garage; unfinished basement; 3 bedroom, 3 bath - 4,752 sq ft Unfinished basement - 1034 sq ft; Main Floor - 130.7 sq ft; 2nd floor - 1368 sq ft; Garage - 691 sq ft; Covered Patio - 175 sq ft; Covered front porch - 177 sq ft *** CONTACTS *** ZONE CODE: UA / OWNER REMINGTON HOMES OF COLORADO IN Unassigned SUBDIVISION CODE: 2318 GC (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: 319,886.50 FEES Total Valuation 0.00 Plan Review Fee 1,658.18 Use Tax 5, 757.96 PAID Permit Fee 2,551.05 Engin. Review Fee 150.00. -- ** TOTAL ** 10,117.19 *** COMMENTS *** *** CONDITIONS *** 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. All roughs to be done at Framing Inspection. 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. 'l landscaping shall be in conformance with Section 26-502 of the Zoning and Development �. All landscaping shall be installed in accordance with the approved landscape plan to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% cost of the installation shall be required. 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. 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 tie 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 ermrt. I further attest that I am legally authorized to include all entities named within this dpcument as parties to the work to be pe rf rmed and tbXall work tc be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Sigr1a1 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 original permit fee. 3. If this permit expires, a new permit may be required to be obtamed. Issuance of a new permit shall be subject to the standard requirements, fees and procedures 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 issuance or granting of a permit shall not be construed to a permit for, or an approval of, an violation of any provision of any applicable code or aanrdinance or regulation of this jurisdiction. Approval of work is subject to f any inspection. Signature of Chief Building Official W Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. STRUCTURAL ENGINEERS BY DATE SUBJECT SHEET NO. OF CHECKED- DATE -7 JOB NO. 2 STRUCTURAL ENGINEERS BY ,-Jm CHECKED DATE SUBJECT ��'1i Tb!- SHEET NO. 2- OF �- DATE [, JOB NO. i -7©0-7a C7 I i I I i � I j f I I I , I i nT- If, ! I I -1— I I L -:--- -----r-----, --------- -- its +- —,----I--- -- : i -------'---- -- --�--I -- I - -- — — ---{ i ( I Citi of I I ..._..' i Bui dingTC�i �---. i t- — - -- , I I i - I i TRUCTURAL ENGINEERq BY DATEI_ ISI SUBJECT ,M t3l-I SHEET NO. OF �- CHECKEDDATEi.ct� ��-JOB NO. 1107s, i:::) .__� r- - - ff r i_ - ---- ,!� I I : --- - - ; - - i i I _._.._ ..... ..._. i . ,. -- 1 L - ---� __ ! 1 I I T _ f- - - - -- I -- - --t - � Ilj - t j i ( -------- Pity . . ._.._.... _r... 1 Y _ ...---� i - r - -- -- - - 9e; - - I ! I � l r g� " 1 I I i i ' STRUCTURAL ENGINEERS nc. BY DATE (7 SUBJECT �+'1f Tb1� SHEET NO. 7 - OF �- CHECKED DATE �' JOB NO. I DCi j 1 ------- -- - — - - --- — —I —! ---- _ --- -.- --- -- --- .... - v i I - , y � _ I f -- ff I I , I i , I I -- -- -- ' ------ � I f i '. 1---T- _ -! l --- +tom,✓' .._ . a i�•rl�?.__ Il - _------ j-----�— , i ..._ > _ } I I I _ - - , �crr 1 r i I I 14-x, I �2fto%2 `i I tio' I 7,71 i N , i , I I I _ r - - - - - �_ --- -a- - , I OR I I ._. _..._._ I p~;�jison 1 , f — I i ld�n9 I i I City ®f beat z � COMMUNITY DEvELoPMENT Buildings & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Date: �/ roOl / � Plan/Permit # 0 i O0 T Plan Review Fee; Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: (�`� I cC`)C n L . Property Owner Email: Mailing Address: (if different than property address) Address:] City, State, Zip: OEC C� Arch itect/Engineer: Urcr -F-.f)+ .-.f)c , Architect/Engineer E-mail: Sl r' l4,CL)4L)M�,[L-I1'ffhone: µq jD -099 Contractor: Contractors City License #:1 (0 ()(Lln Phone: Contractor E-mail Address: i Sub Contractors: Electrical: Lj ( qu) EletnL W.R. City License # C) ! �� Other City Licensed Sub: City License # Plumbing: M, waAPtaY)boc>, W.R. City License # (),q'5 Other City Licensed Sub: City License # Mechanical:Sm i h t t Qc , W.R. City License # %C)D 5 Complete all information on BOTH sides of this form Description of work: (Check all that apply) NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, 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 andpro sed new condition, appliance size and efficiency, type and amount of materials to b{e.�,used, etc.) S �))vL -�c><i`�lt ty �Q� C�1a� W I +\A n CO, �— �Qm X0 C20 Sq. Ft./LF Amps Btu's Squares acv ��PCiCI� CTI STff Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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) or 66THORIZED REPRESENTATIV of OWNER) (CONTRACTOR) PRINT NAME: fflF - J SIGNATURE: DATE: q/2-76 DEPARTMENT USE ONLY ZONING COMMMENTS: {� OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Zc ',>� 4� LC—LA- t),, � Vv' S b "A.- S � U .1 Cr y Reviewer: •� . �. u1 �.c�. k j. l� {• 1 cc�v` r� J �k � c> c'c�c�� c o, t' PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ Rev. 04/17 Ouail Ridge Estates — Plan Review Worksheet Address: 5 Z (� 5 Q', - { 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) Total Proposed Building Coverage Accessory Building Coverage (not to exceed 600 sq. ft.) -15 5-0 sq. ft. 3 go 7- sq. ft. -2-1 ? _—L sq. ft. % h� sq. ft. Main Building Setbacks Required Provided Front 20' 5 Interior Side 5' Side on street 10' Rear 20' ? Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' ✓t C� Side (8'-15' tall) kez Building Height Maximum Provided Main Building 35' 025 Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? e (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% Front Yard 100% Side/Rear adj. to street 100% 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 ❑ Oe'[scq 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. H O M E S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 June 19, 2017 City of Wheat Ridge 7500 W. 29`x' Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5265 Pierson Ct. PLAN CHECK: 201700591 Dear Mr. Slusser, We have addressed and/or corrected the list of items that were specified in reference to the above plan check number. Please review the following responses: 1. The building codes have been provided on sheet A-1. 2. Square footage summary has been provided on sheet A-1. 3. A sheet index is provided on sheet A- 1. 4. The engineer has stamped and signed the structural drawings 5. A note for the basement bathroom rough in has been added. 6. A note has been added to sheet A-4 for the address numbers. 7. A window and door schedule has been provided on sheet A-2. 8. Smoke detector provided in basement. 9. We have submitted the manuals with the original submittal, we have added the HERS rating for this home with this re -submittal package. 10. A note has been added to sheet A-2 for third party inspection of backflow preventer. 11. The isometric on sheet A-2 has been updated to show all fixtures. 12. Sheet D-2 has been updated to show a l Omil polyethylene vapor retarder is required 13. The design calculations for the steel beams are with this submittal package. 14. Sheet S-1 has been updated to specify basement floor reinforcement. 15. Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. Res ectfully, Me S arks Mega! p Remington Homes dy City of SINGLE FAMILY/DUPLEX rl 50�Wheat Cgp BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: ictj I Location: 5'?- [e- e S L? V�- C, A. ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a 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: ✓ OK — N441K; efer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes (,-No Completed b. curb & gutter: Yes ✓No Completed c. sidewalk: Yes 1/No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. ✓ 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. ✓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. _T---- `�, — t SignatureDate 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): / Signature Mark Vann Nattan Date 6. �/ Stipulations: ��Lv` `) c��.i to spy ��� �� c- t✓� -I-o A Grading Certification Letter from the Engineer -of -Record accompanied by an ImproJvement 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 PLAN REVIEW COMMENTS FOR CITY OF WHEAT RIDGE Project Description: New SFD Project Address: 5265 Pierson CT Permit App. Date: 4/27/17 Use: Residential Occupancy: No. Stories: 2/13asement Permit Valuation Architect/Engineer: Gerard Enterprises Inc Applicant/Contact: Megan Sparks Plan Checker: Randy Slusser/CAA Plan Check No.: 201700591 R3/U Const. Type: VB $319,000 Adjusted Valuation: Phone: (303)940-0996 Phone: (303)420-2889 Phone: (720)404-4538 Engineer email: randyslusser@caaprofessionals.com X 1St Review: 6/11/17 2nd Review: 3'd Review: Italic comments By Appointment The project plans were reviewed for compliance with the following codes and standards: • TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where each comment was resolved on the plans. • Resubmit all previously reviewed plans, updated plans and supporting documents with each subsequent review. • For clarification of any plan review comment, please call or email the plan checker listed above. Note: Plan checks expire 180 days from date of submittal. CHARLES ABBOTT ASSOCIATES, INC. O, d 27401 Los AI_Tos • SUITE 220 • MISSION VIE,10, CA 92691 'N 6► O' TOLL FREE: (866) 530-4980 •PHONE (949) 367-2350 •FAX (949) 367-2852 WW W.CAAPROFESSIONALS.COM r GENERAL REQUIREMENTS 1. Provide Building Code data on plans: 2012 International Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge Local amendments 2. Provide a square footage summary for each of the following: livable area, unfinished basement, garages, patio, and covered porch. R106) 3. Provide sheet index. 4. It is the responsibility of the architect to install corrected sheets in the plans. The old sheets must stay with the building department for comparison. 5. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. 6. Prior to CO or final, the GC shall provide as built in PDF 7. All structural sheets, prior to permit issuance, shall be stamped and signed by the engineer 8. Please submit response sheet to clarify how each item was resolved. CONSTRUCTION 9. Clarify if bathroom is to be installed in basement. Provide keynote if just for rough in plumbing only. 10. Approved numbers or address shall be provided in such a position as to be plainly visible and legible from the street or road fronting the property. Address to be a min. of 4" in height. (R319.1. Note on sheet. 11. A-2: Please provide window and door schedule 12. A-1: Provide and show smoke detector in basement. ENERGY 13. Submit for review a project specific completed ResCheck or Energy Compliance Report from an energy rating company. PLUMBING 14. On sheet A-2 please note back flow preventer with third party inspection. 15. Show water closets on waste plumbing isometric and fixture schedule. Noted as Lav on plans. STRUCTURAL: 16. Note : (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than 6" shall be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). 17. Specify slab reinforcement in basement floor (This was not noted on last submittal) 18. Provide statement of required special inspections and structural observations. (IBC 1701) If you have any questions or need assistance please contact me at 720.404.4538 or email me at randyslusser@caaprofessionals.com Thankyou Randy Slusser CAA CHARLES ABBOTT ASSOCIATES, INC. 27401 Los A..Tos 'SUITE 220 -MISSION V IE.1t4, CA 92691 TOLL. FREE. (866) 530-4980 • Pt;oNE_ (949) 367-2850 • FAX: (949) 367-2852 WWW.CAAPROFESS IONALS.COM } City of J What I�idgc BLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: t -t, Location of Construction: ��Z (,� .5' t� t �, C4 Purpose of Construction: I v\, CP � Single Family u�- Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $ LOO (Required of all projects for document processing) �o Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commerci&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 I' 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 $ ' 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: 3'd submittal ('/z initial review fee): .................................................... $300.00 $ 4"' 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 Oily ol, Wheat Rickyc PUlil 1C wollKti City of Wheat Ridge Municipal Building 7500 W. 296 Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: S1Cl t ADDRESS: 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 "'w.d.wheatridge.co.us Rev 2/08 PHONE 303-424-4194 5420 HARLAN 5T., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) March 28, 2017 Re: 5265 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 City of Xle Wheat Ridge 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. Dat e: X131 I Project Address: Name of Firm/ Individual submitting documents: ejy)'� M -6c) WJ�r- Project Type/ Description: Signature of Firm Representative or Individual: BELOW THIS POINT - f/,�/� 41 ZLZ ���� am a duly authorized representative of the agency indicated 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 Sanitation District o Clear Creek Sanitation District o Wheat Ridge Water District o Fruit dale Sanitation District o Coey Water District solidated Mutuat Water District allo West ridge Sanitation District o Other o Denver Water Agency Notes: Signatu// j -� Date: (Agency Representative) 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 THIS DEED, Made this February `0 , 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 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: Name: Robert R. Short Title: President State of Colorado ) ss County of EJB ( ) 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 sea[.-- My commission expires: ? Notary;' Public JANET S JACKSON i\40TARY PUBLIC iTATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08,201 Page 2 of 3 EXHIBIT A 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 REMrN1GTON 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 repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum 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; iv�S— '1�5f'poY�O� 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 perfonnance 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. 6, 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 this 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 Trust; 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 cure 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 aniounts 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 1353913.2 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 nlay 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, 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 law 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 351913. and cable) including the costs of permits, fees, demolition, relocation and installation ("Dry 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 infonnation 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 "Utility 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 fillfilled 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 1353913.2 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 of page intentionally left blank. Signature page follows.] EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado corooratio By: ;/ � it Name Title: ,/� STATE OF COLORADO § COUNTY OF �(� The for oing ins ent was acknowledged before me this 26th day of February, 2016, by of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNOU R BUCHANAN. Notary PutlilC State of Colorado Notary 10 20054037048 [My Commission Expires Sep 23, ]21D17 1353913.2 Witless my hand and official seal. My commission expires: i -xn Notary Public Co C) O {U cc © D 0 Z to () m ami Q 01- 0r W L i �V CL + ( ^W ne 3r W 4) 41 U E 0 O = n > +_• ca O M l4 ' 0 t!1 N C C d i- u W '11, N a;�/� 0 >1 L yW E ,N w E Z L N"ITM"CDC f - N C9 co of r V) (n O U v4 (f3 r T Ft} b9 C r- 2 2 ^� — LY O N O h► ++ M N P- Cil CJ r M (.0 r N T Q} T 0 v L rn m c W Cr W UJ N U- W Q X O O N � M � U W Z N Z Ln O o O N 3: ,n ai U c .a? Cl) et et U- Q M co cr CY Z) CY Q E N� N - Q U7 co Q °p v .907 Nt� m c F� m oa) c O a U o a 5 7 m m Q o m 41 U. 2 U= Y o 0 _o u O Z C Z 0- CL (L ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5265 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington 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. Qne'g'yLtagic HERS Index Target Reference Home HERS 77 SAF (Size Adjustment Factor) 0.91 SAF Adjusted HERS Target 70 As Designed Home HERS 58 As Designed Home HERS w/o PV 58 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 47.8 35.3 Cooling 9.9 7.0 Water Heating 12.5 9.5 Lights and Appliances 37.3 29.2 Total 107.5 81.0 This home MEETS or EXCEEDS the energy efficiency requirements ' for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV a= HERS Index of Reference Design Home AND HERS Index z= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 188 Carbon Dioxide (CO2) - tonslyr 4.1 Cooling 36 Water Heating 37 Lights & Applicances 279 Generation Savings 0 Total 539 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 existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5265 Pierson Ct Wheat Ridge, CO 80033 745 FB - Wheat Ridge - Remington 745 FB - Wheat Ridge - Remington 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 $790 $162 $173 $1,125 $938 $0 $2,063 Qne rgYLo�g' 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 9.3% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed Design exceeds requirements for IECC 2012 Performance compliance by 9.3%. Name: Organization: Peter Oberhammer EnergyLogic Signature: Alt, Jz./— Date: Jun 08, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1705 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited IECC Rating Tool. $690 $158 $173 $1,021 $919 $0 $1,939 Building Summary Property Organisation Remington Homes EnergyLogic 5265 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Yes Conditioned Volume [cu. ft.] Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington Single family detached General Building information Number Of Bedrooms 4 Number Of Floors 2 Conditioned Floor Area [sq. ft.] 4,101 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 39,768 Number Of Units 1 Residence Type Single family detached Model 745 FB - Wheat Ridge Community Quail Ridge Inspection Status Results are projected a: (9ne g.tti 7 Basement Wall ,I Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location BsmVGarage Un R-19 Draped Full 1 7 44.3 Exposed Exterior Conditioned Space BsmVGround Unfinis R-19 Draped Full 1 7 137.9 Exposed Exterior Conditioned Space ------------------ Basement Wail 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 NJA N/A Yes 19 Sla Name Library Type Perimeter FloorGrade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location Bsmt Uninsuiated 1823 Below Grade 123 0 1,316.0 sq. ft. Exposed Exterior Conditioned Space u'. Slab Library List Name Wall Constr Uninsulated Wood Frame / No Width [ft] 0 Depth [ft] 0 Value 0 0 Property Organization Remington Homs EnergyLogtc 5265 Pierson Ct Peter Obernammer Wheat Ridge, CO 80033 Exposed Exterior Conditioned Space Interior Shell Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington Framed Floor Name Library Type Cantilever 12" R50 16"OC BF G1 Exterior cant Garage 12" R50 16"OC BF G1 Exterior cant Framed Floor Library List Name R 12" R50 16"0C BF G1 46.08006 Exterior cant c; 0 ne Y' c ...l7sls_ ty6 . a• Inspection Status Results are projected ret R Floor Grade Surface Area Location Interior Shell Location 1 23 Above Grade 9.0 sq_ ft. Exposed Exterior Conditioned Space 1.23 Above Grade 482.0 sq. ft. unconditioned, attached Conditioned Space garage Rim Joist Name Library Type Surface Area Location interior Shell location Ambient R 19.0 265.3 sq. ft. Exposed Exterior Conditioned Space Garage R 19.0 44,3 sq. ft. Unconditioned, attached garage Conditioned Space Rim Joist Library List Name R _. R 99.0 19 Name Library type Common Wall Emittance Solar Surface Color Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 09 0.75 Medium 838 6 sq, ft. Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 565.2 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 P23 16" OC 0 0.9 0.75 Medium 399A sq. ft Unconditioned, Conditioned Blown Fiberglass attached garage Space Left 2x6 2x6 R23 16" OC 0 0.9 035 Medium 755 4 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 09 0.75 Medium 629 7 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Property Organization Remington Homes EnergyLogtc 5265 Pierson Ct Peter Oberhammer Wheat Ridge, 0080033 Depth Ft To Top Ft To Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington t" Wall Library List Name 2x6 R23 16" OC Blown Fiberglass 2x6 R23 16" OC Blown Fiberglass + 1" ZIP R6 lne r Inspection Status Results are projected 18.49835 23.54298 Name Library Wall Basemen,OverhanSOverhancOverhanc Interior Interior AdJacent Adjacent Orlentatic Surface Location Interior Type Asslgnme Wail Depth Ft To Top Ft To Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 .301.30 Back 2x6 0 0 0 0.85 0.7 1 1 West 267.0 sq. Exposed Condition ft. Exterior Space ack bsmt .301.30 Bsmt/Grou 0 0 0 0.85 0.7 1 1 West 40.0 sq. Exposed Conditione Wnfinis ft. Exterior Space =runt 2x6 .301.30 Front 2x6 0 0 0 0.85 0.7 1 1 East 134.0 sq. Exposed Oonclitione ft. Exterior Space Left 2x6 .301.30 Left 2x6 0 0 0 0.85 0.7 1 1 South 725 sq. Exposed Condifione 11 Exterior Space _eft bsmt .301.30 Bsmt/Grou 0 0 0 0.85 0.7 1 1 South 40.0 sq. Exposed Condition Wnfinis ft_ Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 North 55.0 sq. Exposed Cond'Rione ft. Exterior Space w Skylight Library List None Present Building Summary Wall Basement Wall v Surface Area Location QneXgYLl it Property Organization •�_��•�• ,n>,qn,.... Remington Homes EnergyLogic �� D 5265 Pierson Ct Peter Oberhammer Inspection Status q,J Wheat Rldge, CO 80033 Results are projected 100% Front 2x6 Builder 24.0 sq. ft_ 745 FB - Wheat Ridge - Remington Remington Homs 745 FB - Wheat Ridge - Remington 0% 0% Name Library type Wall Basement Wall Emittance Solar Surface Color Surface Area Location Interior Shell Assignment Assignment Absorptance Heating Percent load Cooling Percent Load Location Front 2x6 R 6.6 no storm 0% 100% 0% Fuel -fired air 92.1 AFUE / 100K 100% Front 2x6 0.9 075 Medium 24.0 sq. ft_ Exposed Conditioned Water Heating (2) 62 EF 176 RE 150g 0% 0% Exterior Space Garage R 5 Garage Garage 2x6 0.9 075 Medium 20.0 sq. ft_ Exposed Conditioned Entry Exterior Space oof Insulation Name Library Type flat R-50 BF 24"oc Roof -Deck Clay or Emittance Solar Surface Color Surface Area Location Interior Shell Area (sq. ft.] Concrete Roof Absorptance Location Tiles t 807 No 0.9 0.9 Dark 1,807.0 sq. H. Attic Conditioned Space Roof Insulation Library List Name Has Radiant Barrier R R-50 BF 24" oc No 50.68123 Conditioning EclOp - Name Library Type Heating Percent load Cooling Percent Load Hot Water Percent Load Air conditioner (3) 13SEER/42BTU 3.5 ton 0% 100% 0% Fuel -fired air 92.1 AFUE / 100K 100% 0% 0% distribution (1) Water Heating (2) 62 EF 176 RE 150g 0% 0% 100% Property Organization Remington Homes EnergyLogic 5265 Pierson Ct Peter Ciberhammer Wheat Ridge, CO 80033 Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington quipment Type:'! aSEER1428TV33 Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSG) Cooling Efficiency 13 SEER Cooling Capacity [kBtulh] 42 F, . Equipment Type: 62 EF / 76 RE / 50g Fuel Type Distribution Type Hot Water Efficiency Tank Capacity (gal.) Hot Water Capacity [kBtulh] Recovery Efficiency Natural Gas Hydronic Delivery 0.62 Energy Factor 50 40 0.76 Equipment Type: 92.1 AFUE / 100K FuelType Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtulh] 92 Use default EAE Yes EAE [kWh] 878 Whole House Infiltration Infiltration 3 ACH at 50 Pa M ea s u rement type Blower-cloor tested inspection status Results are projected F1 [el Mechanical Ventilation Ventilation Type Ventilation Rate Cubic Operational hours per day Fan Waftevery s Runs once evethree Energy Recovery Percent Feet 14inute] hours Exhaust Only 79 24 15 Yes 0 Lighting EpPi % Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting 100 0 0 Building Summary Property Organization Remington Hames FnergyLogic 5265 Pierson CI Peter Oberhammer Wheat Ridge. CO 80033 Builder 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington Onsite Generation None Present Onsite Generation Library Dist None Present �i Solar Generation is None Present ner an 170.. Inspection Status Results are projected Solar Generation Library List _......... , None Present Building Summary Property Remington Homes 5265 Pierson Ct Wheat Ridge, CO 80033 745 FB - Wheat Ridge - Remington 745 FB - Wheat Ridge - Remington Distribution Type Heating Equipment Cooling Equipment Sq_ Feet Served # Return Grilles Supply Duct R Value Return Duct R Value Supply Duct Area [sq_ ft.] Return Duct Area [sq. fl_] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM @ 25Pa] Total Leakage Duct Test Conditions Use Default Flow 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 Duct Location Percent Supply Area Percent Return Area organization EnergyLogtc Peter Oberhammer Builder Remington Homes Forced Air _ Fuel -fired air distribution (1) Air conditioner (3) 4101 4 19 0 110727 820.2 30 50 Post -Construction Yes Conditioned Space 85 100 Garage 15 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Inspection Status Results are projected 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? No _ 100 Low -flow No 75 No No No ne ... tTs i i i Property Remington Homes 5265 Pierson Ci Wheat Ridge, CO 80033 745 FB - Wheat Ridge - Remington 745 FB - Wheat Ridge - Remington Clothes Dryer Fuel Type Cef Feld Utilization Label Energy Rating Electric Rate Annual Gas Cost Gas Rate Capacity Imef Kitchen Appliances' Organization EnergyLogic Peter Oberhammer Bulider Remington Homes inspection Status Results are projected , '-• F Electric 2.61739 Timer Controls 487 MhNear $0.081kWh $23.00 $0.691Therm 3.2 0.80737 Dishwasher Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhNear ne ...ly, MII MiTek' Re: 745A PC GR 745A 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: R50174624 thru R50174687 My license renewal date for the state of Colorado is October 31, 2017. April 4,2017 Ong, Choo Soon 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 CC;1114 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. • CRY of heat ledge COW MMUNITY DMLOPMENT APPROVED Reviewed for Code Compliance LIC /zm-) o�p00 ��� • .•'SQOti • .s P1_ E finer Date 0iL yaiiitr of onswit: The asuonce of a cermit w Opprovol of plans sttci%eotions and[Ompumtians shall not be apermit for, ar m app,W l o% any vfolatgn to PE -44018 oM of the ptavisiom of the buildirp code or Of OnY Cry ordmonces. Permits PMUming to give outhorlty to violate of cancel the provisions of the Building �Gt- Can or other ordinances of the City shall not be valid. April 4,2017 Ong, Choo Soon 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 CC;1114 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. EE `o U LL l0 � D C d m L � — O V O C d p M P oa N M2(8 °� o H N S G ? O La m o W o� U-) J U) m N O \ O /^L:' W � fey Tei J 0 0 3 cu 76 0 o T5 J p m p E GI d � N° iu N 4 m� mm 5 a� sd w6 0-6 C O U Co U a v �/ ) S1(2 S (5) Q W �N T4 5) (g) o T N �c 216 O aero co o � m c 2. oL ' ads V ' ❑ �_o C L 7 no0 O ❑ N V E tD -E =.m w W U> E „,� O 8o= L zU 3 ..22 W `v � M W (n O E nO/ Q) 2 m 22 46 -0 a- F �F 1 c E Amo — �,QQ QCNI J U O m _ 0 0 3 � C � 0 _ N T 0€m � dN Na T 1 �2 2�0 I I 4MT1 U J T 2 I J ~E m N Cl) 2 z om Q� T- = I 14( CY) _ O m = co comoo L8 L5 6 I _ = L10 N = a� x co _ _ L06460 I I a0U 02T 1711 1 11t� I C = N H9'5) I -- -- -- -- -- Z N LU �EN rnm co C) eat F2i�e — --- ----- co ° m Buil ; Divitn G 3 °J° a <F� arm � 3 m _ '0 m Job Truss Truss Type::�� 7-6-8 Plate Offsets (X Y)— f3:Edge 0-1-71 [4:0-5-8,0-2-01 �Qty�PIYJ�745APC850174624 745APC_GR G1 Common Girder ce o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 21J1 / MI I eK Industries, Inc. I ue Apr u4 u9:36:12 20"I / rage -I I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-B bkUgCnpf6ljC_mDY8?2FZbobB8sbFbWZ4nuYKzU86f 8-0-0 7-6-8 6x6 II 4x8 � 4x8 II 6x10 = Io Scale = 1:29.7 LUMBER - TOP -CHORD 2x6 SPF 165OF 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA-LAM®2.0 2800 DF WEBS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=6535/0-5-8, 3=6663/Mechanical Max Horz 1=-76(LC 6) Max Uplift 1=-1093(LC 10), 3=-1112(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8281/1394, 2-3=-8339/1406 BOT CHORD 1-4=-1168/7264, 3-4=-1168/7264 WEBS 2-4=-1069/6975 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -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: 1 1/2 x 7 1/4 - 3 rows staggered at 0-5-0 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=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=1093,3=1112. 10) Hanger(s) or other connection device(s)_shall be provided sufficient to support concentrated load(s) 1459 Ib down and 254 Ib up at 1-0-12, 1459 Ib down and 254 Ib up at 3-0-12, 1459 Ib down and 254 Ib up at 5-0-12, 1459 Ib down and 254 Ib up at 7-0-12, 1459 Ib down and 254 Ib up at 9-0-12, 1459 Ib down and 254 Ib up at 11-0-12, and 1459 Ib down and 254 Ib up at 13-0-12, and 1459 Ib down and 254 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. soolCF�sF' .• G UOp N 0- O PE -44018 i °�N April 4,2F17 City of eenee W vVheat Ridge MiTek" iso+ 7777 Greenback Lane iuilding Dr „ 8-0-0 7-6-8 Plate Offsets (X Y)— f3:Edge 0-1-71 [4:0-5-8,0-2-01 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 0.52 Vert(LL) -0.09 3-4 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.17 3-4 >999 240 TCD_ 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.02 3 n/a n/a RCLI 10.0 x Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.06 3-4 >999 240 Weight: 241 Ib FT=20 LUMBER - TOP -CHORD 2x6 SPF 165OF 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA-LAM®2.0 2800 DF WEBS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=6535/0-5-8, 3=6663/Mechanical Max Horz 1=-76(LC 6) Max Uplift 1=-1093(LC 10), 3=-1112(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8281/1394, 2-3=-8339/1406 BOT CHORD 1-4=-1168/7264, 3-4=-1168/7264 WEBS 2-4=-1069/6975 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -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: 1 1/2 x 7 1/4 - 3 rows staggered at 0-5-0 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=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=1093,3=1112. 10) Hanger(s) or other connection device(s)_shall be provided sufficient to support concentrated load(s) 1459 Ib down and 254 Ib up at 1-0-12, 1459 Ib down and 254 Ib up at 3-0-12, 1459 Ib down and 254 Ib up at 5-0-12, 1459 Ib down and 254 Ib up at 7-0-12, 1459 Ib down and 254 Ib up at 9-0-12, 1459 Ib down and 254 Ib up at 11-0-12, and 1459 Ib down and 254 Ib up at 13-0-12, and 1459 Ib down and 254 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. soolCF�sF' .• G UOp N 0- O PE -44018 i °�N April 4,2F17 City of eenee W vVheat Ridge MiTek" iso+ 7777 Greenback Lane iuilding Dr „ Job Truss Truss Type city Ply 745A PC 850174624 745A—PC—GR G1 Common Girder 1 3 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 o.uJu Sian LJ LV I / NII I UK In—Mui, ln- I ue Aln uH Va.00. 14 4v if ray. 4 I D:?xfMN5C5NX6406pB SIVnD6yB4Fr-BbkUgCnpf8ljC_m DY8?2FZbobBBsbFbWZ4nuYKzU86f LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80.1-3=-20 Concentrated Loads (Ib) Vert: 7= -1459(B)8= -1459(B)9= -1459(B)10= -1459(8)11= -1459(B)12= -1459(B)13= -1459(B)14= -1459(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 buss 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 MiTek" Buiiding Divts. 7777 Greenback Lane Alpine Lumber Co., Commerce City,C0.80022 mua0 s dan za zu I r Ivn I eK Inausules, aIc. I ue MPI vv w.00. 14 4u 1 f ayo I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-BbkUgCnpf8ljC_mDY8?2FZbgYB95blzWZ4nuYKzU86f 6-0-0 12-0-0 6-0-0 6-0-0 5x8 5x8 11 Scale = 1:37.5 4XIZ it Truss Truss Type Qty Ply 745A PC Plate Offsets (X Y) 11:0-0-11 0-0-141 fl 0-1-7 0-6-11 13:0-1-7 0-6-11 13:0-0-11 0-0-141 f4 0-6-4 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. 850174625 r745:APC-GR G2 Common Girder 1 2 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.10 1-4 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 mua0 s dan za zu I r Ivn I eK Inausules, aIc. I ue MPI vv w.00. 14 4u 1 f ayo I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-BbkUgCnpf8ljC_mDY8?2FZbgYB95blzWZ4nuYKzU86f 6-0-0 12-0-0 6-0-0 6-0-0 5x8 5x8 11 Scale = 1:37.5 4XIZ it 6-0-0 12-0-0 6-0-0 6-0-0 Plate Offsets (X Y) 11:0-0-11 0-0-141 fl 0-1-7 0-6-11 13:0-1-7 0-6-11 13:0-0-11 0-0-141 f4 0-6-4 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.05 1-4 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.10 1-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.03 1-4 >999 240 Weight: 130 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E, Right: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=4465/0-5-8, 3=4533/0-5-8 Max Horz 1=-182(LC 17) Max Uplift 1=-676(LC 8), 3=-687(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4483/740, 2-3=-4482/739 BOT CHORD 1-4=-469/3236, 3-4=-469/3236 WEBS 2-4=-777/5372 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 0-5-0 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=145mph (3 -second gust) V(IRC2012)=115mph; 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 ll; Exp C; Fully Exp.; Ct=1.1 00 LIC 5) This truss has been designed for a 10.0 lost bottom chord live load non concurrent with any other live loads. •.••..��• ci 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 O� •'� SAO f N will fit between the bottom chord and any other members. �0 O••0� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=676, 3=687. • U 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1569 Ib down and 250 Ib up at PE 44018 ' 2-0-12, 1569 Ib down and 250 Ib up at 4-0-12, 1569 Ib down and 250 Ib up at 6-0-12, and 1569 Ib down and 250 Ib up at 8-0-12, bottom The design/selection of such connection device(s) is the responsibility and 1569 Ib down and 250 Ib up at 10-0-12 on chord. �Q� of others. ��� •••• FSS/ON LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Aprjt4,207; ri ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. OF Vv h e at R0(19(-' 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 tmss web and/or chord members only. Additional temporary and permanent bracing MiTek• ptvis0 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the gull Citn9 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7717 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suile 109 cm„�u Thr" cc Qsatn Job Truss Truss Type Qty Ply 745A PC 77850174625 745A_PC_GR G2 Common Girder 1 2 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1-3=-20 Concentrated Loads (lb) Vert: 4=-1569(8) 5=-1569(B) 6=-1569(8) 7=-1569(8) 8=-1569(8) i3.uJu 5 Jan zo zu I r Ivii i CK Iri—u—, iii,I uv MP' u4 uv -o. 14 zu 1l F.U. c ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-BbkUgCnpfBljC_mDYB?2FZbgYB95blzWZ4nuYKzU86f City of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -74731M 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log cu.,,� uomm� ce oci Job Truss Truss Type Qty Ply 745A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 850174626 745A—PC—GR G3 Common Girder 1 3 BC 0.42 Vert(TL) -0.10 6-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.56 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2U1 / MI I eK Inoustnes, Inc. I us Apr u4 09:36: l a 20 i f rage I ID:?xfM N5C5NX64OBpB S IVnD6yB4Fr-fnls1 YoRQStag8LP6s WHnnB?BbWyKnpfnkXR4mzU86e 4-8-6 9-3-0 13-9-10 18-6-0 4-8-6 4-6-10 4-6-10 I9 Scale = 1:53.8 5x8 II ,V , 9 ,� 8._ .. ._ 6- 5x8 3x9 10x10 = 6x10 =3x9 II 4-8-6 9-3-0 13-9-10 18-6-0 4-8-6 4-6-10 4 -6 -to 4-8-6 Plate Offsets (X Y)-- [1:0-0-11,0-0-141, [1:0-1-7,0-6-11. [5:0-1-7,0-6-11, [5:0-0-11,0-0-141, [6:0-6-4,0-1-81, [8:0-5-0,0-5-121, [9:0-6-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.05 6-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.10 6-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 6-8 >999 240 Weight: 364 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 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-8: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E, Right: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=7635/0-5-8, 5=7313/0-5-8 Max Horz 1=272(LC 20) Max Uplift 1=-1256(LC 8), 5=-1201(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8747/1463, 2-3=-5778/1075, 3-4=-5775/1075, 4-5=-8461/1414 BOT CHORD 1-9=-1061/6203, 8-9=-1061/6203, 6-8=-934/5984, 5-6=-934/5984 WEBS 3-8=-1206/6814, 4-8=-2191/532,4-6=-528/3414, 2-8=-2496/582, 2-9=-593/3805 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: 2x8 - 3 rows staggered at 0-5-0 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=145mph (3 -second gust) V(IRC2012)=115mph; 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 LlCF �pp0 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 ���.•.•..� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q ; SOON* ,% �O 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 O will fit between the bottom chord and any other members. 2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 1=1256,5=1201. PE -44018 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1459 Ib down and 254 Ib up at 1-11-4, 1459 Ib down and 254 Ib up at 2-11-4, 1459 Ib down and 254 lb up at 4-11-4, 1459 lb down and 254 Ib up at 6-11-4, 1459 Ib down and 254 lb up at 8-11-4, 1459 Ib down and 254 Ib up at 10-11-4, 1459 Ib down and 254 Ib up at 12-11-4, and 1459 Ib down and 254 Ib up at 14-11-4, and 1471 Ib down and 255 Ib up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ON, LOAD LOAD CASE(S) Standard April 4,2017 AWARNING . 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall to buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek' build' 9 building design. Bracing indicated is prevent of web 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. Site 109 ,.,,.ua,.m. ❑n osaln Job Truss Truss Type Qty Ply J745�P 7:850174626745A_PC_GR G3 Common Girder 1 3 ob ence o tit Alpine Lumber Co., Commerce City,C0.80022 o.usu s Jan zs zu1 / Nu I ek Industries, Inc. I ue Apr 04 09:38. i 3 cv i r reya c ID:?xfMN5C5NX640BpBSIVnD6yB4Fr-fnlsl YoRQStag8LP6sWHnnB?BbVVyKnpfnkXR4mzU86e 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, 1-5=-20 Concentrated Loads (lb) Vert: 9=-1459(B) 10=-1459(B) 1 1=-1459(B) 12=-1459(B) 13=-1459(B) 14=-1459(B) 15=-1459(B) 16=-1459(B) 17=-1471(B) City of ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p�V 1`��i a truss system. Before use, the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall BtA1td��19 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citn�_, Hainhts_ CA 95610 Job Truss Truss Type Qiy Ply 745A PC I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850174627 745A PC GR GE1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 201 / MI I eK Industries, Inc. I ue Apr u4 u9:3tsnb zu1 / rage i ID:?xfMN5C5NX64OBpBS IVn D6yB4Fr-bAQcSEphy3713SVoEHYIsC DQfPI NonbyF2OY9fzU86c 1 0 0 15-3-0 30-6-0 31-6-0 1-0-0 15-3-0 15-3-0 1-0-0 Scale = 1:55.9 4x6 = 15 3x5 I 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x5 II 3x4 = 2r1Y19 m 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 28 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 28 n/r 120 8) Gable studs spaced at 14-0 oc. live loads. TCD:10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 28 n/a n/a ; C) n ; BCLL 0.0 * Code IRC2012/TPI2007 Matrix '• o5< •.• o Fss Weight: 184 lb FT=20% BCDL 10.0-R _ A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE ry ' y� �at !d�i� 11 Design valid far 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' d1V15� 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 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-4, Right 2x4 SPF No.2 1-7-4 REACTIONS. All bearings 30-6-0. (lb) - Max Horz 2=-147(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 42, 43, 44, 45, 46, 47, 48, 49, 50, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 except 51=-105(LC 10) Max Grav All reactions 250 Ib or less at joints) 2, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. Q P� 0 OCF 8) Gable studs spaced at 14-0 oc. live loads. /1rs Q 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other * for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ••.••••••'.• SOQ • O N 10) This truss has been designed a of C) will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 42, 43, 44, 45, ; C) n ; 46, 47, 48, 49, 50, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 except Qt=1b) 51=105. PE -44018 ' '• o5< •.• o Fss ON Apr,.14,201..7 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE ry ' y� �at !d�i� 11 Design valid far 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' d1V15� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback La BU11d r1T 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, Alexandra, VA 22314. Site 109 Job Truss Truss Type Qty Ply 745A PC Plate Offsets (X Y) [2:0-2-0,0-0-11,[14:0-2-0,0-1-91 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 II; Exp C; Fully Exp.; Ct=1.1 7::�� 745A—PC—GR GE2 Common Suppo ted Gable 1 1 CSI. DEFL. in (loc) I/deft L/d GRIP TCLL 30.0 30) Plate Grip DOL 1.15 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8-0-0 8.030 s dan 23 20 i / Mi Tek Industries, inc. I ue Apr 04 09.36. I o <u I r rage 1 I D:?xfMN5C5NX640 BpB S IVnD6yB4Fr-3M_?gagKjNF9hc4_n_3_PPmbbpezXGg6Uil6h5zU86b 8-0-0 1-0-0 Scale: 3/8"=1' 4x6 = 3.6 II 26 25 24 23 22 21 20 19 18 17 15 3x6 II 2x4 I 2x4 2x4 I 2x4 2x4 I 2x4 I 2x4 2x4 2x4 1 2x4 2x4 11 NOTES - 16-0-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 16-0-0 Plate Offsets (X Y) [2:0-2-0,0-0-11,[14:0-2-0,0-1-91 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 II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs LOADING (psf)PLATES SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d GRIP TCLL 30.0 30) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 14 n/r 120 MT20 197/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 14 n/r 120 TCDt 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCLL 0,0 * Code IRC2012/TPI2007 Matrix -R Weight: 75 lb FT=20% BCDL 10.0 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 SPF No.2 SLIDER Left 2x4 SPF No.2 1-4-10, Right 2x4 SPF No.2 1-4-10 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 2=-81 (LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 Max Grav All reactions 250 Ib or less at joint(s) 2, 14, 21, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide o�Pp 0 LICF� 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) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16. �.•••••. s �O •• So 0'l/ •.� f� O 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 14. O� 2 . /Q 14,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 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 ANSI[TPII 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 Citnis Heights. CA 95610 Job Truss Truss Type Qty Ply 745A 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. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 850174629 745A PC_GR GE3 Common Supported Gable 1 1 (lb) - Max Horz 16=183(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 16, 10, 14, 12 except 15=-124(LC 5), 11=-113(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 16, 10, 13, 14, 15, 12, 11 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:17 2017 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6y84Fr-XYXNtwryTgN?JlfALibDydlmnCyJGiuFiMVfDXzU86a -1-0-0 4-1-0 8-2-0 1-0-0 4-1-0 4-1-0 Scale = 1:29.9 46 = 16 15 14 13 12 11 10 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 8-2-0 LOADING (psf) TCLL 30.0 (Roof Snow=30.01 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 0.11 BC 0.08 WB 0.04 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) 0.00 9 n/r 120 Vert(TL) 0.00 8 n/r 120 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 197/144 Weight: 41 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 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-2-0. (lb) - Max Horz 16=183(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 16, 10, 14, 12 except 15=-124(LC 5), 11=-113(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 perANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 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) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 Lie will fit between the bottom chord and any other members. ���,.•••••••• F�ci •% F� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 10, 14, 12�O:: O 5004/ 1 except (jt=lb)15=124,11=113. 02 ; : ;U 0. PE -44018 ss�ON J cit April 4, 017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 this design into the Building Di 1! a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 c e Job Truss Truss Type City Ply 145A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850174630 745A_PC_GR GE4 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:18 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-?1515GsaE VswvENvP6SUgrxVcl3?8TPxOECm_zU86Z i-1-0-0 6-0-0 _ 12-0-0 113-0-0 1-0-0 6-0-0 6-0.0 1-0-0 4x6 = 24 23 22 21 20 19 18 17 16 15 14 3x4 11 2x4 11 2x4 I I 2.4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4 I 2x4 11 3 to Scale = 1:39.1 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 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 14 n/a n/a 8CLL 0. Code IRC2012/TPI2007 Matrix -R 14=251(LC 14), 23=269(LC 6) Weight: 68 lb FT=20% BCDL 10.0 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 6-0-0 oc bracing. OTHERS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0-0. (lb) - Max Horz 24=-236(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-234(LC 4), 14=-167(LC 5), 23=-262(LC 5),15=-214(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16, 15 except 24=309(LC 15), 14=251(LC 14), 23=269(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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.; Ct=1.1 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) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 20, 21, 22, 18, 17, 16 except (jt=1b) 24=234, 14=167, 23=262, 15=214. OQ`PO 0 L ICF O �UO Off! PE -44018 4, 2017 ,& WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. RWge 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 `n (heat fS y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall V �f building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e pjy150n' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback ng, uj�d1(it9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 F b Job 18-6-0 Truss Type Qty Ply 745A PC DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. 850174631 745A PC GR FGE Common Structural Gable 1 1 TC 0.45 —_ Vert(LL) -0.12 15-16 >999 360 MT20 197/144 (Roof Snow=30.0) Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:19 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-Txf7lbsC?IdjY3pZT7dh 1200r0XQkVIYAg_m IQzU86Y 1-0-0 4-9-4 9-3-0 13-8-12 18-6-0 19-6-a 1-0-0 4-9-4 4-5-12 4-5-12 4-9-4 1-0-0 10x12 MT21 4x6 = 16 15 10x12 MT20HS 3x9 = 1413 12 11 10 9 8 3x6 = Scale = 1:54.2 9-3-012-4-0 18-6-0 9-3-0 3-1-0 6-2-0 Plate Offsets (X Y)— [2:0-1-7,0-1-121, f2:Edge 0-3-81 [6:0-1-7,0-1-121, f8:Edge 0-3-81 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. SPD �s DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 5) All plates are MT20 plates unless otherwise indicated.: Vert(LL) -0.12 15-16 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.32 15-16 >453 240 MT20HS 148/108 TCDL 10.0 Rep Stress [nor YES WB 0.49 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 15-16 >999 240 Weight: 146 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOR 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. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 6-5-8 except (jt=length) 16=0-5-8, 14=0-3-8, 14=0-3-8. (lb) - Max Horz 16=326(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 9, 14 except 16=-155(LC 8), 8=-177(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 12, 11, 10, 9, 14, 14 except 16=979(LC 1), 8=947(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-517/127, 3-4=-748/234, 4-5=-748/234, 5-6=-336/213, 2-16=-534/168, 6-8=-419/222 BOTCHORD 15-16=-155/741, 14-15=-51/630, 12-14=-51/630, 11-12=-51/630, 10-11=-51/630, 9-10=-51/630, 8-9=-51/630 WEBS 4-15=-143/435, 5-15=-272/241, 3-15=-292/231, 3-16=-514/135, 5-8=-678/41 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry O LIt;� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. SPD �s 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 30.0 �� �•.•••••.�• SOO/V/ *% 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 psf on overhangs �O: O non -concurrent with other live loads. O O - 5) All plates are MT20 plates unless otherwise indicated.: (? ; 6) All plates are 2x4 MT20 unless otherwise indicated. 1-4-0 PE.44018 7) Gable studs spaced at oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom chord and any other members. will 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 14 except �• FS'�,/ •••• �N Qt=lb) 16=155,8=177. Apri 4,20 ,?y 01 e ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE.t� i, Rid Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ea a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 141* !t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La �jt11id1tlq Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^F' r �q Job Truss Truss Type Qty Ply 745A PC I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 850174632 745A—PC—GR GE6 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 Job Reference o tional Alpine Lumber Co., Commerce City,C0,80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:20 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-y7D VVxtgmbmaADOlOg8wZFwH 1 Q_WT2mhOKjJgszU86X r -0-0 6-3-0 { 12-6-0 i1 1-0-0 6-3-0 6-3-0 1-0-0 4x6 = 24 23 22 21 20 19 18 17 16 15 14 3x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4 I 2x4 11 Scale = 1:40.4 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 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 14 n/a n/a BCLL0.0 ar`nl Rr.ni inn Code IRC2012ITP12007 Matrix -R Weight: 71 Ib FT=20f LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOF CHORD 2x4 SPF Not except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 24=-243(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-193(LC 4), 14=-139(LC 5), 23=-213(LC 5),15=-177(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=270(LC 15) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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) 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 ANSIfrPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=193, 14=139, 23=213, 15=177. ��[NO 0 LICF C� O •SOON %s� ZO 02'e ;U O; 's PE -44018 ON April 4,22Vr7 City of ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-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 Wheat R i 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 10, 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 BCS] Building Component 7777 Greenback Lane f3uilding Di ISOn/ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1�9, Job Truss Truss Type Qty Ply 745A PC 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Plate Offsets (X Y)- 12'0-1-15 0-0-21 136:0-0-0 0-1-121 [36:0-3-0 0-1-4] [37 0-1-12 0-0-01 [49:0-3-0 0-1-121 DOL=1.33 R50174633 745A_PC_GR GE7 Roof Special Supported Gable 1 1 CSI. DEFL. in (loc) I/deft Ud Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:22 2017 Page 1 I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-uWLGwdv41D01PXX88FAOfgOdlDhjxx?_seCQvIzU86V 1 18-3-0 13-9-8 4x6 = 17 18 Scale = 1:59.2 28 I I° 3x6 52 3 12 5x6 = 4x6 = 3x5 = 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. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-8-11 REACTIONS. All bearings 32-0-8. (lb) - Max Horz 2=239(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 49, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 39, 38, 37, 35, 34, 33, 32, 31 except 52=-142(LC 10), 30=-126(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 29, 2, 49, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 39, 38, 37, 35, 34, 33, 32, 31, 30 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6-5-6 TOP CHORD 15-16=-67/254, 16-17=-58/260, 17-18=-53/255 25-7-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Plate Offsets (X Y)- 12'0-1-15 0-0-21 136:0-0-0 0-1-121 [36:0-3-0 0-1-4] [37 0-1-12 0-0-01 [49:0-3-0 0-1-121 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 LOADING (psf) SPACING- 2-0-0 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 7) Gable requires continuous bottom chord TC 0.09 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 49, 41, 42, 43, BC 0.06 Vert(TL) 0.00 1 n/r 120 Fss/O•... \ TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 29 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 189 Ib FT = 20 BCDL 10.0 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. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-8-11 REACTIONS. All bearings 32-0-8. (lb) - Max Horz 2=239(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 49, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 39, 38, 37, 35, 34, 33, 32, 31 except 52=-142(LC 10), 30=-126(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 29, 2, 49, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 39, 38, 37, 35, 34, 33, 32, 31, 30 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-67/254, 16-17=-58/260, 17-18=-53/255 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 perANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. O [_)G+� 6) All plates are 2x4 MT20 unless otherwise indicated. bearing. '010 ........ Off; • 7) Gable requires continuous bottom chord O SO0V est( �* 8) Gable studs spaced at 14-0 oc. • O O 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 ; 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 ; C) will fit between the bottom chord and any other members. PE -44018 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 49, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 39, 38, 37, 35, 34, 33, 32, 31 except Qt=lb) 52=142, 30=126. p 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 29, 49, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 39, 38, 37, 35, 34, 33, 32, 31, 30. Fss/O•... \ Apr' 4,20ty of ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE.Y v n e' ai tt 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 verify the applicability of design parameters and properly incorporate this design into the overall Mi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' )3utlding D1vI5D. is always required for stability and to prevent collapse withpossible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSVTPII 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 1C _1 rn osa1n Job Truss Truss Type Qty Ply 145A PC TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 850174634 745A—PC—GR H1 Half Hip Girder 1 1 Rep Stress Incr NO WB 0.47 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 S.o3u s Jan z3 zu1 I MI I eK industries, mc. I ue Apr uv ua:so:zs zu i I rage _i I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-Mive8zwj3 W891 g6KiyhdBuYcmdubgJh85lyzRBzU86U -1-0-0 3-0-0 5-10-4 9-0-0 1-0-0 3-0-0 2-10-4 3-1-12 4x6 = 4x6 11 3x5 = Scale = 1:19.0 Plate Offsets (X Y)-- f2:0-3-9,0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) [/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.10 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wrind(LL) 0,04 8-9 >999 240 Weight: 34 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc puriins (4-6-13 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 8-9-2 oc bracing. SLIDER Left 2x4 HF Stud 1-6-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7=771 /Mechanical, 2=911/0-5-8 Max Horz 2=65(LC 7) Max Uplift 7=-211(LC 6), 2=-292(LC 6) Max Grav 7=871 (LC 23), 2=938(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1724/485, 4-5=-1514/449 BOT CHORD 2-9=-455/1569, 8-9=-419/1593, 7-8=-419/1593 WEBS 4-9=-119/534, 5-8=-39/299, 5-7=-1724/442 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 0 f 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P G' 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �4��...••..�F�/� '•. will fit between the bottom chord and any other members. .. S00/V 8) Refer to girder(s) for truss to truss connections. • O 0 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) (S 7=211,2=292. E 44018 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 436 Ib down and 185 Ib up at ; 56 Ib 7-0-12 bottom The design/selection of GV 3-0-0, and 140 Ib down and 56 Ib up at 5-0-12, and 140 Ib down and up at on chord. device(s) is the of others. such connection responsibility 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FS ••••' sioN LOAD CASE(S) Standard April 2066 of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USEe � � rh at rS i' id a Design valid 101 -use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a 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 Building DIMSO fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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, Site 109yy.. n,,,� um„r,e� cn oSe UiV Job Truss Truss Type Qty Ply 745A PC R50174634 745A PC GR Ht Half Hip Girder 1 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 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 2-7=-20 Concentrated Loads (lb) Vert: 9=-436(F) 11= -140(F)12= -140(F) B_U3U s Jan Y3 EUI / MI I etc Industries, Inc. I us Apr U4 u`J:315:z3 zu1 / rage z ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Mive8zwj3W891 g6KiyhdBuYcmdubgJh85lyzRBzU86U City of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/092015 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 at ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall QjV150 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Building 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 cum uohnr� cn asatn Job Truss Truss Type Qty Ply 145A PC LOADING (psf) SPACING- 2-0-0 CSI. 850174635 745A PC_GR H2 Half Hip 1 1 Vert(LL) -0.02 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:212017 Nage 1 I D:?xfMN5C5NX640BpB S IVnD6yB4Fr-ET89zKzD7lebVI05xomZMkjMTELLbC Bj?wwBayzU86Q -1-0-0 5-0-0 8-6-0 1-0.0 5-0-0 3-6-0 Scale = 1:18.1 5x6 = 3x5 11 3x4 = NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O�PO 0 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 •..•••..� will fit between the bottom chord and any other members. r 500A,,"'. sC 8) Refer to girder(s) for truss to truss connections. O 01- 9) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) : U 2=143. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P E44018 OW 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 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 MiTek"idle' �l`rlr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding theLl'' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-39 and BCSI Building Component 7777 Greenback LaneSuite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 5-0-0 3-6-0 Plate Offsets (X Y)- [2:0-3-5,0-0-51 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 0.54 Vert(LL) -0.02 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) -0.01 7 >999 240 Weight: 32 Ib FT = 20 BCDL 10.0 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: 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-6-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=413/Mechanical, 2=502/0-5-8 Max Horz 2=100(LC 7) Max Uplift 6=-89(LC 6), 2=-143(LC 6) Max Grav 6=434(LC 23), 2=613(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-609/83 BOT CHORD 2-7=-83/450, 6-7=-88/442 WEBS 4-6=-512/92 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O�PO 0 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 •..•••..� will fit between the bottom chord and any other members. r 500A,,"'. sC 8) Refer to girder(s) for truss to truss connections. O 01- 9) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) : U 2=143. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P E44018 OW 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 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 MiTek"idle' �l`rlr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding theLl'' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-39 and BCSI Building Component 7777 Greenback LaneSuite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 745A PC TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R50174636 745A H3 Half Hip 1 1 Max Horz 2=139(LC 9) -PC -GR Max Uplift 5=-88(LC 6), 2=-151(LC 6) Max Grav 5=430(LC 24), 2=668(LC 24) Job Referenc:(.pfional) Alpine Lumber Co., Commerce Cily,CO.80022 1-0-0 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 U9:38:21 2U1 7 rage 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-ET89zKzD7lebV IQ5xomZMkjOUEJIbD 1 j?wwBayzU86Q 7-0-0 8-6-0 7-0-0 1-6-0 5x6 = 2x4 11 3x4 = 3x4 = Scale = 1:19.0 LOADING (psl) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 10.0 R SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.41 BC 0.36 WB 0.13 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-6 >999 360 Vert(TL) -0.16 2-6 >622 240 Horz(TL) 0.00 5 n/a n/a Wmd(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 35 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=399/Mechanical, 2=512/0-5-8 Max Horz 2=139(LC 9) Max Uplift 5=-88(LC 6), 2=-151(LC 6) Max Grav 5=430(LC 24), 2=668(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/7 WEBS 3-6=0/305, 3-5=-501/43 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live roads. 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 for truss to truss connections. Pp 0 LICF- girder(s) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) ..•• �O? So O•••..N •. F� 2=151. • O 0 - 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.(� PE -44018 _�p0, ril 4,2017 ® 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 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 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 MH, inht, cn osetn Job Truss Truss Type Qty Ply 745A PC LUMBER- BRACING - TOP CHORD. 2x4 SPF No.2 850174637 745A H4 Half Hip 1 1 except end verticals. -PC -GR P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-4-11 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:28 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-jgiXBgzru3mS7S?I U WHouxGaMehUKcDtEafk6PzU86P -1-0-0 4-7-12 9-0-0 9- 12 1-0-0 4.7-12 4-4-4 0- -12 of0 5 6 3.5 11 3x4 = Scale = 1:20.9 LOADING (psf) TCLL 30.0 (RPof 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 0.34 BC 0.23 WS 0.32 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.02 2-8 >999 360 -0.05 2-8 >999 240 0.01 7 n/a n/a 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 36 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 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 HF Stud P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-4-11 O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) MiTek recommends that Stabilizers and required cross bracing 7=111, 2=140. •U O; be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7=455/Mechanical, 2=527/0-5-8 nA Max Horz 2=178(LC 9) Max Uplift 7=-111(LC 10), 2=-140(LC 6) Max Grav 7=533(LC 15), 2=550(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-772/118 BOT CHORD 2-8=-127/648, 7-8=-127/648 WEBS 4-7=-712/181 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. If; 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. p 0 LIC,, 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 P will fit between the bottom chord and any other members. �, ••••••.• S : SOO/� *% F� 7) Refer to girder(s) for truss to truss connections. O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) . rp O?.� 7=111, 2=140. •U O; PE.44018 nA April 4, 2017 . WARNING. Verify design parametersand 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 OF at russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sualw1 always required toated is tre entocclant ucse withkling individual ndandchro prord operty dmbers amage. Forgeneralguidditional ance regarding dlnd nertn anent brecing MiTek' cyuaLtki��±��tf Y q Y P P P P injury P P Y 9 9 g 9 fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 145A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins, BOT CHORD 2x6 SPF 1650E 1.5E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 850174638 745A_PC_GR H5 Monopitch Girder 1 1 TOP CHORD 1-2=-1044/289 BOT CHORD 1-5=-285/931, 4-5=-285/931 WEBS 2-5=-61/307, 2-4=-1006/351 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:28 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr jgiXBgzru3mS7S?IUWHouxGZoehwKa_tEafk6PzU86P 4-6-0 9-0-0 4-6-0 4-6-0 1 � 0 3x4 = LX4 4x6 = Scale = 1:20.9 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.44 BC 0.20 WS 0.46 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.02 1-5 >999 360 Vert(TL) -0.04 1-5 >999 240 HOrz(TL) 0.01 4 n/a n/a Wind(LL) 0.02 1-5 >999 240 PLATES GRIP MT20 185/144 Weight: 37 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins, BOT CHORD 2x6 SPF 1650E 1.5E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=646/0-5-8, 4=538/Mechanical Max Horz 1=173(LC 7) Max Uplift 1=-183(LC 6), 4=-169(LC 10) Max Grav 1=668(LC 14), 4=603(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1044/289 BOT CHORD 1-5=-285/931, 4-5=-285/931 WEBS 2-5=-61/307, 2-4=-1006/351 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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) except (jt=1b) 00 LIc 1=183,4=169. •..•••••• • 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 Ib down and 40 Ib up at �O ; SOON %S�Q 1-0-12, and 109 Ib down and 65 Ib up at 3-0-12, and 109 Ib down and 86 Ib up at 5-0-12 on bottom chord. The design/selection of QO O such connection device(s) is the responsibility of others. : U 9) 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 ' Snow Lumber Increase=1.15, Plate Increase=1.15 1) Dead + (balanced): Uniform Loads (plf) 0�� • \J�' Vert: 1-3=-80, 1-4=-20 tj •"• \ s�ON Concentrated Loads (lb) Vert: 6=-103(B) 7=-109(B) 8=-109(B) April,4, 2017 �,dY a1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ,�.r1 rt& Rtt-9 iJJ MF 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 `'cleat 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 I (��vj5 n fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La SUjli)1f1C� Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^- JobTruss Type Qty Ply 745A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 9 >999 360 850174639 745A_PC_GR H6 JTruss Roof Special Girder 1 1 TCDL 10.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 ' Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:36:29 2011 Nage 1 ID:?xfMN5C5NX640 BpBS IVnD6yB4Fr-BsGv00_TfMullbaU2Do1 R9oiy2?e35sOTEP IerzU860 -1-0-0 3-0-0 I 5-0-0 I 7-6-0 1-0-0 3-0-0 2-0-0 2-6-0 Scale = 1:16.3 2x4 I 3.6 II 3x5 = Plate Offsets (X Y)-- (2:0-3-9,0-2-91, [5:0-3-0,0-2-01 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 0.54 Vert(LL) -0.03 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.05 9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -P Wind(LL) 0.02 9 >999 240 Weight: 31 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. SLIDER Left 2x4 HF Stud 1-6-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7=721 /Mechanical, 2=748/0-5-8 Max Horz 2=114(LC 48) Max Uplift 7=-261(LC 10), 2=-249(LC 6) Max Grav 7=752(LC 28), 2=826(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1307/381, 4-5=-843/267 BOT CHORD 2-9=-354/1140, 8-9=-340/1089, 7-8=-261/878 WEBS 4-9=-123/464, 4-8=-319/116, 5-8=-93/332, 5-7=-1004/328 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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. 0 LICc 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O ND 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 �•..•••..��. s F� will fit between the bottom chord and any other members. �0 ; SOON 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 Ql=1b) U 7=261.2=249. ' PE 44018 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ; 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 Ib down and 185 Ib up at ; 3-0-0, and 109 Ib down and 65 lb up at 5-0-12, and 116 Ib down and 79 Ib up at 7-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. loads to the face the truss are noted as front (F) or back (B). F�'�, "•' 12) In the LOAD CASE(S) section, applied of ON LOAD CASE(S) Standard Apr 4,20 -Ay of ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 1010312015 BEFORE USE. (� 4 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 MiTek' is always required for stability and to calla Pse with Possible Personal injury and damage. For general guidance regarding the .l�IVIO s fabrication, storage, delivery, erection and bracing oftrusses 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 _ti r ori g� Job Truss Truss Type Qty Ply 850174639 FJ-obRepference 745APCGR H6 Roof Special Girder 1 1 o tional 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, 4-5=-80, 5-6=-80,2-7=-20 Concentrated Loads (lb) Vert: 7=-116(F) 9=-429(F) 8=-109(F) b.UJU s Jan Z3 zu I / IV]] I eK Inaustnes, Inc. I ue Apr u4 uu:6o:zu zu i t rage G ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-BsGv00_TfMullbaU2Dol R9oiy2?e35sOTEPlerzU860 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 oftntsses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. City of Vwheat Ric MiTek" DIV 7777 Greenback Lane Job Truss Truss Type Qty Ply 745A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R50174640 745A_PC GR H7 Half Hip 1 1 MT20 185/144 (RDOf Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 6.u3u s dan zs zui / ml I eK Industries, Inc. I ue Apr 04 09:38:30 2017 rdyc ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-f2gHcM?6QgO9NI9gcwJ GzM Ls9SMGoayAiu8rB HzU86 N -1-0-0 5-0-0 7-6-0 1-0-0 5-0-0 2-6-0 Scale= 1:16.5 5x6 = 3x5 11 3x4 = 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 0.58 Vert(LL) -0.02 2-7 >999 360 MT20 185/144 (RDOf Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCLL0.0 ' Code IRC2012/TP12007 Matrix -P Wind(LL) -0.01 7 >999 240 Weight: 29 lb FT=20 LIJMBER- 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 2-6-1 REACTIONS. (Ib/size) 6=362/Mechanical, 2=453/0-5-8 Max Horz 2=100(LC 9) Max Uplift 6=-78(LC 6), 2=-132(LC 6) Max Grav 6=362(LC 1), 2=570(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-493/56 BOT CHORD 2-7=-60/342, 6-7=-64/334 WEBS 4-6=-436/71 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=132. 10) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mi Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. pD0 L I c soot; •.• Fo O C) O S PE -44018 Less ON Ap 4,2('11V of Wheat F MiTek '0' 031 7777 Greenback Lane Job Truss Truss Type Qty Ply 745A PC D 0 L=1.33 3-9-0 Plate Offsets (X Y) [3:0-0-0,0-1-121, (3.0-6-0 Edge) f4:0-2-12,0-0-01 3) Unbalanced snow loads have been considered for this design. 850174641 745A PC GR H8 Half Hip 1 1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide LOADING (psf) SPACING- 2-0-0 •••••• CSI. Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 201 / MI I ek Industries, mc. I ue Apr ua uy:,io:3I zu I / rage l ID:?xfMN5C5NX64OBpBS IVn D6yB4Fr-7FOgpiOkA_80_vjsAerV WatOjsgHX1 eJwYuOjjzU86M 7-0-0 1_p_p 7-0-0 Scale = 1:19.7 6x10 = 46 = 3x4 11 NOTES - 3-9-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 7-6-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 3-9-0 D 0 L=1.33 3-9-0 Plate Offsets (X Y) [3:0-0-0,0-1-121, (3.0-6-0 Edge) f4:0-2-12,0-0-01 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. been designed for live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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 0.65 Vert(LL) -0.02 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 ril 4,2,017' BC 0.35 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012fTP12007 Matrix -R Wind(LL) 0.01 2-6 >999 240 Weight: 33 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E "Except' ek recommends that Stabilizers and required cross bracing 3-6: 2x4 HF Stud nstalled during truss erection, in accordance with Stabilizer Fbe allation guide. REACTIONS. (Ib/size) 5=344/Mechanical, 2=459/0-5-8 Max Horz 2=139(LC 9) Max Uplift 5=-77(LC 10), 2=-140(LC 6) Max Grav 5=447(LC 24), 2=607(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-470/4, 4-5=-407/102 BOT CHORD 2-6=-16/315 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 D 0 L=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 nonconcurrent with any other live loads. been designed for live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PD 0 LICF�/j 7)' This truss has a •••••• will fit between the bottom chord and any other members. to truss •• 8) Refer to girder(s) for truss connections.��\,•••••SoO/(j 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) : �QO 02 2=140. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U O PE -44018 oN ril 4,2,017' ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 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 DIV -5011 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek �)ltdt�g 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 ANSIITPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan- p, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiohts. CA 95610 Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. F745APC850174642 745APC_GR H9 Monopitch 5 1ference Max Horz 2=105(LC 7) Max Uplift 5=-57(LC 10), 2=-105(LC 6) Max Grav 5=260(LC 15), 2=340(LC 15) (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:31 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-7 FOgpiOkA_80_vjsAerV Wat2lsi_X2zJwYuOjjzU86M -1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:14.4 3x4 11 2x4 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/TP12007 CSI. TC 0.52 BC 0.24 WB 0.00 Matrix -P DEFL, in (loc) I/deft Lid Vert(LL) -0.03 2-5 >999 360 Vert(TL) -0.08 2-5 >100 240 Horz(TL) -0.00 5 n/a n/a Wind(LL) 0.00 2 `**' 240 PLATES GRIP MT20 185/144 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 2-6-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=234/Mechanical, 2=331/0-5-8 Max Horz 2=105(LC 7) Max Uplift 5=-57(LC 10), 2=-105(LC 6) Max Grav 5=260(LC 15), 2=340(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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) others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 0 L Provide mechanical connection (by plate `p,D ..•.•... 2=105. S�aN �'• F4 0 �2 i PE -44018 i 4, 2017 / AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1-7473 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 t p1V \S�r a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall (3�1�(itClC� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingk MiTe 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 ANSVTP11 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 r.ii HehnN CA aseln Job Truss Truss Type Qty Ply 745A PC (loc) I/defl Lid TCLL 30.0 Plate Grip DOL 850174643 745A—PC—GR H10 Monopitch 1 1 360 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) Job Reference o (tonal Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2U1 I MI I etc Inoustrles, Inc. I us Apr uv ua:3o:2.5 Gu I I rage i ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-MiveBzwj3W891 g6KiyhdBuYhRd_6gQ?85lyzRBzU86U 3x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 1-4 >999 360 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.08 1-4 >700 240 TGDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 1 '"" 240 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 2-6-1 REACTIONS. (Ib/size) 1=243/0-5-8, 4=243/Mechanical Max Horz 1=106(LC 7) Max Uplift 1=-45(LC 6), 4=-60(LC 10) Max Grav 1=248(LC 14), 4=260(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.4 PLATES GRIP MT20 185/144 Weight: 17 Ib FT = 20 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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, 4. e, n�( so sF 1°° 02: PE -44018 0 NW Aril 4,'W817 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. t R+� �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 �1,N 11ezif 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 M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the mvtsOn fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenb Fl,,Wdin9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1 o9 yy��,, Gitmc Hainhfc CA 15a1n Job Truss Truss Type Qty Ply 745A PC Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 850174644 745A_PC_GR H11 Monopitch Supported Gable 1 1 WB 0.02 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 acnt inn Code IRC2012/TPI2007 Matrix -R Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MITek Industries, Inc. Tue Apr 04 09:38:24 2017 Page 1 ID:?xfMN5C5NX64O BpBS IVnD6yB4Fr-quSOLJwLggGOegh WFgDsk55_r1 McPtvHJyhXzdzU86T 5-0-0 5-0-0 Scale = 1:14.4 3x5 11 2x4 II 2x4 11 2x4 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 TGDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 acnt inn Code IRC2012/TPI2007 Matrix -R Weight: 17 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 REACTIONS. All bearings 5-0-0. (lb) - Max Horz 8=104(LC 9) Max Uplift All uplift 100 Ib or less at joints) 8, 5, 6, 7 Max Grav All reactions 250 Ib or less at joint(s) 8, 5, 6, 7 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. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. B) 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 joints) 8, 5, 6, 7. ® 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 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. .• •• Gip N•'•< �o O• z 2' 's PE -44018 i �iril4'Og1f3f ` Wheat Ridge Mire DiVjson 7777 Greenbac anei1diRg Jab Truss Truss Type Dty Ply 745A PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 850174645 745A-PC-GR H12 Half Hip Girder 1 1 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.03 2-6 >999 240 P E.44018 TCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 6.u3u s aan zs zu i / Ivu t ek industries, mc. I ue Apt 04 05.36- cu r f rayu ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-I50OZfxzb8OtG_GjpNk5GJel HReg8HzRYcR4V4zU86S -1-0-0 4-0-0 6-6-0 1-0-0 4-0-0 2-6-0 Scale= 1:14.5 of 5x6 = 3x5 = 3x5 = Plate Offsets (X Y)- f2:0-0-0,0-0-1 11 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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 0.46 Vert(LL) -0.02 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.03 2-6 >999 240 P E.44018 TCDL 10.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a t$' s .•�•� \C� BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 6 >999 240 Weight: 22 lb FT = 20% BCDL 10.0 LIMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5=807/Mechanical, 2=617/0-3-8 Max Horz 2=78(LC 38) Max Uplift 5=-211(LC 6), 2=-197(LC 6) Max Grav 5=819(LC 23), 2=717(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-980/225 BOT CHORD 2-6=-221/838, 5-6=-210/782 WEBS 3-6=-110/578, 3-5=-923/236 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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. P O� D O 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 :.•'•SOO �� sF •• will fit between the bottom chord and any other members. �O • 7(y 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �� : (? 5=211, 2=197. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. P E.44018 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 513 Ib down and 181 Ib up at 4-0-0, and 199 Ib down and 57 Ib up at 6-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t$' s .•�•� \C� LOAD CASE(S) Standard ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall piVisOr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW rw ildin 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 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 745A PC 850174645 745A_PC_GR H12 Half Hip Girder 1 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: 1-3=-80,3-4=-80,2-5=-20 Concentrated Loads (lb) Vert: 5=-199(8) 6=-513(6) d.UJV 5 Jan [J N � / IVO � tlK Ir1uuJOIeJ, II IG. � uC nfll u•r va.00.co cv i r r ayc c ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-150OZfxzb8OtG_GjpNk5GJe1 HReg8HzRYcR4V4zU86S city Oi Wheat p1dge ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 745A PC 850174646 745A_PC_GR H13 Half Hip 1 1 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 6.u3u s ,Ian 23 2ul f ml I ex Inaustrles, Inc. I ue Apr uw ua:oo.zD zu i r rage i ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-150OZfxzb8OtG_GjpNk5GJe_C RcY8JCRYcR4V4zU86S -1-0-0 6-0-0 1-0-0 6-0-0 Scale= 1:17.6 1 0x1 0 MT20HS = 4x6 = 3x4 II Plate Offsets (X Y) [2:0-0-0,0-1-31, f3.0 5-4 Edtlej [4:0-2-12,0-0-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.02 2-6 >999 360 MT20 185/144 (Fbof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 2-6 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.01 2-6 >999 240 Weight: 25 lb FT=20% BCDL 10.0 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 (6-0-0 max.): 3-4. WEBS 2x6 SPF 1650F 1.5E "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 ["St.be llation uide. REACTIONS. (Ib/size) 5=298/Mechanical, 2=406/0-3-8 Max Horz 2=113(LC 7) Max Uplift 5=-65(LC 10), 2=-128(LC 6) Max Grav 5=388(LC 24), 2=538(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-503/35, 3-4=-266/100, 4-5=-352/88 BOT CHORD 2-6=-34/370 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) TOLL: 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) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. SPO 0 LIEF 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q •�.....•• 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 VO:.•' 600/ e• �FQ will fit between the bottom chord and any other members. DO O 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) 5 except (jt=1b) 2=128. PE -44018 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. /ON April 4; 2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. W . f Design valid for use only with 10170M 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 ofdesign parameters and properly incorporate this design into the overall gutldtng Davis T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, 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 log ruNeloht, r.A gsetm Job Truss Truss Type Qty Ply 745A PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 850174647 745A -PC -GR H14 ��Monolpitch 2 1 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.18 2-4 >408 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. I ue Apr 04 09:38:26 zut / rage 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-m Hanm?ybMRWku8rvN5FKp WAB KryatnkanGAd2 WzU86R -1-0-0 6-6-0 1-0-0 6-6-0 Scale= 1:17.1 10x10 MT20HS 11 �I 2x4 = 3x4 = Plate Offsets (X Y) 13:Edge 0 3 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.07 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.18 2-4 >408 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 4 >999 240 Weight: 21 Ib FT=20% BCDL 10.0 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation tide. REACTIONS. (Ib/size) 2=413/073-8, 6=270/Mechanical Max Horz 2=96(LC 6) Max Uplift 2=-117(LC 6), 6=-74(LC 10) Max Grav 2=432(LC 15), 6=307(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-257/31 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 far 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 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 PD 0 Lloz 8) Refer to girder(s) for truss to truss connections..•so o• S others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) •� S� ON* •e• F� 9) Provide mechanical connection (by plate �Ot 0 2=117. ADO U z PE 44018 i ,1 April 4,2017 g2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. N0150"a m 7 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 r3u11rling 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 7777 Greenback Lane fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights. CA 95610 Job ------- Truss Truss Type Qty Ply 745,& PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 850174648 745A L1 Diagonal Hip Girder 2 1 Lumber DOL 1.15 -PC -GF Vert(TL) -0.05 2-7 >1169 240 � ,NO 0��e4lsu TCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 1-5-0 8.030 5 Jan 23 2017 MiTek Industries, Inc. I ue Apr U4 uB:,50:s2 2u 1 / rage -I I D:?xfM N5C5NX640 BpBSIVnD6yB4Fr-bRx2121 MxHGtc313jLMk2nQHjF01GVDS9CdyFAzU86L 2x4 4 3x4 11 2.4 11 b Scale = 1:11.0 Plate Offsets (X Y) [2:0-2-6,0-0-31 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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 0.32 Vert(LL) -0.03 2-7 >999 360 MT20 197/144 (I oof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.05 2-7 >1169 240 � ,NO 0��e4lsu TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 7 n/a n/a PE -44018 BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wmd(LL) 0.02 2-7 >999 240 Weight: 15 Ib FT = 20 BCDL 10.0 Concentrated Loads (lb) Vert: 9=-138(F=-73, B=65) Anril A ?(117 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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 1-11-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=302/Mechanical, 2=368/0-7-6 Max Horz 2=67(LC 7) Max Uplift 7=-101(LC 10), 2=-151(LC 6) Max Grav 7=324(LC 15), 2=378(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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) except (jt=1b) � ,NO 0��e4lsu 7=101,2=151. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 Ib down and 49 Ib up at •'9) SOON•• k 2-9-8, and 65 Ib down and 46 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard -p 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •\C,�G Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 �� •• .• Fss/opi •• Concentrated Loads (lb) Vert: 9=-138(F=-73, B=65) Anril A ?(117 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® 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 fiu)1a1r+� 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 tmsses and truss systems, see ANSI/TPi1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 745A PC TGP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 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. WIT recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer R50174649 745A_PC_GR L2 Diagonal Hip Girder 1 1 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 it; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. Job Reference (.Pt,. Alpine Lumber Co., Commerce City,C0.80022 1-5-0 3x4 = 2.83F12 8.030 a Jan "23 2011 MI I eK Industries, Inc. I ue Apr 04 09:38:33 2017 rage -I I D:?xfMN5C5NX64OBpBSIVnD6yB4Fr-3dVQE01 _ibOkEDtFH3tzb?zOVfJp?yTcOSN VoczU86K 5-7-2 5-7-2 Scale = 1:13.2 2x4 11 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TC-DL10.0 BCLL 0.0 BCDL 10.0-P SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TPI2007 CSI. TC 0.57 BC 0.54 WB 0.00 Matrix DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-6 >973 360 Vert(TL) -0.14 2-6 >441 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.05 2-6 >999 240 PLATES GRIP MT20 197/144 Weight: 16 Ib FT = 20% LUMBER- BRACING- TGP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 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. WIT recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=314/Mechanical, 2=476/0-8-6 Max Horz 2=79(LC 7) Max Uplift 6=-89(LC 10), 2=-197(LC 6) Max Grav 6=350(LC 15), 2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 it; 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) 6 except Qt=lb) 2=197.PD0 LICE 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 42 Ib up at �� •.•••••.�• �s 2-9-8, and 62 Ib down and 42 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the ��� :O SO0/ •. <0 responsibility of others. O 02; 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). : U O LOAD CASE(S) Standard •. PE -4401.8 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 p S Uniform Loads (plf) O ' '�� Vert: 1-3=-80, 3-4=-80, 2-5=-20 .<` • ..... •• Fss/ Concentrated Loads (lb) ON Vert: 8=-124(F=-62, B=-62) April 4,2017 eat i U 9 e ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, antl is for an Individual building component, not a truss system. Before use, the building designer must 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 'J M)TeK , "DIVISOt1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heiahls. CA 95610 Job Truss Truss Type Qty Ply 745A PC 850174650 745A—PC—GR L3 Jack -Closed 3 1 Job Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Jan 23 201 / MI I eK Industries, Inc. I ue Apr u4 u9:38:33 20i rage I ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-3dVQE01_ibOkEDtFH3tzb?zVcfQC?yTcOsNVoczU86K 1-0-0 1 3-0-0 Scale = 1:11.2 3x4 11 2x4 11 ' Plate Offsets (X Y) [2:0-2-5,0-0-51 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 0.12 Vert(LL) -0.00 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wlnd(LL) 0.00 2 * - 240 Weight: 11 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 1-6-6 REACTIONS. (Ib/size) 7=150/Mechanical, 2=230/0-5-8 Max Horz 2=70(LC 7) Max Uplift 7=-36(LC 10), 2=-87(LC 6) Max Grav 7=160(LC 15), 2=232(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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. �o o so!C��F .• s o ti �'• o s° 02 ;U PE -44018 Fss�ON •• April 4,201Zity of A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. �� Wheat Ridge 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 M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Diviscfabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7717 Greenback L�3,uilding Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 N i�hrc cn Qse1n Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 Truss Type Qty in (loc) I/deft L/d PLATES GRIP -0.00 6 >999 360 MT20 185/144 -0.00 5-6 >999 240 0.00 5 n/a n/a 0.00 6 >999 240 Weight: 8 Ib FT = 20 FL4 TOP CHORD 2x4 SPF No.2 FlyT745A�FC 850174651 745A_PC_GR Jack -Closed 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Rerence o tional d.uou s dan zoZu l i ml I eK Industries, Inc. I us Apr U4 09:38:34 2017 Page 1 I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-Xg3oSk2cTu WbrNSRrmOC8CVgQ3nokPjlcV63K2zU86J 2-10-8 2-10-8 FF.T.UnRill 2 3 3x6 11 6 5 2x4 11 4 Scale= 1:11.2 TCLDING (psf) 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 0.11 BC 0.05 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d PLATES GRIP -0.00 6 >999 360 MT20 185/144 -0.00 5-6 >999 240 0.00 5 n/a n/a 0.00 6 >999 240 Weight: 8 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 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. M,Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=121/Mechanical, 5=151/Mechanical Max Horz 6=68(LC 7) Max Uplift 6=-21 (LC 6), 5=-36(LC 10) Max Grav 6=121(LC 14), 5=153(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) TOLL: 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) 6, 5. ���PD 0 LICE �4 ; •'• SOO7y •. VOO 0��; PE -44018 i April 4,2017 ;ty ul ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.77r777Greenback Wheat R 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 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 �IJ'I�if1C] r%fit -,- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN duality Criteria, DSB-ee and ng the Building Component ne Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 95610 Y Job Truss Truss Type Qty Ply745A PC 850174652 �Oplicm.l� 745A_PC_GR L5 Roof Special 1 1 I/defl L/d PLATES GRIP (Roof Snow=30.0) Job Reference ipuie L.uniuer co., Commerce cgy,cu.duuzZ 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:34 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Xg3oSk2cTuWorNSRrmOC8CVf03nXkPXICV63K2ZU86J 2-10-8 2x4 11 4 2-10-8 3x4 = Scale = 1:11.2 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL, in (Joe) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 3-4 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 3-4 >999 240 ROLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.00 4 **** 240 Weight: 12 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 PDT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=129/Mechanical, 3=129/Mechanical Max Horz 4=-66(LC 4) Max Uplift 4=-45(LC 4), 3=-45(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 of; bracing. [MiTelta,ecommends that Stabilizers and required cross bracing nslledduring truss erection, in accordance with Stabilizer at a 'on guidg. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 4, 3. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ojN00 Ll ZO 02 •U 0• PE -44018 �ss�ONA� April 4,2017 E A WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.74731.1 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 �P 9 pjV15 I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T3 I)dln building design. Bracing indicated is to prevent buckling of intlividual 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 tmss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component IM, k Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 suite 109 Job Truss Truss Type Qty PlyTJob5Repference (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 850174653 745A_PC GR L6 Roof Special 1 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 (optional) Alpine Lumber Co., Commerce City,CO.80022 4 2x4 11 1 3x4 = 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:35 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-?OdAf43EECeSTW1 ePUvRgQ2gIT7mTsfvr9scsVzU861 2-10-8 2-10-8 3x4 = Scale= 1:14.6 LOADING (lost) TOLL 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 0.14 Vert(LL) -0.00 3-4 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 3-4 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.00 4 ."` 240 Weight: 14 Ib FT=20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=129/Mechanical, 3=129/Mechanical Max Horz 4=99(LC 5) Max Uplift 4=-66(LC 4), 3=-66(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uid NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 lost (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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) 4, 3. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. " pD 0 LICF�s �o .•a sooty • • Fo i PE -44018 April 4,2017 ,® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. �� Wheat Ridge 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ U11dip1g '�iIVISOri fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSI/TPIt quality Criteria, DSB-89 and BCSI Builtling Component 7777 Greenback L Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 956 Job Truss Truss Type Qty Ply 745,& PC PLATES GRIP MT20 185/144 Weight: 12 lb FT=20% LUMBER- BRACING - 850174654 745A_PC_GR L7 Jack -Closed 2 1 ESOT 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 HF Stud Job Reference�(,plbnl) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:35 2017 Page 1 ID:?xfMN5C5NX6408pBSIVnD6yB4Fr-?OdAf43EECeSTW1ePUvRgQ2pET6nTszvr9scsVzUB61 I -1-0-0 i 4-0-0 1-0-0 4-0-0 Scale: V=11' 2x4 = 2x4 II 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 P_J—LL 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 0.23 BC 0.13 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 2-6 >999 360 -0.02 2-6 >999 240 -0.00 6 n/a n/a 0.00 2 **** 240 PLATES GRIP MT20 185/144 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, ESOT 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 except (jt=lb) MiTek recommends that Stabilizers and required cross bracing 2---104. 100 Ll be installed during truss erection, in accordance with Stabilizer � Installation guide. REACTIONS. (Ib/size) 6=193/Mechanical, 2=284/0-3-8 44018cS Max Horz 2=83(LC 7) Max Uplift 6=44(LC 10), 2=-104(LC 6) Max Grav 6=212(LC 15), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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) 6 except (jt=lb) 2---104. 100 Ll S00/V '2• F'o � C) 44018cS Apri 2011y .1 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE, Wheat R 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 �� d g 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 R. ilding QIVISC fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 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 i Job Truss Truss Type Qty Ply 745A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850174655 745A_PC_GR L8 Jack -Closed 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:36 2017 Page 1 ID:?xfMN5C5NX640BpB SIVnD6yB4Fr-UC BYsP4s?WnJ5gcgyB QgDdbOZtSM C ID24pb9OxzU86H -1-0-0 1-11-11 1-0-0 1-11-11 Scale = 1:9.5 3x4 11 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 0.04 Vert(TL) -0.00 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wlnd(LL) 0.00 2 >999 240 Weight: 9 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 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 6=79/Mechanical Max Horz 2=51 (LC 9) Max Uplift 2=-84(LC 6), 6=-19(LC 10) Max Grav 2=199(LC 15), 6=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=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 6. oP L1CF�s • B�� FO Zoo N �2 •U �• PE -44018 April 4„20170 ity rro��1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE, Wheat re I dj ) 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 property Incorporate this design into the overall O' 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 Building Div; Ort fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPI1 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 745,& PC TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d R50174656 745A—PC—GR L9 Jack -Closed 1 1 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 6 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:36 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-UCBYsP4s?WnJ5gcgyBQgDdblgtSNCID24pb9OxzU86H 1-10-3 1-10-3 4.00 12 3x6 11 Scale = 1:9.5 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 0.05 Vert(LL) -0.00 6 >999 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 6 >999 240 B 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 5Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-3 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=85/0-4-0, 4=86/Mechanical Max Horz 6=50(LC 7) Max Uplift 6=-16(LC 6), 4=-21 (LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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) 6, 4. ��PDO LI�C� o �o ;. •' sot; • ;sF •USO 0 *.: . PE -44018 A il4,2017 ` ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.Y 4 1 1 eCat R i _ 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 1. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• ".3Uitd1tltj DiviSon 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 745A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850174657 745A_PC_GR L10 Jack -Closed 2 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Refer to girder(s) for truss to truss connections. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:32 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-bRx2121 MxHGtc313jLMk2nQKUF5RGVDS9CdyFAzU86L 1-0-0 1-11-1 2x4 3 2x4 = Scale = 1:6.6 LOADING (psf) TCLL 30.0 (Roof Snow=3001 .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 0.08 BC 0.04 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 2 >999 360 -0.00 2-6 >999 240 -0.00 5 n/a n/a 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 7lb 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 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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, 5. MiTek recommends that Stabilizers and required cross bracing 0 L ICF be installed during truss erection, in accordance with Stabilizer �o .40 02 Installation guide. REACTIONS. (Ib/size) 2=201/0-3-8, 5=76/Mechanical PE44018 Max Hort 2=47(LC 7) Max Uplift 2=-88(LC 6), 5=-16(LC 10) Max Grav 2=201(LC 15), 5=78(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 5. 0 L ICF ��p,D ;.•o SOON % �o .40 02 z •U �• PE44018 April 4 017 1 h 9.yst' ®WARNING - Ved(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev. 10/03/2015 BEFORE USE 1 l eel Design valid for use only with MiiTek® 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 ` 150, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirektt(j tn� Q1 is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ` $IJ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 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 745A PC WEBS 3-7=-452/173, 4-7=-231/1079 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; R50174659 745A PC M2 Monopitch B 1 Plate Grip DOL 1.15 TC 0.36t(LL) -0.05 2-7 >999 360 MT20 185/144 TCDL 10.0 Job Reference (optional) upine Lumoer t;o., t;ommerce Gry,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:37 2017 Page 1 ID:?xfMN5C5NX64OBpBS NnD6yB4Fr-yO1x414 VmpvAigBOWuxvlr77mGiHxf6CJTLjxNzU86G -1-0-0 5-4-7 10-0-0 1-0-0 5-4-7 4-7-9 Scale = 1:20.7 6x12 4 3x4 = 3x4 II Plate Offsets (X,Y)-- f2:0-2-15 Edge), [4:0-3-12.0-3-01 TOP CHORD 2-3=-1190/189, 3-4=-1189/244 LOADING (psf) WEBS 3-7=-452/173, 4-7=-231/1079 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; SPACING- 2-0-0 CSI.LHorz(TL) in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.36t(LL) -0.05 2-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44t(TL) -0.12 2-7 >999 240 NO 0 L BCLL 0.0 Rep Stress Incr YES WB 0.41 . S00 • �sF -0.01 9 n/a n/a 00 0 �O BCDL 10.0 Code IRC2012/TP12007 Matrix-Rd(LL) : U 0.04 2-7 >999 240 Weight: 35 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 Ess/ON • �� TOP CHORD Structural wood sheathing directly applied or4-9-13 oc purlins, BOT CHORD 2x4 SPF No.2 April ,2017 of. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. except end verticals. WEBS 2x4 HF Stud *Except* Design valid for use only with Mrfek® connectors. This design is based only upon parameters shown, and is for an individual building component, not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4x4 2x6 SPF 1650E 1.5E r 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 OTHERS 2x4 HF Stud n fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. that Stabilizers and required cross bracing [MiTelerommends be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=586/0-3-8, 9=450/0-1-8 Max Horz 2=122(LC 7) Max Uplift 2=-162(LC 6), 9=-95(LC 10) Max Grav 2=623(LC 15), 9=526(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1190/189, 3-4=-1189/244 BOT CHORD 2-7=-203/1101 WEBS 3-7=-452/173, 4-7=-231/1079 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 NO 0 L will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers to value using ANSI/TPI 1 to formula. Building •••��.�,�•• O parallel grain angle grain designer should verify . S00 • �sF capacity of bearing surface. 00 0 �O 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) : U 2=162. PE -44018 Ess/ON • �� April ,2017 of. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Wheat R I d e Design valid for use only with Mrfek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �x a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web 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' --Building Divis n fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 1,%.- Job s CSI. TC 0.45 BC 0.21 WB 0.00 Matrix -P Qty Ply 745A PC TMI TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, FMnp,1yPh`SIruIi WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 850174660 745A_PC_GR cral Gable 1 1 REACTIONS. (Ib/size) 2=331/0-3-8, 3=246/0-1-8 Max Horz 2=69(LC 7) Max Uplift 2=-116(LC 6), 3=-52(LC 10) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:38 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-QbJJH557X711 K_MD4cT812gHBg55gCiLX75GTpzU86F 5-0-0 5-0-0 Scale = 1:11.7 3x5 II 3 4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 .0 * BCDL 10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.45 BC 0.21 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >837 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 **** 240 PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ada. REACTIONS. (Ib/size) 2=331/0-3-8, 3=246/0-1-8 Max Horz 2=69(LC 7) Max Uplift 2=-116(LC 6), 3=-52(LC 10) Max Grav 2=343(LC 15), 3=273(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times 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 wide9 0 L P....�,CF/jj will fit between the bottom chord and any other members. 9) Provide mechanical connection truss to bearing 3. (by others) of plate at joint(s) SOO/(j •. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) • p O 2=116. : 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. U PE44018 Fss�ON Apr; 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.ty y h e 6t R I d g Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, Nil 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 'jildir1C-j Divisor fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ,..- Job Truss Truss�Type745A DEFL. Vert(LL) Vert TL Horz(TL) Wnd(LL) in (loc) I/deft L/d -0.23 13-14 >999 360 -0.48 13-14 >802 240 0.20 9 n/a n/a 0.17 13-14 >999 240 PC850174661 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E 745A_PC_GR S1 Roof l 2 1 Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x4 HF Stud `Except` MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:38 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-QbJJH557X711K_mD4cT812gBwgy8g3pLX75GTpzU86F 1-0- 6-5-6 12-4-4 18-3-0 25-2-12 32-6-0 3-6- -0-0 6-5-8 5-10-12 5-10-12 6-11-12 7-3-4 1-0-0 5x6 = 10 Scale: 3/16"=1' 4X12 3.00 12 3x5 = LOADING (psf) TCLL 30 (Roof Snow=3 0)) BCDL 1 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 0.79 WB 0.63 Matrix -R DEFL. Vert(LL) Vert TL Horz(TL) Wnd(LL) in (loc) I/deft L/d -0.23 13-14 >999 360 -0.48 13-14 >802 240 0.20 9 n/a n/a 0.17 13-14 >999 240 PLATES GRIP MT20 185/144 Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x4 HF Stud `Except` MiTek recommends that Stabilizers and required cross bracing 5-14,6-13,6-11: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x6 SPF 1650E 1.5E 4-1-6 Installation guide. REACTIONS. (Ib/size) 2=1713/0-5-8,9=1693/0-5-8 Max Horz 2=213(LC 10) Max Uplift 2=-294(LC 10), 9=-261 (LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4733/832, 3-5=-4547/981, 5-6=-2410/486, 6-7=-2302/444, 7-9=-2556/381 BOT CHORD 2-14=-864/4131, 13-14=-447/2513,11-13=-180/1664, 9-11=-225/2074 WEBS 5-14=-522/1959, 5-13=-994/361, 6-13=-232/1167, 6-11=-185/673, 7-11=-447/274 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=294,9=261. PO 0 L SOO/y ,•ZOO 02 :C PE -44018 April 4,2017 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. vneaL t,rU�� Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire Uliding DIVISOn 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 GreenbaclPba e Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 745A PC DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.78 850174662 745A_PC_GR S2 Roof Special 1 1 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.20 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:39 2017 Page 1 ID:?xfMN5C5NX640 BpB SIVnD6yB4Fr-unshV R611R9uy8LPeJ_NFGDMf41MP WCUmngq?GzU86E 12-4-4 18-3-0 25-2-12 32-6-0 5-10-12 5-10-12 6-11-12 7-3-4 6; Scale: 3/16"=1' 5x8 = 4x12 3.00 12 3x5 = 6-5-8 B-7-0 B-7-0 8-10-8 Plate Offsets (X Y)-- [2:0-0-15,0-0-131, [9:0-8-14 Edge), [13:0-6-0,04-121 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 0.78 Vert(LL) -0.23 12-13 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.48 12-13 >801 240 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.17 12-13 >999 240 Weight: 175 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 5-13,6-12,6-10: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x6 SPF 1650F 1.5E 4-1-6 Installation guide. REACTIONS. (Ib/size) 9=1612/0-5-8,2=1714/0-5-8 Max Horz 2=208(LC 10) Max Uplift 9=-236(LC 11), 2=-295(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4737/829, 3-5=-4551/978, 5-6=-2413/485, 6-7=-2309/446, 7-9=-2566/382 BOT CHORD 2-13=-857/4135, 12-13=-442/2516, 10-12=-175/1666, 9-10=-220/2082 WEBS 5-13=-519/1960, 5-12=-982/360, B-12=-232/1154, 6-10=-187/680, 7-10=-452/276 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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, with BCDL = 10.Opsf. Llc 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �RO0 �� capacity of bearing surface. O ; SOON •.vst�Q 500Z - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) �O O 9=236,2=295. 2 ;C) r3• PE -44018 -o F0' 0 N Fl iril 4,2017 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Y V 4 1 G u c Design valid for use only with M7ek® 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 MiTe�' Building Diviso 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/TPN quality Criteria, DSS -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�Roof 6-5-8 14-10-11 23-3-13 32-0-8 Qty Ply 745A PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 850174663 745A_PC_GR S3 Vert(LL) -0.22 12-13 >999 360 MT20 185/144 5 1 BC 0.77 Vert(TL) -0.47 12-13 >812 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.20 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 Matrix -R 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:40 2017 Page 1 Weight: 175 Ib FT = 20% LUMBER- BRACING - ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-MzQ3in7N3kHIZlvbB1 VcNTIXcUeg8zge?RaNXizU86D BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-5-8 12-4-4 18-3-0 25-0-0 32-0-8 11-0-0 �1-0-0 6-5-8 5-10-12 5-10-12 6-9-0 7-0-8 Max Horz 2=208(LC 10) Max Uplift 9=-230(LC 11), 2=-292(LC 10) Scale= 1:59.3 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4655/821, 3-5=-4473/971, 5-6=-2376/486, 6-7=-2136/421, 7-9=-2432/362 5x8 = �1 m 4x12 = 3.00 F12 6-5-8 14-10-11 23-3-13 32-0-8 6-5-8 8-5-3 8-5-3 8-8-11 Plate Offsets (X,Y)— 12:0-0-15,0-0-131, 113:0-6-0,0-4-121 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 0.77 Vert(LL) -0.22 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.47 12-13 >812 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.20 9 n/a n/a BCL2 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.17 12-13 >999 240 Weight: 175 Ib FT = 20% LUMBER- BRACING - OP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-8-7 oc bracing. WEBS 2x4 HF Stud `Except'MiTek recommends that Stabilizers and required cross bracing 5-13,6-12,6-10: 2x4 SPF be installed during truss erection, in accordance with Stabilizer SLIDER Rightght 2 2x8 SPF 1950E 1.7EE 4- 4-1-1 Installation guide. REACTIONS. (Ib/size) 9=1589/Mechanical, 2=1691/0-5-8 Max Horz 2=208(LC 10) Max Uplift 9=-230(LC 11), 2=-292(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4655/821, 3-5=-4473/971, 5-6=-2376/486, 6-7=-2136/421, 7-9=-2432/362 BOT CHORD 2-13=-849/4062, 12-13=-434/2460, 10-12=-169/1613, 9-10=-202/1930 WEBS 5-13=-519/1941, 5-12=-968/360, 6-12=-240/1161, 6-10=-167/573, 7-10=-379/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, with BCDL = I O.Opsf. 0 L/G'F 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify •••��•� /jj O�••OSoo sFO parallel grain grain N .• rapacity of bearing surface. O S 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2 9=230,2=292. • U �1 ; 's PE -44018 /ON 4, 2017 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03!2015 BEFORE USE. V Y 1 1 c u >• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall. -.r �-0p1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R t111C%1nq 1Z1`- 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, DSS -89 and BCS] Building Component 7777 Greenback Lane t Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 199 _ --_ Job s pe Qty Ply 45A PC TT' Plate Grip DOL 1.15 FR Vert(LL) -0.19 14 >999 360 MT20 185/144 R50174664 Liz; 745A—PC—GR ecial Girder 1 3 Rep Stress Incr NO WB 0.70 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:41 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-qA_Rw77?g2PcBRUnikOnvhlmNu?otPanD5Jw48zU86C a 3-3-4 3-2-4 5-10-12 5-10-12 6-11-12 7-3-4 Scale = 1:59.1 5x6 = 6x12 3.00 12 Plate Offsets (X,Y)-- [1:0-5-15,0-3-0] [2:0-2-0,0-3-01, [4:0-2-0,0-1-121, [14:0-4-12,0-6-121, [15:0-1-2,0-4-101 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.19 14 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.37 13-14 >999 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.13 14 >999 240 Weight: 600 Ib FT = 20 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 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 2-15: 2x10 DF 1950F 1.7E, 5-12,6-12,7-12: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5E 4-0-8 REACTIONS. (Ib/size) 9=2275/0-5-8, 1=8277/0-5-8 Max Horz 1=200(LC 25) Max Uplift 9=-348(LC 11), 1=-1364(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20743/3514, 2-4=-14147/2445, 4-5=-6007/1037, 5-6=-3353/607, 6-7=-3336/622, 7-9=-3822/583 BOT CHORD 1-15=-3156/17590,14-15=-3233/18053,13-14=-2214/12301, 12-13=-896/5321, 10-12=-393/3178, 9-10=-393/3178 WEBS 2-15=-849/4825, 2-14=-4746/1132, 4-14=-907/5554, 4-13=-7387/1395, 5-13=-417/2696, 5-12=-3216/680,6-12=-371/2318,7-12=-481/324 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: 2x10 - 5 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 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 (B), unless otherwise indicated. Pp O L%� 4) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; s ,,....... enclosed; MWFRS (envelope); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip soot' •, DOL=1.33 � � OO O 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 2 6) Unbalanced snow loads have been considered for this design. 7) All plates are MT20 plates unless otherwise indicated. PE 44018 ; 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. C� �X"_ 10) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify •... \� ' capacity of bearing surface, ON 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 9=348,1=1364. April 4,2`0p+17 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473II-7473 rev. 1010312015 BEFORE USE. p r1 v y' !eat I'' `, d g 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 �' 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 e[[k [31f il(11f1e a'NL:Or 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 oftmsses and truss systems, see ANSI/TPI7 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 745A PC 850174664 745A—PC—GR SG1 Roof Special Girder 1 3 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:41 2017 Page 2 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-qA_Rw77?g2PcBRUnIkOrwhlmNu?otPanD5Jw48zU86C NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 724 Ib down and 143 Ib up at 1-10-12 on top chord, and 6643 Ib down and 1132 Ib up at 3-3-4 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, 6-9=-80, 1-14=-20, 9-14=-20 Concentrated Loads (Ib) Vert: 15=-6643(B) 16=-682(8) City of Ridge ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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,3ulidingDivi 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 ANSIITPl1 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 745A PC 850174665 745A_PC_GR T1 Common 8 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:42 2017 Page 1 I D:?xfM N 5C5 NX640 BpB S IVn D6yB4Fr-I MYg7T8dbMXSpb3_J SX4 S ur_u H NsczwxS I3 U cbzU 86 B 7-6-8 14-9-8 22-0-8 29-7-0 7-6-8 7-3-0 7-3-0 7-6-8 Scale = 1:55.4 5x8 = 61 48 II 11 10 - 8 4x8 II 2x4 II 3x9 =3x5 = 2x4 II LOADING (psf) TCLL 30.0 10) (Roof Snow=3 TCDL 10.0 13CLL 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 0.27 BC 0.61 WB 0.24 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.09 10-11 >999 360 -0.23 10-11 >999 240 0.11 7 n/a n/a 0.05 10 >999 240 PLATES GRIP MT20 185/144 Weight: 140 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 `Except` WEBS 1 Row at midpt 5-10,3-10 5-8,3-11: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 4-2-9, Right 2x4 HF Stud 4-2-9 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1479/Mechanical, 7=1479/Mechanical Max Horz 1=144(LC 9) Max Uplift 1=-234(LC 10), 7=-234(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2383/372, 3-4=-1722/333, 4-5=-1722/333, 5-7=-2382/373 BOT CHORD 1-11=-336/1968,10-11=-336/1968,8-10=-205/1968,7-8=-205/1968 WEBS 4-10=-87/783, 5-10=-722/267,5-8=0/292, 3-10=-722/266,3-11=0/292 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) except Qt=1b) 1=234,7=234. ® WARNING - Verily d-fgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14I1.7473 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 ANSIITP11 Quality Criteria, DSE-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �o�pD0 LIcF4,' co • p So�/V ••. Fp PE -44018 o Apd 4,2017 -- Wh�ea 10, MiTek Building NNIS n 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply 745A PC Plate Offsets (X,Y)- f1:0-0-5,0-0-101 [1:0-0-10,0-5-151, fl:Edge 0-1-51 [2:0-4-0,0-4-121, [8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 850174666 745A -PC -GR T2 Common 1 1 TC 0.34 Vert(LL) -0.10 1-9 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:44 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-FlgaY9Au7znA2vDMQtaYYJwJJ5Om4seDw3YagTzU869 I 7-9-4 15-3-0 22-6-0 30-0-8 7-9-4 7-5-12 7-3-0 7-6-8 Scale= 1:54.0 5x8 = 6.00 r12 5x8 11 a 0 t 4x8 11 2x4 11 5x8 = 2x4 11 7-9-4 15-3-0 22-6-0 30-0-8 7-9-4 7-5-12 7-3-0 7-6-8 Plate Offsets (X,Y)- f1:0-0-5,0-0-101 [1:0-0-10,0-5-151, fl:Edge 0-1-51 [2:0-4-0,0-4-121, [8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.10 1-9 >999 360 MT20 185/144 (Roof Snow=30.0) BCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) -0.25 1-9 >999 240 BCLL 0. 0 Rep Stress Incr YES WS 0.29 Horz(TL) 0.12 6 n/a n/a BCDL 10. 0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 1-9 >999 240 Weight: 137 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt 2-8,4-8 2-9,4-7: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation nide. SLIDER Right 2x4 HF Stud 4-2-9 REACTIONS. (Ib/size) 6=1491/Mechanical, 1=1491/0-5-8 Max Horz 1=144(LC 9) Max Uplift 6=-235(LC 11), 1=-237(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2503/386, 2-3=-1761/335, 3-4=-1743/336, 4-6=-2407/375 BOT CHORD 1-9=-363/2101, 8-9=-363/2101, 7-8=-207/1990, 6-7=-207/1990 WEBS 2-9=0/311, 2-8=-843/290, 3-8=-91/833, 4-8=-730/268, 4-7=0/292 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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. (...."'PE-44018 �Ng 0�Icex'_ 6) Refer to girder(s) for truss to truss connections. 1. 7 Provide mechanical connection b others of truss to bearinglate capable of withstanding100 lb uplift at'oint s except t -Ib so ....... 7) 6=235,1=237. 0N U April ,2017+Y A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 n,1 �' 1 `•` �' I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Job Truss Truss Type Qty Ply 745,& PC R50174667 745A—PC—GR T3 Common 1 _T Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:45 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr jxEylUBWHv1g3oZ_a5n4XTTLVMzpJmN8jH8DwzU868 11-0-0. 7-9-415-3-0 22-8-12 30-6-0 1-0-0 7-9-4 7-5-12 7-5-12 7-9-4 Scale = 1:54.8 5x8 = 5x8 11 9 8 7 5x8 11 2x4 11 5x8 = 2x4 11 I9 0 LOADING (psf) TCLL 30. 1 0 (Roof Snow=3 0) FCLL 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 0.39 BC 0.71 WB 0.30 Matrix -R DEFL, in (loc) I/deft L/d Vert(LL) -0.10 8 >999 360 Vet(TL) -0.26 8-9 >999 240 Horz(TL) 0.12 6 n/a n/a Wind(LL) 0.07 2-9 >999 240 PLATES GRIP MT20 185/144 Weight: 136 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 5-8,3-8 5-7,3-9: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud, Right: 2x4 HF Stud Installation uide. REACTIONS. (Ib/size) 2=1602/0-5-8,6=1500/0-5-8 Max Horz 2=147(LC 7) Max Uplift 2=-268(LC 10), 6=-238(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2515/385, 3-4=-1777/338, 4-5=-17781337, 5-6=-2524/389 BOT CHORD 2-9=-361/2109, B-9=-361/2109, 7-8=-234/2120, 6-7=-234/2120 WEBS 4-8=-94/878, 5-8=-864/292, 5-7=0/310, 3-8=-839/287, 3-9=0/309 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 wideO�Pp O Llc.- 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=lb) s 2=268,6=238. ...••••••.�. S� �� •�. F� • • I PE 44018 ON �b April ,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.Wheat R I d Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Of 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 Building Divi 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 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type City Ply 745A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 850174668 745A PC GR T4 Common 5 1 REACTIONS. (Ib/size) 2=1600/0-5-8.6=1600/0-5-8 Max Horz 2=-147(LC 8) Max Uplift 2=-267(LC 10), 6=-267(LC 11) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:45 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-jxEylU BVvlHv1 g3oZ_a5n4XTTMVNFpJrN8jH8DwzU868 r1-0-0 7-9-4 15-3-0 22-8-12 1 30-6-0 31-6 Q 1-0-0 7-9-4 7-5-12 7-5-12 7-9-4 1-0-0 Scale = 1:55.4 5x8 = 5x8 11 10 9 8 5x8 I I 2.4 II 5x8 = 2x4 II I1 d LOADING (pst) TCLL 30.0 (Roof Snow=3 1 TCDL 1 0.0 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. DEFL, in (loc) I/defl L/d TC 0.39 Vert(LL) -0.10 9 >999 360 BC 0.69 Vert(TL) -0.26 9-10 >999 240 WB 0.29 Horz(TL) 0.12 6 n/a n/a Matrix -R Wind(LL) 0.07 2-10 >999 240 PLATES GRIP MT20 185/144 Weight: 138 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 5-9.3-9 5-8.3-10: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud, Right: 2x4 HF Stud Installation uide. REACTIONS. (Ib/size) 2=1600/0-5-8.6=1600/0-5-8 Max Horz 2=-147(LC 8) Max Uplift 2=-267(LC 10), 6=-267(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2511/385, 3-4=-1773/337, 4-5=-1773/337, 5-6=-2511/385 BOT CHORD 2-10=-358/2106, 9-10=-358/2106,8-9=-224/2106,6-8=-224/2106 WEBS 4-9=-92/872, 5-9=-851/288, 5-8=0/309, 3-9=-851/287, 3-10=0/309 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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 p 0 L/�F will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) except 0t=1b) �p Q ....... Off.•'• sf�0 plate SOON •. �:.'�00 2=267,6=267. 02 ;C) �• PE.44018 4,204RY of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ° heal Ridge 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° ?IJ lldlti nSV1SCtn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSE-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 . Job Truss Truss Type Qty Ply 745A PC Plate Offsets (X,Y)- 12:0-3-8,Edgel, j2:0-0-10.0-5-151, 12:0-0-5,0-0-101, 15:0-5-10,Edge1 2) TCLL: ASCE 7-10; Pf=30.0 lost (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 850174669 745A-PC-G in (IOC) I/deft L/d Common 1 1 TC 0.32 Vert(LL) -0.07 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:46 2017 Page 1 ID:?xfMN5C5NX6408pBSIVnD6yB4Fr-B7oKzgB8ea1uHDNIYHcOdk?gAvm6YpyVJNN1hIMzU867 8-0-0 7-6-8 Scale = 1:30.3 5x6 = 3x9 11 2x4 11 3x9 11 8-0-0 15-6-8 8-0-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 7-6-8 Plate Offsets (X,Y)- 12:0-3-8,Edgel, j2:0-0-10.0-5-151, 12:0-0-5,0-0-101, 15:0-5-10,Edge1 2) TCLL: ASCE 7-10; Pf=30.0 lost (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (IOC) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.18 2-6 >999 240 5=119.2=151. BCDL 10.0 BCLL 0.0 * Rep Stress Inc, YES WB 0.11 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.05 2-6 >999 240 Weight: 62 Ib FT = 20 LUMBER- BRACING- rOP CHORD 2x6 SPF 165OF 1.5E 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. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation guide. SLIDER Right 2x4 HF Stud 4-2-9 REACTIONS. (Ib/size) 5=762/Mechanical, 2=868/0-5-8 Max Horz 2=82(LC 9) Max Uplift 5=-119(LC 11), 2=-151(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1015/174,3-5=-1020/180 BOT CHORD 2-6=-77/802, 5-6=-77/802 WEBS 3-6=0/322 NOTES - 1) Wind: ASCE 7-10; Vuit=145mph (3 -second gust) V(IRC2012)=115mph; 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 lost (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 00 LIEF will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. �p �� •���,���� s O . Soo •. f 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) o �O o� 5=119.2=151. J 2 S •U �• PE44018 ril ,® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 parameters and properly incorporate this design into the overall Building DIVI50 R building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" 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 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 745A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.06 4-6 >999 360 850174670 745A GR T6 Common 2 1 TCDL 10.0 * -PC WB 0.12 Horz(TL) 0.03 4 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City, C0.80022 1-0-0 8-0-0 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:46 2017 Page 1 I D:?xfMN5C5NX640 BpBS IVnD6yB4Fr-B7oKzgB8ea1 uHDNIYHcOdk?gHvmmYpu WNN1 hIMzU867 5x6 11 8-0-0 1-0-0 Scale= 1:31.2 2x4 I I Plate Offsets (X Y)- 12 0-0-5 0-0-101 f2:0-0-10 0-5-151 12'0-3-8 Edgel 14:0-0-5 0-0-101 14:0-0-10 0-5-151 14:0-3-8 Edgej 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) -0.06 4-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.17 4-6 >999 240 TCDL 10.0 * Rep Stress Incr YES WB 0.12 Horz(TL) 0.03 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.05 2-6 >999 240 Weight: 61 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - 'POP CHORD 2x6 SPF 1650F 1.5E 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. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud, Right: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 2=875/0-5-8, 4=875/0-5-8 Max Horz 2=-81 (LC 8) Max Uplift 2=-152(LC 10), 4=-152(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1052/179, 3-4=-1052/179 BOT CHORD 2-6=-80/840, 4-6=-80/840 WEBS 3-6=0/333 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 chard and any other members. N90 LIC 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �� F/jjs 2=152,4=152. .��.....�• V� •' sooty •..t�O O'e. :ZOO G: ;U �• PE -44018 IS.... ON April 4,2017 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 13 D IId In Dlv!$on building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 9 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 oftmsses 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 A - r Job Truss Truss Type Qty Ply 745,&:P7C850174671 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 185/144 745A_PC_GR T7 Common 2 1JobRional BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:47 2017 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-fKLjAACmPu9lvMyx6?7F9yYtjlDkHHDgc1 mFHozU866 2-9-0 5-6-0 2-9-0 2-9-0 Scale = 1:30.5 3x5 46 = 6 3x9 = 2x4 II 2x4 11 LOADING (psf) TOLL 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 0.14 Vert(LL) -0.00 5 >999 360 MT20 185/144 @CDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, ESOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=260/Mechanical, 4=260/Mechanical Max Horz 6=168(LC 7) Max Uplift 6=-37(LC 8), 4=-37(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 101072015 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. N90 LIc SOON • • Fp Uro O� i PE -44018 ON April 11 2017 o VL,,tneatMiTek'dirlq Div' 7777 Greenback Lane Job Truss Truss Type Qty Ply 745A PC LUMBER- BRACING - r OP CHORD 2x4 SPF No.2 TOP CHORD R50174672 745A_PC_GR T8 Common 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x8 SPF 1950F 1.7E 2-9-15 MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:48 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-7Wv50 WDOAC HcXWX8fieUi95?aiXkOklpgh WopEzU865 -0-8-0 -0 4- 0-8-0 a -t -o z -s -o Scale = 1:29.2 4x6 = 3x12 II 2x4 II 4-1-0 6-10-0 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 0.32 BC 0.13 WB 0.06 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 3-8 >999 360 -0.02 3-8 >999 240 0.00 7 n/a n/a -0.00 8 >999 240 PLATES GRIP MT20 185/144 Weight: 37 lb FT=20% LUMBER- BRACING - r OP 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 2x8 SPF 1950F 1.7E 2-9-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 3=606/0-3-8, 7=311/Mechanical, 2=-155/0-1-8 Max Horz 3=164(LC 15), 2=121(LC 8) Max Uplift 3=-360(LC 8), 7=-29(LC 9), 2=-237(LC 14) Max Grav 3=651 (LC 14), 7=311(LC 1), 2=268(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-329/44, 6-7=-297/38 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 II; Exp C; Fully Exp.; Ct=1.1 3) 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. 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 at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=lb) 3=360,2=237. 9) Non Standard bearing condition. Review required. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ,& WARNING. Vedly 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 M7ekO connectors. This design is based only upon parameters shown, and is Won individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. o\D�p 0 0 CICF�s SQON •• �o : ZQ 02 : •U 0• PE -44018 �FssION. �� April -4 2017 Wheat RI W1 MiTek 3uilding Dh 7777 Greenback Lane Job Truss Truss Type Qty Ply 745A PC TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-8 >999 360 R50174673 745A_PC_GR T9 Common 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:48 2017 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-7 Wv50 WDOAC HcX WX8fieUi950riXFOj5pgh WopEzU865 "1-0-0 4-1-0 F 6-2-0 ,1 9_ 1-0-0 4-1-0 4-1-0 1-0-0 Scale = 1:29.2 46 = 3x9 11 2x4 11 3x9 11 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 0.31 Vert(LL) -0.01 2-8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vet(TL) -0.02 2-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Cade IRC2012/TP12007 Matrix -P Wind(LL) -0.01 8 >999 240 Weight: 43 Ib FT = 20 LUMBER- BRACING- rOP 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. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SPF 1950F 1.7E 2-9-15, Right 2x8 SPF 195OF 1.7E 2-9-15 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=488/0-3-8, 6=488/0-3-8 Max Horz 2=141 (LC 7) Max Uplift 2=-77(LC 8), 6=-77(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-422/75, 4-6=-422/75 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. �,PDO LICE o ; o sooty '•.s�`o •U G• PE -44018 l: April 4,21 317 =ify of ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE, ' n @a t i dj q e Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is foram individual building component, not a truss system. Before use, the building designer must vedy 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 BUilding D vison is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW 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 ob Truss Truss Type Qty Ply 745A PC [745A TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.02 6-7 >999 360 850174674 TCDL 10.0 T10 Common 1 1 BCLL 0.0 _PC_GR WB 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:42 2017 Page 1 ID:?xfMN5C5NX64OBpB S I VnD6yB4Fr-IMYg7T8dbMXSpb3—JSX4SurwFHTkc—cxSl3UcbzU86B i -1-o-0 6-0-0 i 12-0-0 113-0-0 r 1-0-0 I- 6-0-0 6-0-0 O1 4x8 \- 8 63x4 II 3x4 I 4x8 = Scale = 1:38.8 Plate Offsets (X Y)— f2:0-3-4,0-1-121,[3:0-4-13,0-2-01,[4:0-3-4,0-1-121 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 0.57 Vert(LL) -0.02 6-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 7 >999 240 Weight: 56 lb FT=20% LUMBER- BRACING - T OP 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 8=677/0-5-8, 6=677/0-5-8 Max Horz 8=236(LC 7) Max Uplift 8=-105(LC 8), 6=-105(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-588/134, 3-4=-588/134, 2-8=-617/139, 4-6=-617/138 BOT CHORD 7-8=-284/453, 6-7=-135/285 WEBS 2-7=-175/264, 4-7=-189/276 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �1 No 0 L/CF 8=105, 6=105. �� ........ �o SO°N �% O �2 z0 PE -44018 Fss�ON April 4,201.7. ® WARNING - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE.h e a t Ridge 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f3Ulldinq Divis.n fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSI/TPI1 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 Job Truss Truss Type 9-3-0 PC SPACING- 2-0-0 CSI. DEFL. 711tyy745A PLATES GRIP 850174675 R T1 CCommon -0.10 8-10 >999 360 1 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.25 8-10 >864 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:43 2017 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-m Y6CKp9FMffJ QIeAt92J?6N3xhiZLME4hPo181 zU86A r1-0-0 4-9-4 9-3-0 13-8-12 18-6-0 t9-6-0 1-0-0 4-9-4 4-5-12 4-5-12 4-9-4 1-0-0� of 4x6 = 11 lu B 5x6 = 3x9 = 3x5 = 5x6 = I9 Scale = 1:52.0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-494/136, 3-4=-787/225, 4-5=-787/225, 5-6=-494/136, 2-11=-520/173 6-8=-520/173 BOT CHORD 10-11=-146/764, 8-10=-39/667 WEBS 4-10=-131/485, 5-10=-285/234, 3-10=-284/234, 3-11=-575/116, 5-8=-575/116 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) (........"PE -44018 011=151.8=151.• S00/y •.? ® WARNING- Verily 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 �R 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 ANSIfTPI1 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 9-3-0 9-3-0 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 0.70 Vert(LL) -0.10 8-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.25 8-10 >864 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 10 >999 240 Weight: 92 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 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-10: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1002/0-5-8, 8=1002/0-5-8 Max Horz 11=326(LC 7) Max Uplift 11=-151(LC 8), 8=-151(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-494/136, 3-4=-787/225, 4-5=-787/225, 5-6=-494/136, 2-11=-520/173 6-8=-520/173 BOT CHORD 10-11=-146/764, 8-10=-39/667 WEBS 4-10=-131/485, 5-10=-285/234, 3-10=-284/234, 3-11=-575/116, 5-8=-575/116 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) (........"PE -44018 011=151.8=151.• S00/y •.? ® WARNING- Verily 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 �R 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 ANSIfTPI1 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 [74T5AP uss Truss Type Qty Ply 745A PC 850174676 �R�T2 Common 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:43 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-mY6CKp9FMffJQIeAt92J?6N41hoeLRR4hPo181zU86A 1-1-0-01 6-3-0 12-6-0 11 1-0-0 6-3-0 1-0-0 4x8 Scale =1:40.0 8 6 3x4 II 4x8 — 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 0.63 BC 0.25 WB 0.16 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.02 7-8 >999 360 Vert(TL) -0.06 7-8 >999 240 Horz(TL) 0.01 6 n/a n/a Wind(LL) 0.00 7-8 >999 240 PLATES GRIP MT20 1851144 Weight: 58 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 8=702/0-5-8, 6=702/0-5-8 Max Horz 8=-243(LC 6) Max Uplift 8=-109(LC 8), 6=-109(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-617/140, 3-4=-617/140, 2-8=-640/144, 4-6=-640/143 BOT CHORD 7-8=-3021488, 6-7=-150/316 WEBS 2-7=-193/281, 4-7=-207/293 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Dpsf; 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)��PD 0 LIC 8=109,6=109. s00% '. O C-) i PE -44018 April 4,2017: ui ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 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 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. Building In �I VISO N' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Job Truss SPACING- 2-0-0 qty Ply 745A PC850174677 I/deft FTusType TCLL 30.0 i (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 745A_PC_GR V1 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:49 2017 Page 1 ID:?xfMN5C5NX64OBpBSl VnD6yB4Fr-biTTbsEOxVPT8g6KDQ9jFNdAu6st1BRz3LFLMhzU864 4-4-13 4x6 = 4 2x4 2x4 i 2x4 II \ LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 i (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a n/a 999 BCLL0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a -11 , H Code IRC2012/TP12007 Matrix -P LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=237/8-9-10, 3=237/8-9-10, 4=325/8-9-10 Max Horz 1=111(LC 5) Max Uplift 1=-58(LC 8), 3=-68(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:24.9 PLATES GRIP MT20 185/144 Weight: 26 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stat afo3 guide, NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3. PD 0 Sol, n416' 0 UO Oe. PE -44018 :Q �O��ss�aN • Ap I4Wheat „2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,211-7473'1 I1.7473 rev. 10/0312015 BEFORE USE.V Y h e ta, t h Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 01, 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 bracingMiTek” Biding Diviso' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 [7;45A Truss Truss Type Qty Ply 745A PC 850174678 PC_GR V2 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:50 2017 Page 1 ID ?xfMN5C5NX64OBpBS IVnD6yB4Fr-3v1 roC EeipXKmgg Wn7gynaAOb WDB Ue861??vu7zU863 3-2-6 6-4-13 3-2-6 3-2-6 4x6 = Scale= 1:18.0 2 4 2x4 ii 2x4 II 2x4 �� LOADING (psi) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=30 Plate Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) VTL) n/a n/a 999 ( BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Weight: 18 Ib FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=166/6-4-13,3=166/6-4-13,4=227/6-4-13 Max Horz 1=-77(LC 4) Max Uplift 1=-40(LC 8), 3=-47(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3. PDO LICE VSO Oi-%i • PE -44018 FSs�ON• April 4,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1114II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing MiTek* f3Ullfltfl9 DIV`. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ad! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 745A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 850174679 745A_PC_GR V3 Valley 1 1 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:512017 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-X5bDOYFHT7fB0_FiLrCBKojb7wa7D5eFXfkSQZzU862 2-0-0 + 4-0-0 2-0-0 2-0-0 4x6 = 2 2x4 '�' 2x4 II 2x4 '� Scale= 1:11.1 LOADING (ps TCLL 30.0 i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 185/144 10) BCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=95/4-0-0, 3=95/4-0-0, 4=130/4-0-0 Max Horz 1=44(LC 7) Max Uplift 1=-23(LC 8), 3=-27(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTelecommendsrthat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inst, a 'o uide NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 lost (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3. o� P� ooNF�) ,s 0 'VSO Off1. : PE -44018 i ril 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 �� AA ! Building Divison building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V IrTek" 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 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 745A PC 850174680 745A PC GR V4 GABLE 1 1 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:512017 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-X5bDOYFHT7fB0_FiLrCBKojaGwaeD59FXfkSQZzU862 i 5-9-8 11-7-0 5-9-65-9-8 Scale = 1:19.9 4x6 = 8 7 6 3x4 % 2x4 I 2x4 II 2x4 II 3x4 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 5, 8, 6. 6,tPDO LIC,- v�;: SOON •;sFO U iii PE -44018 ON April 4,2017 ® 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 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 �e Rijilding DIMS,. 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 11-7-0 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) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/-TP12007 Matrix -R Weight: 32 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallatio u'd REACTIONS. All bearings 11-7-0. (lb) - Max Horz 1=-47(LC 6) Max Uplift All uplift 100 Ib or less at joints) 1, 5, 8,6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=316(LC 14), 6=316(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 5, 8, 6. 6,tPDO LIC,- v�;: SOON •;sFO U iii PE -44018 ON April 4,2017 ® 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 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 �e Rijilding DIMS,. 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 745A—PC—GR Alpine Lumber Co., V5 Commerce City, Type Qty Ply 1 1 R50174681 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:52 2017 Page 1 ID.?xfMN5C5NX64OBpBSIVnD6yB4Fr-OH9cDuGvEQo2?8gvuYjQs?FjMJvNyYSPIJUOzOzU861 3-9-8 7-7-0 3-9-8 3-9-8 2 4x6 = 4 2x4 5- 2x4 II 2x4 1 Scale= 1:14.4 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 0.21 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -P Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=165/7-7-0, 3=165/7-7-0, 4=306/7-7-0 Max Horz 1=-29(LC 6) Max Uplift 1=42(LC 10), 3=-47(LC 11), 4=-17(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins a la 'o ide NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 4. C° •:00 SOpN '•sFo : UO O � i PE -44018 faf ApriV4,2017 A WARNING. Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. " ~ Design valid for use only with MiiTek® 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 Divis building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 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 745A PC 850174682 745A_PC_GR V6 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:52 2017 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-OH9cDuGvEQo2?8gvuYjQs?FjtJuNyV9PIJUOzOzU861 8-3-14 16-7-13 8-3-14 8-3-14 4x6 = Scale = 1:43.8 3x4 // 9 10 8 7 11 6 3x4 \\ 2x4 11 2x4 i t 3x4 = 2x4 I I LOADING (psf) TOLL 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 0.24 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 57 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-7-13. (lb) - Max Horz 1=219(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 9=-241 (LC 8), 6=-241 (LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=404(LC 13), 9=545(LC 13), 6=545(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-394/273, 4-6=-394/273 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 9=241,6=241. �o�PD 0 LICF�s so •'• Fo ZO 02 : ;U U; PE -44018 Fss/ON W /April 4,201`7 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. . W ll e m K 1 u y G Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 /l'Te R i t I,r! rfl� QIVISOfI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V 1 fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:53 2017 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-UTj_RDHX?kwvdHP5SGEfPDouDjFOhz5Y_zDZVSzU860 14-3-0 7-1-8 46 = 3x4 8 7 6 3x4 \\ 2x4 I I 2x4 I I 2x4 11 Scale = 1:37.7 LOADING (pso TCLL 30.0 i Truss Truss Type Qty Ply 745A PC [745A—PC—GR Plate Grip DOL 1.15 TC 0.20 Vert(LL) 850174683 MT20 185/144 V7 Valley 1 1 Vert(TL) n/a n/a 999 13CLL 0.0 * Rep Stress Incr YES Job Reference (notional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:53 2017 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-UTj_RDHX?kwvdHP5SGEfPDouDjFOhz5Y_zDZVSzU860 14-3-0 7-1-8 46 = 3x4 8 7 6 3x4 \\ 2x4 I I 2x4 I I 2x4 11 Scale = 1:37.7 LOADING (pso TCLL 30.0 i SPACING -2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 13CLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 47 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins al ation aide. REACTIONS. All bearings 14-3-0. (lb) - Max Horz 1=186(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-202(LC 8), 6=-202(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=309(LC 1), 8=423(LC 13), 6=423(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-341/237, 4-6=-340/237 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 5 except Qt=1b) 8=202,6=202. IZ3&. • soo,y • ;sFo s0 0 ; C) PE -44018 A 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 Building DlVlson 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 Mirek' 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 ANSI TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 745A PC 850174684 745A_PC_GR V8 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:53 2017 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-UTj_RDHX?kwvdHP5SGEfPDou7jFKh_oY_zDZVSzU860 5-11-2 11-10-3 5-11-2 5-11-2 4x6 = Scale = 1:31.4 3x4 // B 7 6 3x4 2x4 11 2x4 11 2x4 11 REACTIONS. All bearings 11-10-3. (lb) - Max Horz 1=-153(LC 4) Max Uplift All uplift 100 Ib or less at joints) 1, 5 except 8=-183(LC 8), 6=-182(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=381 (LC 13), 6=380(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-324/229, 4-6=323/229 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 5 except (jt=1b) 8=183.6=182. �p LIr✓F ZUO 0 i PE -44018 s ass ON.�. pril 4,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Uildifl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g dl VlSOrI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 11-10-3 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 37 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inst la'on guide, REACTIONS. All bearings 11-10-3. (lb) - Max Horz 1=-153(LC 4) Max Uplift All uplift 100 Ib or less at joints) 1, 5 except 8=-183(LC 8), 6=-182(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=381 (LC 13), 6=380(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-324/229, 4-6=323/229 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 5 except (jt=1b) 8=183.6=182. �p LIr✓F ZUO 0 i PE -44018 s ass ON.�. pril 4,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Uildifl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g dl VlSOrI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Truss Truss Type Qty Ply 745A PCR50174685 r745A.IC—GR Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 V9 Valley 1 1 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce Cmy,Cu.80022 &WO s dan 21201 ( Mi I ek industries, Inc. ILe Apr U4 09:38:54 2017 Page 1 ID:?xfMN5C5NX640BpBSIVnD6yB4Fr-ygGMeZ19m221FR_HOzluyQK2r7aYQQ0iDdz61 uzU86? 4-8-11 } 9-5-6 4-8-11 4-8-11 Scale = 1:26.7 48 4 3x5 �i 2.4 ll 3x5 � LOADING (psf) SPACING- 2_0_0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 LumberDOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/71`12007 Matrix -R Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=225/9-5-6, 3=225/9-5-6, 4=415/9-5-6 Max Horz 1=120(LC 5) Max Uplift 1=-40(LC 8), 3=-50(LC 9), 4=43(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-267/71 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3, 4. ?JN0 0.0c so X00 0 •C) �• PE -44018 ril 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 rev. 10/032015 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 Building a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 9 DIvison 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/TPil 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 745A PC Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 850174686 745A_PC GR V10 Valley 1 1 WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Jan 23 2017 MiTek Industries, Inc. Tue Apr 04 09:38:49 2017 Page 1 ID:?xfMN5C5NX6406pBS IVnD6yB4Fr-biTTbsEOxVPT8g6KDQ9jFNdCA6tiIBoz3LFLMhzU864 3-6-5 7-0-10 3-6-5 3-6-5 Scale= 1:20.5 4x6 = 4 2x4 'i 2x4 II 2x4 �� 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 0.20 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=185/7-0-10, 3=185/7-0-10, 4=254/7-0-10 Max Horz 1=86(LC 5) Max Uplift 1=-45(LC 8), 3=-53(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTe.1ecommendsrthat Stabilizers and required cross bracing be intalled during truss erection, in accordance with Stabilizer sta a 'o de NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3. SO�icF�s ' pN'• Fa 0 :C) Oa• PE -44018 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. 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 zUlldln9 j�i'V1SQf1 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/TPII Quality Criteria, DSB-89 and BC31 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 Ply 745A PC Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 ) 850174687 745A—PC—GR V11 Valley 1 1 WS 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Job Reference (optional) Alpine Lumber CO., Commerce City,C0.80022 d.u3u s Jan 23 Zu1( MI I ek Industries, Inc. I ue Apr u4 Uy:3b= ZUl I rage "I ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-3vl roCEeipXKmggWn7gynaAP?WEkUeK61??vu7zU863 2-3-14 4-7-13 2-3-14 2-3-14 2 46 = 2x4 �/ 2x4 11 4 2x4 "� Scale= 1:12.4 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) n/a n/a 999 MT20 185/144 (Roof Snow=3 ) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 10 TCDL 10.0 Rep Stress Incr YES WS 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 13 Ib FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=114/4-7-13,3=114/4-7-13.4=156/4-7-13 Max Horz 1=53(LC 5) Max Uplift 1=-28(LC 8), 3=-33(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTeecommendskrthat Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer stat at'o de. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 1, 3. ��PpO LI�F� c� .•'•�*5O* 0n%'• sF4 PE -44018 R%N 5 /OAKEN 4,2017 ` ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, notIN a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall BUllding DIVISf: building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, 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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"'oN Jzo a wo.z f -"a rn a z via Ino- rc�a N F o m V a J N Q w Or m ti 0 N F W -_' W m m w Oo O O C N N a�¢a a �ZWa�aQ'=oaaa :4N3031 >� �x=z o. xo �.v x n. w..�..o�Nn�� m w a a v N n a a rn o m n o m cn rn - dW8 via a lanoo rlosaala 0 O M t�aLs irorw SR -330,5",45 CFM,R g:10x4 ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATION DUE TO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOW CFM UNLESS SUPPLIED BY A 2ND FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR 3/a BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS SR -320,5",45 CFM,Reg:10x4 i Basement 5'0" of 10'Q" 0 8'0" Of 20x10" 25x10" 25x12" 44X10- _ _ _ 14x10" Ceiling RA,7",80 CFM,Grille:12x6 / SR -310,5",45 CFM,Reg:10x4 8'0" of 20x10" 6'0" Of 1, UP v ---- 00 O0 oN C x in T UP DN uP DN Crawl Space L Ceiling RA,4",23 CFM,Grille:12x6 Remington Quail Ridge 5265 Pierson Ct. North Basement City of Wheat NO' - Page: idgePage11 x17" Scale: 1/8" = 1'0" Smith & illis SR -130,7",73 CFM,Reg:10x4 SR -120,7",73 CFM,Reg:10x4 I SR -110,7",73 CFM,Reg:10x4 \ I \ \ r- T Floor RA,10",266 CFM,Grille:1410 \\ \ Mudroom \ Pwdr ning/Kitch SR -100,8",102 CFM,Reg:10x4 / 8" to 7" Reducer Foyer High,14x10",400 CFM,Grille:14x14 SR -170,6",43 CFM,Reg:10x4 SR -140,7",89 CFM,Reg:10x4 / SR -160,7",89 CFM,Reg:10x4 SR -150,7",89 CFM,Reg:10x4 / \ Great Room oyer �P Floor RA,10",266 CFM,Grille:14x10 Study I SR -190,6",48 CFM,Reg:10x4 SR -180,6",48 CFM,Reg:10x4 Remington Main Floor Quail Ridge 5265 Pierson Ct. Page: 11 7" Sc�,�I/w _ 1'0" Smithy '! `i iIIis Bed H igh,7",80 CFM,Grille:12x6 Bed High,7",80 CFM,Grille:12x6 SR -240,7',62 CFM,Re :10x4 S -250,7",62 CFM,Reg:10x4 I SR -260,4",18 CFM,Reg:10x4 SR -270,6",42 CFM,Reg:10x4 \ WC \ Mstr Bath SR -340,4",10 CFM,Reg 110x4 / WIC Bedroom' 3 Ostr/Bed (TG) Laundry (TG) (TG) Bath 3 II Bledroom / /L. SR -280,6",43 CFM,Reg:1/ 0x4 SR -290,6",43 CFM,Reg:10x4 SR -300,4",17 CFM,Reg:10x4 Remington Quail Ridge 5265 Pierson Ct. Hall High,7",80 CFM,Grille:12x6 Hall High,7,80 CFM,Grille:12x6 Loft 1 \ SR -210,6",55 CFM,Reg:10x4 SR -200,6",55 CFM,Reg:10x4 I tR-220,6",43 CFM,Reg:10x4 SR -230,6",43 CFM,Reg:10x4 2nd Floor OF Ity Wheat Ridge Mage: 11 x17" Scale: 1/8" = 1'0" N� Heratirrg A�Fx COndiilCaPiinG o I I J L .5 3A® Vi0 d d O z O FT_%L G O J -c) S'Sl L_w OZ) ZO N y " _ < - wp jo o5Q V) l s* L F- � >¢ m i l on. LLI a. w i LC) WZ n� �ryh 98L ,S �i�/10.5 LoWW 0'll lb 0 Cc w W LL_ LL i w w T 0-0 Dao cqt k ^wU_ 0— 11. L 0•9 i Z 111 a la Z ��q J Z o 1 1 S'1�Z s o. 1+ `� J m limit W f Q Y W J O Z M 0 n m (n Fr ^I m a W +1 = F- R� fis 0 a 2 r nJ n N , .l•bpi o I I J L .5 3A® Vi0 d d 3 �o kms• H 4L r w z N V z O FT_%L G ... 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U m m J -! x =aN3J3l ;SNOLLV013133dS _j OR Q�0 n N N N p o =:�z e n Li VN �onu� mZww w'o F p S U C � W N Z Z=31z a��<olr n OUz7 zz��JL� J IY Q U O O w w m Q ZQJLa u_L_L Jwo-wcr 3 Qxam z a < J :SNOISN3Y4I0 NOVS13S Z J ❑ Q Q U O n W w Q o~ o c x TI F— LdNO w War L N o m~azOf o O 0 a o d 0' j v J N a M z u ¢o25 Q J 0. � R :Nd30NO3 -�1^` S o N AO S310N i i s 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