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Home My WebLink About5252 Quail Street- City of Wh6atfkjAe COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. F: 303.237.8929 July 22, 2019 Owner/Occupant 5252 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201800263 (New Single Family) 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 — August 19 — 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. 29`h 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 Wheatjdg� COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us CERTIFICATE OF OCCUPANCY Permit #: 201800263 1.6 4 City of Wheat '_ j _ge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 4,362 sq ft total Date: 10/26/2018 This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO 1ADDRESS: 5740 Olde Wadsworth Blvd, Arvada, CO 80002 CONTRACTOR/ADDRESS: Megan Sparks 5740 Olde Wadsworth Arvada CO 80002 PROPERTY ADDRESS: 5252 Quail St, Wheat Ridge CO 80033 PARCEL #: 39-162-14-023 ZONING: PRD OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD:N/A FOR THE FOLLOWING PURPOSE: Single Family -New Code Editions: 2012 ICC / 2014 NEC No change shall be made in the Use of this building without Sprinklered: prior notice and a new CERTIFICATE OF OCCUPANCY No from the City of Wheat Ridge Certificate MUST be posted by front door of commercial occupancies Chief Building Official Zoning Administrator PERMIT: III(INid 55 .,', _JOB CODE: Rough Inspection (continued) Date Inspector Initials Comments a 316 Rough Mechanical Residential / 317 Rough Mechanical Commercial a 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Misceiianeous 3-7 Finall;spections Date Inspector Initials Comments 402 rias Meter Release 40` Final Electrical Residential lt% 404 Final Electrical Commercial ,405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning* la- 13 --f vcn^- Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 1'Row/Drainage/Public Works' 413 Flood! plain Inspection** 414 Fire Insp. / Fire Protection*** 1415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* 418 Building Final Inspection .Z r0 �2 ' Note: All items must be comp to ani ad app#rovedy Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. INSPECTION RECORD Inspection online form: http:i/www.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT lft ADDRESS:- ) Q 1.1 1_1 , JOB CODE: ` � Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 303 Roof Sheathing 1 3 Fczoti / P.E. Letter i .' 305 Insulation ; . 104 Foundation, Setback Cert. 307 Metal / Lath / Stucco r� 5 Stem Walls 309 Rough Electrical Commercial F6 Foundation wall Insulation 311 Electrical Meter Commercial Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground 1 Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 303 Roof Sheathing 202 Sewer Underground Int. 305 Insulation 203 Sewer Underground Ext. 307 Metal / Lath / Stucco 204 Plumbing Underground Int. 309 Rough Electrical Commercial 205 Plumbing Underground Ext. 311 Electrical Meter Commercial 206 Water Underground 313 Rough Plumbing Residential Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments ' 301 Rough Framing <q: f 302 Wall Sheathing _ 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS R E CEIVED ) J-� g� 3 .. I Assembly Serial #: CB223356 G f.o`w Consulting Test Date/ Time: 10/4/2018 7:52:01 PM Per esfing c`c Repair, Inc. Tester Certification #: 06-00615 Phone: (303) 537-0126 Assembly Test Results ® Pass ❑ *Fail www.backfiowconsulting.com info@backfiowconsulting.com Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE Facility Address: 5252 QUAIL ST City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvoe Of Use Protection inlet Orientation Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑ Domestic El Containment [I Horizontal 01 Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 75 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 1.7 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑ Tight Relief Valve (RP) Buffer (RP) Air Inlet 2.0 OPENED FULLY (PVB) Shutoff Valve #1: XTi ht Eleaking ❑Re laced Shutoff Valve #2: XTi ht DI-eaking ❑Re laced Back Pressure: Dyes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: Turn Off Date/Time: Turn On Date/Time: Test Kit Make: Mid West Model: 845 Serial #: 07112151 Last Calibration Date: 1/30/2018 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 Roman Phone: (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 U of �= o N N N N y O rn - co °° CO aLn N M v a � Q C3) +� O V) i ZZ O1 O ( v -IC ir 0�: W tU °1 4-J u + IA c o 6 i X N Ln tU •— c o a H = +.+ a v W E c w� ? O a E ora 1,4-� c c o V w W N V+ L W m E 00 W 0 a VLn t71 Ry �1 Q1 Q N Q U O r M u+ . •. N O O 61 O(1) 0 = V = i Ln 0 9 04! a! s a 0 s o C EI U V -E y .—O.d.t CS = w W � o d N `a N ll 0 Q� O W W is co 50 Q/ oo �J `w0 2)0 c V v V v C4 t M O `a Lr) W a c O w o ; o V m atm LL ¢ry)G c cm0 oma err C- v z a z b -o y rnr o n o� o Lr) v i z cwo0 C m r, ROS^ m in w rta S=a a m �� a VLn t71 Ry �1 Q1 Q N Q U O r M u+ . •. N O O 61 O(1) 0 = V = i Ln 0 9 04! a! s a 0 s o C EI U V -E y .—O.d.t CS = w W � o d N `a ll 0 C: c[ W w LU LU LL ¢ry)G V) 41 Ln O O O N N L3 O crJ yr vi GI -o ON N ,v kD O = n 0 C tit v> co m in v m U R vl� V1 C a O n m _ Q w 6 z v� �o OI Ln O C7 V u CG •��• U [ •�S n V .a. �4 O V M li iv Q� E a° C v v ti o ro c c - H ¢ W E O o v n x p c O v V c ' 0 0 o v Q,m m e c v~ j$ ro W N 'Q CQ O N O %q N O 0'1 Q7 C cz 7 16 fp r J E d! w 0 V a a s a VLn t71 Ry �1 Q1 Q N Q U O r M u+ . •. N O O 61 O(1) 0 = V = i Ln 0 9 04! a! s a 0 s o C EI U V -E y .—O.d.t CS = w W � o d N Builder Name' Remington Homes Rating Company: EnergyLogc PennitDataxNumnbnc Rater |D(RTlW): 0788503 Home Address 5252Quail St, Wheat Ridge, C[) Rating Date: 201840-22 80033 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, LM Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1260 CFM50 (1.85 ACH50) from the home. Primary Insulation Levels. Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-49 Floor: R-19 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: Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. ENERGY STAR Qualified Lighting 100% Total Duct Leakage Duct Leakage to Outdoor& " CFM25 Rough -In, with Air 44 CFM25 ENERGY STAR Qualified Appliances and Fans: Handier Refrigerators: 0 Dishwashers: I Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 ExhaustFans:1 Furnace - Natural Gas - 92A AFUE Primary Water Heater (System Type - Fuel Type - 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 rina)or energy efficiency arid other construction HERS* Index features thart contribute to this home earring the ENERG Y STAR.ricluding as Home Eriergy Ratting System (HrRS) score, as determinecl throWh independent inspection and verilwalion Zero Energy Reference Existing porforinad by a trained professional The Homo Energy Ratjrg Systorn is a nationally rocognizod Horne Home Homes uniform meaurrement of #)a irneigy offioency of homes Note thatwton a horrai contains multiple performance levels lor a paArcular feature (a g. 411MIJ-1- 1 11 winclaw eftiency a insulation levels), die predcrininant value is shown, AJso, homes may be certified to earn the ENERGY S [AR using a sampling protocol, whereby one horne 6 randomly En!selected from a set of hoaws ka, roproserhatwe ifispactions Wid Wiling in such cases the hilly features foond in each home within rho sot Ato intended In maol or oxcand the values presented or, lbs certificate The actual values for your home may differ, but offer equiveJent or better performance rhis corOicato was printed using Ekotropefi" (V--2252030) Learn nnora at IECC 2012 Performance Compliance nergyLogic Property Organization anoy.ly. Inalghl. an.vur. 5252 Quail St EnergyLogic Wheat Ridge, CO 80033 Rachel LaMantia Inspection Status 2018-10-22 Reports Builder Rater ID (RTIN): 0786593 5252 Quail St Remington Remington Homes RESNET Registered (Confirmed) Annual Energy Cost Design IECC 2012 As Designed Performance Heating $632 $503 Cooling $131 $117 Water Heating $129 $129 SubTotal - Used to determine compliance $892 $749 Lights & Appliances $799 $784 Onsite generation $0 $0 Total $1,691 $1,533 402.4.1.2 Air Leakage Testing 402.5 Area -weighted average fenestration 405.3 Performance-based compliance passes by 161% SHGC CO 403.2.2 Duct Testing 404 Lighting Equipment Efficiency 402.5 Area -weighted average fenestration U -Factor Mandatory Checklist M Design exceeds requirements for IECC 2012 Performance compliance by 16.1%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been treated in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5_ If rating is Projected, I certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application_ If rating is Confirmed, I certify that the address referenced above has been inspectedltested and that the mandatory provisions of the IECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another party. Name: Organization: Rachel LaMantia EnergyLogic Signature: Digitally signed: 10/22/18 at 1:20 PM Ekotrope RATER - Version 2.2.5.2030 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Rating Tool. /40 M 1� co mo s CL O N C� N O 'O W c P U) cn w 10) 0 o � � O civ E VI U- & G W cr W c c LL Q W (n O 'CO r M u 's ui C7 nj o > LL O U Z Q' N N ` ' c v_ 0 O ft! c Lamm O Z O 211 " > LL � LL N .8 U U U= ro o w �vo E d O O ER cn d e LL 9U� u +r i/ti O .0 C1 c c _ C cn 6. 4 •`+ ro Y ro O w ro E oa ' m O O N w u o 0 CPU � � w0,, u U w V. C y p S N p w +. w id _ V a; 0 U m 'q C O OK B t0 Z CY"D °1=E O V vo 3o (a O U fl E m iQ co a, GZa.� t L) E r (*7 o U O LO t^ v A > N211 N U -O N 0J Y L � a. U � u � w U �j (� CA C� O C[S v , W Q 0� C� r o v L p tv O f6 O o Q) C Ry >ro LL N O 0-.,R a 07 U 3 m > C M C o ya a Z 'O O N 4= m 9' a�. o v o O s% m $ c o, cc > > Oc �E ) O M LL �a� d�UnL CL O N C� N O 'O W c P U) cn w 10) 0 IECC 2012 Label 5252 Quail St HERS@ Index Score: 58 Building Envelope Specs Ceiling: R-49 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-19 Slab: R-0 Infiltration: 1260 CFM50 (1.85 ACH50) Duct Insulation: R-0 Duct Leakaae: 44 CFM25 U -Value: 0.31, SHGC: 0.3 Door: R-7 Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: Air Conditioner • Electric • 13 SEER Hot Water: Water Heater • Natural Gas • 0.69 Enerqy Factor nature: Air Leakage Report Property 5252 Quail St Wheat Ridge, CO 80033 Reports 5252 Quail St Remington nergyLogic Organization °" EnergyLogic Rachel LaMantia Inspection Status 2018-10-22 Builder Rater ID (RTIN): 0786593 Remington Homes RESNET Registered (Confirmed) General Information Conditioned Floor Area [sq. ft.] 3,748 Infiltration Volume [cu. ft.] 40,928 Number of Bedrooms 3 Air Leakage Measured Infiltration 1260 CFM50 (1.85 ACH50) ACH50 (Calculated) 1.85 ELA [sq. in.] (Calculated) 69.3 ELA per 100 s.f. Shell Area (Calculated) 0.804 CFM50 (Calculated) 11260 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 44.0 Leakage to Outdoors [CFM25 / 100 s.f.] 1.2 Leakage to Outdoors [CFM25 / CFA] 0.012 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 44.0 Total Leakage [CFM25 t 100 s.f.] 1.2 Total Leakage [CFM25 / CFA] 0.012 Mechanical Ventilation Rate [CFM] 71.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 71.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 102.3 Ekotrope RATER - Version 2.2.5.2030 RESNET HOME ENERGY (nergyLogic RATING standard Disclosure ... lYfl. nslyhi For home(s) located at: 5252 Quail St, 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 Wj 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: DA. 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 E]4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Installed in this home by 11 Rater []Employer OR is in the business of ORater Employer Thermal insulation systems Rater Employer DRater DEmployer Air sealing of envelope or duct systems DRater DEmployer Rater Employer Energy efficient appliances Rater Employer Rater Employer Construction (builder, developer, construction contractor, etc) Rater Employer ORater DEmployer Other (specify):I Rater Employer DRater Employer E]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 #: 0786593 Name: Rachel LaMantia Organization: EnergyLogic Signature: 2,11 WLI— Digitally signed: 10/22/18 at 1:20 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry 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_lndustry_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 2005 EPAct Energy Efficient Home Tax Credit (13-001 QnergyLogic Property Organization nnolysls. Inslghl, answn. 5252 Quail St EnergyLogic Wheat Ridge, CO 80033 Rachel LaMantia Inspection Status 2018-10-22 Reports Builder Rater ID (RTIN): 0786593 5252 Quail St Remington Remington Homes RESNET Registered (Confirmed) RESNET Confirmed Rating NormalizedModified End -Use Loads (MBtu / 2006 IECC year) Category 2006 IECC 50% As Designed 58.2 Target Cooling Heating 32.4 29.4 Cooling 4.4 5.3 Total 36.8 34.7 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.056 Slab R: 0.0 Window U: 0.310 Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 58.2 38.4 Cooling 8.0 8.0 Total 66.2 46.4 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 44.0 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 STARO 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: Rachel LaMantia Organization: EnergyLogic Signature: Digitally signed Ekotrope RATER - Version 2.2.5.2030 This information does not constitute a warranty or guarantee of home energy performance. OL-_ 10122/18 at 1:20 PM 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 g - Job Address: 5 25 2 C)i <t I re Permit Number: 2-0 i R 0 0'1-(. 3 ❑ No one available for inspection: Time I - OCA AM/M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 1°- 2 5-- i g Inspector: G�_� DO NOT REMOVE THIS NOTICE A 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: VII Job Address: _ �- , - Q vg: I 5 Permit Number: 300017605- ❑ No one available for inspection: Tame � AWPM Re -Inspection required: Yes0 When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: in TIS DO NOT REMOVE THIS NOTICE 3 A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 917a- irt")a I vn9 INSPECTION NOTI �E 410 7- F,'r,.-,► Inspection Type: 901-- iy) .- C � Job Address: Sa Sc?S)- Permit Number: ;� 0! 9 0 0 _d !0 3 e C h ca ,1 C rt ❑ No one available for inspection: Time 5� = 3 z @VPM Re -Inspection required: nse No When corrections have been made, call for re -inspection at 303-234- Date:-/o 03-234-Date:/n LV 5-//,? Inspector: DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:E Job Address: QLA-'j � �- Permit Number: ? 61g0n �-j�3 ❑ No one available for inspection: 'me I `/ AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 if Date: /U <// Inspector:I� DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax z -IIS- Fr`na i INSPECTION NO r t-10`7- nca l�4mdrn% Type: S Inspection T e: N 0- p Job Address: S? S,? v ) S Permit Number: -'--) o! g n 0 a 3 ,Ice 11-e ❑ No one available for inspection: Time q - 5-1 (9/PM Re -Inspection required: (g No When corrections have been made, call for re -inspection at 303-234-5933 Date:-/ o l2 3_/ Jlq 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 NOTICE Inspection Type: '? Job Address: 52_'�F2 QO. c I 5T Permit Number: P701l 002&3( a ❑ No one available for inspecto n: Time // 1;_ AMS--�.- Re -Inspection required: Yd No) When corrections have been made, call for re -inspection at 303-234-5933 Date: c?' Z�, l 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 NOTICE Inspection Type: '? Job Address: 52_'�F2 QO. c I 5T Permit Number: P701l 002&3( a ❑ No one available for inspecto n: Time // 1;_ AMS--�.- Re -Inspection required: Yd No) When corrections have been made, call for re -inspection at 303-234-5933 Date: c?' Z�, l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection bivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: lO � � n� i now Job Address: :52'5Z Permit Number: '70j6 t)0'?.jfS t 1 ❑ No one available for inspection: Time q:00 Opp Re -Inspection required: Yes (N) When corrections have been made, call for re -inspection at 303-234-5933 Date: 8 1 t � Inspector: bare, E d Ve-ff- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE t �Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:'- u�c Job Address: GLS, f Permit Number: 2C)1 02 (.P? ❑ No one available for inspection: Time l 3 pM Re -Inspection required: YesNo When corrections have been made, o -inspection at 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 INSPECTIONNOTICE // Inspection Type: /ryso k[ ko, Job Address: 6-2 5-7— acct S Permit Number: �U / S�faUzCv3 ❑ No one available for inspection: Time Re -Inspection required: YesojlCl _) When corrections have been made, call for re -inspection at 303-234-5933 Date: x-41 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: XW 6)� `I'G Job Address: 522 Permit Number: Vo1i� of 2Lo- 3 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes r''No7'; When corrections have been made, call for re -inspection at 303 -234 - Date: 03-234- Date:'f Inspector: DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:y�C�v�t Job Address: 1525_7 t S Permit Number: ?O/, s ODZ(0 ❑ No one available for inspection: Time .1-2'30 A Re -Inspection required: Yes6o When corrections have been made, call for re -inspection at 303-234-5933 Date: �3,q- t Inspector: 9 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: �_2UUCaarnr Job Address: X252 Qt1lc ( S Permit Number: 1�201?002(03 ❑ No one available for inspection: Time E'; !r y AM/0M) Re -Inspection required: � When corrections have been made, call for re -inspection at 303-234-5933 Date: tJ' 3, f �_ Inspector: DO NOT REMOVE THIS NOTICE 4 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: 6a S L iV, -p- Job Job Address: 5257 Qty t ( -E;;-( Permit Number: 201 4� 0zC,3 ❑ No one available for inspection: Time A Re -Inspection required: Yes A Po When corrections have been made, call for re -inspection at 303-234-5933 Date: 5.3' I Inspector: r-(-) DO NOT REMOVE THIS NOTICE 1* � 4 i CITY OF WHEAT RIDGE } kA Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: VW -610 Job Address:�� , c Permit Number: 20 i S Lo 2— (,P,3 ❑ No one available for inspection: Time iT AM/PM= Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: ? - �' f � Inspector: f 67 DO NOT REMOVE THIS NOTICE I i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE pvo6 y P1 ocu 6 Job Address: 62 S-2 C 1ja t l -T Permit Number: 201 W60 2(v3 ❑ No one available for inspection: Time �r7� AM PM Re -Inspection required: Yesy1 When corrections have been made, call for re -inspection at 303 -234 - Date:— '9, -3, ( k Inspector: 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 �OTICE 3D S - Po vel Alec e5 Inspection Type: 3./ m - M - J 4--r Q ie Job Address: S-06-9 ova .') S� Permit Number: 'd 0! g 0 0 a& ❑ No one available for inspection: Time ( t (,�M/PM Re -Inspection required: Yes K NO When corrections have been made, call for re -ins ection at 303-234=5933 Inspect - _ DO NOT REM VE THIS NOTICE i CITY OF WHEAT RIDGE Yuilding InspectidiYDivision I (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax r INSPECTION NOTICE Inspection Type: " I/j, - 'I -260F Job Address: 62152 Q VA 11 15 Permit Number: '2019o02&3 ❑ No one available for inspection: Time AM/PM , Re -Inspection required: Yes.//No When corrections have been made, call for re -inspection at 303-234-5933 Date: ` 6 Inspector: DO NOT REMOVE THIS NOTICE A i -CITY OF WHEAT RIDGE I� Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3z Lf Job Address: 5Z SZ NUAi C, ET Permit Number: Zvi's Cnz �,3 ❑ No one available for inspection: Time s ri AM/6M Re -Inspection required: Yes & When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: i CITY OF WHEAT RIDGE Building1nspectiorrbivision ' y; (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:ye-10F 5h c.G41 IVXQ 'P Job Address: G2S2 (Skop_► 1 -52 Permit Number: r,2(J 18 0 b z C,P3 ❑ No one available for inspection: Time I`-IUQ AWPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234- Date:- (o-25.1 Inspector: DO NOT REMOVE THIS NOTICE 4 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: zPd4 AD - Q_ Cn I ,\J -r Job Address: S-a� `-i Qca , t, I < 1 Permit Number: r) (_)) O ❑ No one available for inspection: Time /(7,. o o *PM Re -Inspection required: Yes N When corrections have been made, ca for re -inspection at 303-234-5933 Date: , r3 Inspector: 1 DO NOT REMOVE THIS NOTICE >4 C4 0 Hog t� w LLJ zp 0 < 0 a YCY �c u C) mxm JwO z zx�z ewe W-9 AM dwmf2�—Dofl . 40. 0.0 . . . Z cl, c AD H 0 m 8 no mo 0 B2g)�;N� U-410. visa "ZI. -1 W>- m Om 0 z 0 071M �-uduj .0j 3,3793n G 0 < 0 - t2 WM2 (.)2smwo� -0 ,osz C,l 1 0 < 46 F- Li0 to LLJ L 11 W -0 y N 0� P 00 u LJ 0 %Q u) cr MZ cS 0 0 C.4 2 z pi P WLL z ,9'Z jr.. ;t. Z, '0 LLJ > 0 iz. 3LIV3n I.; N Z 00 0 m it , V) SIZ VWp4-a p' u tj m2FW ic d-4iz 2N c5; C, Imar ow gom -Z9 14 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: ) O S 5 17--, L I6 )) S/ P F I, ° r Job Address: a 5 gu f._: � Permit Number: Q)O D (_ a ❑ No one available for inspection: Timet k): 1 D �Y/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 4 r r -I / 2r Inspecto Ir 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: )-0-3 f , � 5 Job Address: S a S5 a Permit Number: 2 :D) Y 0_-D �=) ❑ No one available for inspection: Time `' I OA/PM . Re -Inspection required: Yes " No When corrections have been made, call for re -inspection at 303 -234 - Date:— id �a �' Inspector: cit r DO NOT REMOVE THIS NOTICE I City of Wheat Ridge Single Family - New PERMIT - 201800263 PERMIT NO: 201800263 ISSUED: 03/15/2018 JOB ADDRESS: 5252 Quail ST EXPIRES: 03/15/2019 JOB DESCRIPTION: New single family detached with unfinished basement, 2 car front load garage and 1 car side load garage - 4,362 sq ft total Main floor - 2,147 sq ft; Unfinished basement - 1,469 sq ft; front porch - 88 sq ft; garage - 658 sq ft *** CONTACTS *** FEES Total Valuation 0.00 OWNER REMINGTON HOMES OF COLORADO IN Use Tax 51686.00 Permit Fee 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)668-4487 Eugene Willis 170665 Smith and Willis HVAC LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED FEES Total Valuation 0.00 Plan Review Fee 1,452.75 Use Tax 51686.00 Permit Fee 2,235.00 Engin. Review Fee 150.00 ** TOTAL ** 9,523.75 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. PROJECT VALUATION: 270,761.94 Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. For one- or two-family dwellings, the first twenty-five feet (25') 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. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 2" 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. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermit. I further attest that I am legally authorized to include all entities named within this document as partes to the work to be performed and that allrk to be performed is disclosed in this document and/or its accompanying approved plans and specifications. Signatike b„f OWNER 4 CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees 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 ennit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordma or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Build' g Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY ®ate: Plan/Permit 8# Plan Review Fee. � q(,- *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.' Property Address: �" t )T• Property Owner Email: Mailing Address: (if different than property address) Address:h City, State, Zip:(�QCCq i �( Architect/Engineer: cFcL .- nc Architect/Engineer E-mail: Contractor: '-J Contractors City License #:I (L(_,1� Phone: -4 p- -'Q Contractor E-mail Address: Sub Contractors: Electrical: j(� �t' �� Plumbing: (Q �� 00 Mechanical: Mechanical: (fid 1�t� W.R. City License # O1 %-7,5 W.R. City License # (�� F' J W.R. City License # Other City Licensed Sub: City License # Other City Licensed Sub: City License # 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 ❑ RESIDENTIAL 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 and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) ,�Io, QS r Sq. Ft./LF Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) S ,�) 1L, ,-1(,-1 OWNER/CONTRACI'OR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify than 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) orAUTHORIZED REPRESENTATIVEof (OWNER) (CONTRACTO PRINT NAME: SIGNATURE: ATE: DEPARTMENT USE ONLY ZONING COMMMENTS: ?-CK ( ?7 e 7 Reviewer. OCCUPANCY CLASSIFICATION: Z.Ci ZC I BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: /� rC _G7— _& Reviewer: r / N/,/ ON Q�0 —rL /Alj pGvT PLAN 7o PIcoTEC7-- Ap.J.YEN7" FRokl 57b,2kl 1, 11A 7,Q QvNoF 2) A Ggd9/NG C9I2T/FICA-r1oN L 577Zz,42 sf%LL P� � � p�z✓o/z PROOF OF SUBMISSION FORMS TC G,G, %t' CR SIJP¢,�5 5/-- Gga�iN�. Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of hcat R,idge POBL1C WORKS Date: 2 //4 /ig Location: 52--15-2 0OA i S j ATTENTION: BUILDING DIVISION SINGLE 1TAMIL ylD upLEX BUILDING PERMIT APPLIC'A TION RE VIEW I have reviewed the submitted application documents to construct a lVE V�- btOLi^E 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: ZOK X19-' �; refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes No Completed b. c. curb & gutter: Yes sidewalk: No Completed d. Yes Other (specify): Yes No No Completed 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. Vtuk Ktw/'L-� Signature Mark Van Nattan Date 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 Van Nattan Date 6. Stipulations: gapg n42AWt7nw �v`-r-S MQ f2r95fff 42 TCo 50 Q99ag Mt> PW &QAIAA&AI?'CZa/ 7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy, 8. y 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 City of at -` iiF 1C �A?0RKc City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORDS DEVELOPMENT REVIEW )FEES Date: 21/.4 lie Location of Construction: 62152 ,/ t W /L. 577 Purpose of Construction: 51wl ,L 63 a AA /LY 01&- 1e/G Single Family _ 1z Commercial Development Review Processing Pee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multi-Family Review Fees: e Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the 1" and 2nd submittals) :.......................... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the 1' and 2nd submittals): .......................... $500.00 ® Trip Generation Study Review Fee: .................................................. $200.00 ® O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi -Family 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: ® Resubmittal Fees: 3rd submittal ('/z initial review fee): ................. .................................. $300.00 $ 0 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. w„w ci.wheatridge.co.us Rev 12/12 City of W h6at Rdge- RLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: J14JTP> ADDRESS: E22 7 e2fIA/ S! 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 www.ci.wheatridge.co.us Rev 2/08 Rev. 04/17 Quail Ridee Estates — Plan Review Worksheet Address: 5737 a;) S�j' Quail Ridge Estates Subdivision, Lot #: S Block: Applicable survey conditions: ,,-'TND (survey at foundation) '" NRS (survey prior to CO, if within 2 feet of setback) '�"DOUD 1 (landscaping) t/DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%) (not including accessory structures) Total Proposed Building Coverage: ;�15 g�— sq. ft. I �� sq. ft. 2, IMO sq. ft. �';, 13 Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Z S + Interior Side 5' S I Side on street 10' Rear 20' 301 Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2, --� Side (if under 8' tall) Rear (8'-15' tall) 5' � Side (8'-15' tall) Building Height Maximum Provided Main Building 35' , l� -b w,;o(-4paK Accessory Structure 15' s Is the structure within 2 feet of minimum setbacks? (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Provided Total Coverage —Required 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): NIAr ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side fagade 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. I 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. PA ❑ 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. 0 "AU 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 NGA ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ 0scq following shall be installed in front yards: one – 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. City of Wheat Fidge 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: I I ga �5 I ' Project Address: Name of Firm/ Individual submitting documents: In Project Type/ Description: 3Fb Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY am a duly authorized representative of the agency indi ated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District alley Water District o Denver Water Agency Notes: Sig nat ute: GSI (Agency Repre ntative) o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Date: '✓/� PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern_ (A QUASI MUNCIPALITY) December 14, 2417 Re: 5252 Quail Street 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, ww� r Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. AtIl : 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 �, 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: t i ?-Slw Name: Robert R. Short Title: President state of Colorado ) County of)ss E��1 G'� ) 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 seal✓5 6 My commission expires: ".i—/L JANET S JACKSON NOTARY PUBLIC STATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Notary,; Public Page 2 of 3 n 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 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $61.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and bender 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 properly located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal 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; NCS— '1��DOY-co 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of L,ender's Security), and the balance in accordance with the terms and conditions of the Note. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are tiled. 2 1353913.2 7. Preservation and Maintenance of PropertX. 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 frorn Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part {FUOM thereof, or for conveyance in Iieu 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 may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, Axa 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. A13pointment 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 1353913.2 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 information 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 fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 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 ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HO Colorado comoratil By: Title: STATE OF COLORADO § COUNTY OF COLORADO, INC., a The for oing instrument was acknowledged before me this 26th day of February, 2016, by fiQS ,QS Prete of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANN� 004 A BUCHAVAN Notary _Pub* State of Colorado Notary 10 20004037048 My Commission Expires Sep 23, 2011 1353913.2 Witness my hand and official seal. My commission expires: Notary Public Mitek' Re: 50876 715A \ ]r�FX) Y 11 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: R51377759 thru R51377800 My license renewal date for the state of Colorado is October 31, 2017. ." city lof ' W heat R _ge s:� COMMUNITY DEVEWPMEIYT city of APPROVED Ievietyed for Code Compliance w\Nrie art DivisorDu;idingDate "Examiner V Ailyd Permits The issuance oto permit or approval01 plom spec4kotiau 1 coaWtotions shall not be a permit for, of on oppravat o(. any vrofolion to 01 AQ provisions of the buiAding code or of any City ordinonces. Permits .omNP to give ovthority to violate of concet the provision of the auiN„M Jes or other ordinances of the City shall rat be valid. v August 10,2017 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 as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. 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N NG 3a�3n ,S °GZ ASN °GZ �~ }wQF-wo n �� w `� M W to l�'9Zl ��°ti M 95��68S �} �— yys3a�83n ,S. s— u s r2 s Z2� W OUz� a JQQ��N zzaQ�� "" L1 Im< M f Lr)r I X%0 o0 .� N Ln u) 0 LL 9� Q Z ar Q 2 pp o o W W Q �L�cn�� D _ I hI AO ,Z (OZ b W ya' wo W J :SNOISN3W10 O i �I N I t ISI J o J ADVa 3S O J � � � j O � O �Y F-w(no a H U Lu Ci d p w a p0 N o O m JO o �= Z rj -i Qmp n.. �j Nm omd J-1 a roti r,,NUN �lJv , a n :N2130NOO 30 S310N ' u E 2 m D N rG d Uo o NO C g N C ao0 $aO y c � m � w ai nm5 Ew« M,0 v 7 -MMM U) W 5 O 2 �_ N U/ LL 70 C/) � � W " m 0 NmM O C a N N f ^; U c C: >, m C: E � Z OC� Z "-S_ p U) W 5 O 2 v O n Z " m 0 NmM �D �� O x TULL ,I Z X t� W w 0 � W ^L W E J rn O Q U) i 70 a J ��D� 43 '= N _ r- o rr Y O oE� O M U � a v O n U " m N � N N M NmM �D �� O x TULL rr Y O oE� O M U � a 4 Job Truss Truss Type Qty PLATES GRIP MT20 197/144 Weight: 356 Ib FT=20% 715A TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or �Ply� 851377759 50876 Al Roof Special Supported Gable 1 1 (lb) - Max Horz 1=-189(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:37 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM t DzzIA2s-sW?afgCYw6X5nkRl UiRXaYfroGvg5A?tgmlJR?ypHO8 22-3-10 31-8-8 47-0-0 22-3-10 9-4-14 15-3-8 Scale = 1:82.0 5x6 = d - -- r- 17 18 19 6 4x6 = 56 55 54 53 52 51 50 49 48 46 45 44 43 42 41 40 39 38 37 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 3x4 11 4x6 = 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frP12007 CSI. TC 0.05 BC 0.10 WB 0.18 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 36 n/a n/a PLATES GRIP MT20 197/144 Weight: 356 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 2x6 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 25-46: 2x4 SPF No.2 WEBS 1 Row at midpt 18-54,17-55, 16-57,19-53, 20-52 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 47-0-0. (lb) - Max Horz 1=-189(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except 45=-112(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 46, 36, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 45, 44, 43, 42, 41, 40, 39, 38, 47 except 37=340(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-44/253, 13-14=43/269, 14-15=-44/285, 15-16=-44/303,16-17=-46/319, 17-18=-43/312, 18-19=-42/308, 19-20=-45/306, 20-21=-43/280, 21-22=-431253 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 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. P9 0 LIPc 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. Q•••••••••` �� •�. `rF +• soO G : Q N �• 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. �a 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • U �i will fit between the bottom chord and any other members. PE -440-18, 10) Bearing at joint(s) 47 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except Qt=lb) 45=112. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, F •..••• ON 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. August 10,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �w 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 9-3-14 0, 7F-0 7-9-8 Plate Offsets (X Y)— [5:0-3-0.0-3-81, [8:0-4-0,0-4-121 851377760 50876 A2 Roof Special 5 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:38 2017 Page 1 I D:CYHD t gYxHPPz3CR0FKM1 DzzIA2s-KiYytVDAhPfxPuOV2Qym6mBxig2TgQKONQ2szRypHO7 7-7-9 14-11-9 22-3-10 27-0-1 31-8-8 39-2-8 47-0-0 7-7-9 71-1 7-4-1 4-8-7 4-8-7 7-6-0 7-9-8 Scale = 1:79.9 5x6 = 5.00 12 2x4 II 3x5 = sxti 5x8 = 11 10 4x6 = 46 I 4x6 = P 1° o NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 90 Ll 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 �O�© ��F will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=221,9=106,12=325. PE-440.18- August E-440:18 August 10,2017 ® 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 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 ANSIITPI7 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 R9-9 -3- 0 -7-8 3 - -8 39- - 47-0-0 7-7-9 7-4-1 7-4-1 9-3-14 0, 7F-0 7-9-8 Plate Offsets (X Y)— [5:0-3-0.0-3-81, [8:0-4-0,0-4-121 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 0.36 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 TCDL 10.0 * Rep Stress Incr YES WB 1.00, Horz(TL) 0.10 12 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.08 1-16 >999 240 Weight: 237 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 cc purlins. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-11: 2x4 HF Stud 6-0-0 oc bracing: 10-11,9-10. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt 4-13, 6-12, 8-12 2-16,8-10: 2x6 SPF 1650F 1.5E, 4-15: 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) 1=1386/Mechanical, 9=321/0-3-0, 12=2974/0-5-8 Max Horz 1=-190(LC 11) Max Uplift 1=-221(LC 10), 9=106(LC 11), 12=-325(LC 11) Max Grav 1=1501(LC 14), 9=409(LC 15), 12=2974(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2929/423, 2-4=-2073/331, 4-5=-1064/223, 5-6=-875/247, 6-7=36/1211, 7-8=-110/1271, 8-9=-319/390 BOT CHORD 1-16=-422/2589, 15-16=-422/2589, 13-15=-201/1816, 7-12=-531/222, 9-10=-286/219 WEBS 2-16=0/312, 2-15=-902/244, 4-15=-20/520, 4-13=-1341/307, 6-13=104/1221, 6-12=-2238/270, 10-12=-207/287, 8-12=1168/298, 8-10=0/312 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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. 90 Ll 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 �O�© ��F will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=221,9=106,12=325. PE-440.18- August E-440:18 August 10,2017 ® 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 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 ANSIITPI7 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 715,& DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 851377761 I 50876 A3 Roof Special 2 1 Max Uplift 1=-212(LC 10), 9=-110(LC 11), 12=-329(LC 11) TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 n/a n/a Job Reference (optional) m m Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:40 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-G5gil B ERDOvfeCAt9r?EBBHHQTn21 NgJrkXz2KypH05 7-7-9 14-11-9 22-3-10 26-6-1 30-8-8 , 36-0-8 41-4-8 47-0-0 7-7-9 7-4-1 7_4-1 4-2-7 4 271 5-0-0 - 5-4-0 5T 7� Scale = 1:79.8 5x8 II 5.00 FTT 2x4 II 6x6 = 5x8 = ti 4x12 = 4x6 = 4x6 11 P I - -9i 30-7-8 - -8 7-0- 7-7-9 7�-1 7-4-1 8-3-14 0- -0 8-0-0 8-3-8 Plate Offsets (X Y)— [1:0-0-8.0-0-121 [2:0-4-0,0-4-81.[7:0-4-0 0-4-81 [14:0-3-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 Max Uplift 1=-212(LC 10), 9=-110(LC 11), 12=-329(LC 11) TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 1-15 >999 240 Weight: 247 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E *Except* WEBS 6-11: 2x4 HF Stud WEBS 2x4 SPF No.2 *Except* 2-15,7-10,8-10: 2x6 SPF 165OF 1.5E, 3-14,7-12: 2x4 HF Stud REACTIONS. (Ib/size) 1=1313/Mechanical, 9=366/0-3-0,12=3002/0-5-8 Max Horz 1=-190(LC 11) Max Uplift 1=-212(LC 10), 9=-110(LC 11), 12=-329(LC 11) Max Grav 1=1437(LC 14), 9=456(LC 15), 12=3002(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 3-13, 4-13, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2771/399, 2-3=-1913/307, 3-4=-899/200, 4-5=-701/224, 5-6=-38/1234, 6-7=97/1279, 7-8=-220/384, 8-9=-576/206 BOT CHORD 1-15=-399/2446, 14-15=-400/2443, 13-14=-178/1669, 6-12=-475/179, 9-10=-122/476 WEBS 2-15=0/310, 2-14=-905/246, 3-14=-20/533, 3-13=-1346/305, 5-13=126/1320, 5-12=-2182/268, 10-12=-510/143, 7-12=884/254, 7-10=-53/639, 8-10=-497/204 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 20.0psf 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. 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=212,9=110,12=329. ,- 0 LfrC 6�00* SOO/V L PE-440.18- August E-440.18 August 10,2017 ,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �w 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& TOP 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 851377762 50876 B1 Common Supported Gable 1 1 in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-6-8. (lb) - Max Horz 62=131(LC 7) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:42 2017 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-CTdijtGhle9NtVKGHG 1 iHcMiZHdImRCc12036CypH03 1-0- 20-3-10 37-6-8 -0- 20-3-10 17-2-14 5x6 = 17 18 19 Scale = 1:66.4 62 61 60 59 58 57 56 55 54 53 52 51 50 4948 47 46 45 44 4342 41 40 39 38 37 36 35 34 33 32 3x4 = 3x6 = 3x6 = I -; LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.05 BC 0.04 WB 0.18 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 .1 n/r 120 Horz(TL) -0.00 32 n/a n/a PLATES GRIP MT20 197/144 Weight: 292 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 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing: 61-62. WEBS 1 Row at midpt 18-46, 17-47, 16-48, 19-45, 20-43 Mi T'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-6-8. (lb) - Max Horz 62=131(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 62, 32, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 61=-141(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 62, 32, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34,33 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-33/256, 16-17=-35/272, 17-18=-33/269, 18-19=-35/264, 19-20=38/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. go L/C fi 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. Q �•.•��. cS. pOH for live load 16.0 1.00 times flat load of 30.0 on overhangs 1." V p 5) This truss has been designed greater of min roof of psf or roof psf . non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. PE -440:18 • 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �F •..•�� will fit between the bottom chord and any other members. S`/QN 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 62, 32, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (jt=lb) 61=141. August 10,201 7 ,& 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, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Type Qty PIy 715A8550876 PLATES GRIP MT20 185/144 Weight: 200 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 7russ B2 mmon 7 1 except end verticals. 9-11: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:44 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-9swD7ZHxGFQ57pUfOg3AM1R_Y53VECBvmMVAB5ypH01 -1-0 6-11-9 13-7-9 20-3-10 25-11-6 31-7-3 37-6-8 -0-0 6-1.1-9 6-8-1 6-8-1 5-7-13 5-7-13 5-11-5 Scale: 3/16"=1' 6x6 = 5.00 12 13 4x8 = 3x4 = 11 — — — 6x12 = - 3x4 = 9 4x8 = m N LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.28 BC 0.98 WB 0.72 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell L/d -0.41 11-12 >999 360 -0.89 11-12 >499 240 0.15 9 n/a n/a 0.10 11-12 >999 240 PLATES GRIP MT20 185/144 Weight: 200 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, . BOT CHORD 2x4 SPF 165OF 1.5E *Except* except end verticals. 9-11: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* 2-2-0 oc bracing: 10-11. 3-12,7-10,7-9: 2x4 HF Stud, 2-13,8-9: 2x6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-11, 6-11, 3-13, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nide. REACTIONS. (Ib/size) 13=1954/0-5-8, 9=1853/Mechanical Max Horz 13=133(LC 7) Max Uplift 13=283(LC 10), 9=-237(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=662/139, 3-4=-2830/436, 4-5=2086/340, 5-6=-2061/361, 6-7=-2279/337, 7-8=308/66, 2-13=-623/175, 8-9=-334/90 BOT CHORD 12-13=-426/2570,11-12=-309/2366, 10-11=-181/2048,9-10=-24311840 WEBS 4-12=-26/378, 4-11=-886/279, 5-11=-110/1020, 6-11=-570/196, 7-10=0/377, 3-13=-2416/307, 7-9=-2174/313 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 O�Pp Ll 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. Q �r• S0O/V ♦. 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 VQ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) PE -440.18, 13=283,9=237. "Z August 10,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must 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 oftrusses 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 Cflrus Heights, CA 95610 Job Truss Truss TypeQty r Ply 715A Plate Offsets (X Y)— f1:0-4-0 0-2-121 f3:0-2-12,0-4-01, [5 0-1-4 0-2-8] [13:0-5-0.0-6-01 [14:0-1-10.0-5-0] [16:0-4-8 0-2-01 [17:0-4-8.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. 851377764 50876 B3 Roof Special Girder 1 q J TC 0.54 Vert(LL) -0.19 14 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:46 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-5F1 YEJCosgpM7d1W56tRSWG?uvHi4tCDg_HF—YpHO? 3-8-15 7-2-6 8 0-1 12-1-8 16-2-9 20-3-10 25-11-3 31-7-3 37-6-8 3-8-15 3-5-7 0-10- 4-0-12 4-1-1 4-1-1 5-7-13 5-7-13 5-11-5 Scale = 1:65.0 5x6 I I 17 16 15 14 " 'u 13 " 12 11 10 3x5 3x9 II 6x12 = 3x6 I 10x14 = 10x10 = 4x6. = 5x6 = I i 3-8-15 7-2-6 12-1-8 20-3-10 25-11-6 31-7-3 37-6-8 r 3-8-15 35-7 4-11-2 8-2-2 5-7-13 5-7-13 5-11-5 Plate Offsets (X Y)— f1:0-4-0 0-2-121 f3:0-2-12,0-4-01, [5 0-1-4 0-2-8] [13:0-5-0.0-6-01 [14:0-1-10.0-5-0] [16:0-4-8 0-2-01 [17:0-4-8.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.19 14 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.37 14, >999 240 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * TCDL 10.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCLL 0.0* Code IRC2012/TP12007 Matrix -S Wind(LL) 0.11 14 >999 240 Weight: 948 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, 1-3: 2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 165OF 1.5E *Except* 3-15,3-14,7-12,8-12: 2x4 HF Stud, 4-14: 2x10 DF 1950F 1.7E 5-14,5-13,6-13,7-13: 2x4 SPF No.2, 18-19: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 17=11954/0-5-8, 10=4954/Mechanical Max Horz 17=-186(LC 6) Max Uplift 17=141O(LC 10), 10=-582(LC 11) Max Grav 17=11954(LC 1), 10=4954(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-11648/1390, 1-2=-9162/1054, 2-3=-9172/1055, 3-4=17254/1895, 4-5=-16769/1941, 5-6=-8148/1022, 6-7=-8195/1004, 7-8=-7740/943, 8-9=-6253/738, 9-10=-4843/601 BOTCHORD 15-16=-1822/16388, 14-15=-1821/16395, 13-14=-1 103/10631, 12-13=-732/7060, 11-12=-647/5694 WEBS 1-16=-1539/13408, 2-16=-2063/333, 3-16=-10934/1209, 3-14=-1388/226, 4-14=-8408/1001, 5-14=-1159/10272, 5-13=-6882/869, 6-13=-649/5760, 7-13=-370/1010, 7-12=-11851207,8-12=18111853,8-11=-2183/332,9-11=-653/5977 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 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc. D O E�C� 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. ��: •.••so0 �.• cry N 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; left Lumber DOL=1.33 Ci �} .'. G enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical and right exposed; plate grip DOL=1.33 U 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 : PE -4401 5) Unbalanced snow loads have been considered forthis design. 6) Provide adequate drainage to prevent water ponding. �� " 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ;' << ��. •' 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. .�••�• �� 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 ]oint(s) except (jt=1b) 17=1410,10=582. August 10,2017 A wARm1NG - 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 MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M -Tek" 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 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 L ^ Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:46 2017 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-5F1_YEJCosgpM7dl W56fRSWG?uvHi4tCDg_HFypHO? NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 Ib down and 140 Ib up at 10-0-12, and 7405 Ib down and 798 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7363(F)20=-998 21=-998 22=-998 23= -899(F)24= -899(F) ,& 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 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 ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Truss Truss Type Qty Ply 715,&851377764 [Job 0876 B3 Roof Special Girder 1 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:46 2017 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-5F1_YEJCosgpM7dl W56fRSWG?uvHi4tCDg_HFypHO? NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 Ib down and 140 Ib up at 10-0-12, and 7405 Ib down and 798 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7363(F)20=-998 21=-998 22=-998 23= -899(F)24= -899(F) ,& 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 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 ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback 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 715A CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851377765 50876 C1 Roof Special 2 1 Vert(TL) -0.22 8-9 >894 240 TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 8 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 23 2017 M7ek Industries, Inc. Thu Aug 10 09:59:29 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM t DzzIA2s-6Cgz9QPM WLzN_vPq_kiCD BeUemozpAgNG_ah WjypFsC 21-9-8 274-2 167-D 16-5-8 541-8 2--79-80-0 3 4-2-1 3-- 3 5 3x4 5x6 = c nn 1e 9x1[ — 3x4 = 3x4 II R Scale =1:59.8 5-11-4 5-7-12 4-4-0 0-6- 8-0-0 8-3-8 Plate Offsets (X Y)-- [5:0-5-0,0-3-121, [11:0-4-0,0-2-121, r13:0-2-0,0-3-01 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 0.18 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.22 8-9 >894 240 TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.02 8-9 >999 240 Weight: 196 lb FT=20% BCDL 10.D LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E *Except* MiTek recommends that Stabilizers and required cross bracing 11-13,5-13,6-11,7-9,1-15: 2x4 HF Stud, 9-11: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Instal atio uide. REACTIONS. (Ib/size) 8=560/0-3-0 (min. 0-1-8), 11=2099/0-5-8 (min. 0-3-7), 15=589/Mechanical Max Horz 15=-317(LC 11) Max Uplift 8=-149(LC 11), 11=-283(LC 11), 15=-93(LC 10) Max Grav 8=570(LC 15), 11=2099(LC 1), 15=846(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-724/131, 5-6=0/739, 6-7=-492/239, 7-8=-835/295 BOT CHORD 14-15=0/692, 13-14=0/416, 4-13=-384/162, 5-11=-911/71, 8-9=-205/706 WEBS 2-14=-262/128, 3-14=-34/389, 3-13=-431/25, 11-13=-814/201, 5-13=0/693, 6-11=-851/234, 6-9=-28/556, 7-9=-452/207, 2-15=-868/106 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 for truss to truss connections. PO 0 [Llc F girder(s) 149 Ib 8, 283 Ib Q •..••rye 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint uplift at joint 11 and 93 Ib uplift at joint 15. Sd� .� Ci 'Q / 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and : U7G' referenced standard ANSI/TPI 1. • PE -440.18: LOADCASE(S) Standard August 10,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not '* a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 115A SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 851377766 50876 C2 Roof Special 7 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:48 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKMI DzzIA2S-1 d9kzwKSKUwXbQnQd W87 WtcffibrA2iUh_TOJsypH?z 4-2-1 8: -10 11-7-0 18-8-8 25-10-0 29-1-12 32-9-0 3-g- 4-2-1 3-10-9 ' 3-6-6 7-1-8 7-1-8 3-3-12 3-7-4 1 -0-0 5x6 II 5.00 12 19 Scale = 1:65.8 sxo 11 4Mi — 12 11 3x4 = 2x4 11 3x4 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs P LIC non -concurrent with other live loads. Q, ��r�•l 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. $O C) 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 V Q ti�'�.., r will fit between the bottom chord and any other members.Q Q 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) 9 except Qt=1b) f E-44018 13=305,18=116. . I—) August 10,2017 ,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 5-11-4 5-7-12 7-1-8 7-0-8 0-T-0 3-3-12 3-7-4 Plate Offsets (X.Y)— [5:0-3-0.0-0-01. 16:0-3-4.0-4-81. [6:0-0-0.0-2-121. [13:0-4-8.0-3-41. [16:0-3-4 Edge[ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.10 4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.23 14-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.10 13 n/a n/a BCLL BCDL 0.0 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 4 >999 240 Weight: 195 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x6 SPF 1650F 1.5E *Except* 6-0-0 oc bracing: 11-12,9-11. 14-16,5-13: 2x4 SPF No.2, 5-16,11-13,8-13,8-11,1-18: 2x4 HF Stud WEBS 1 Row at midpt 5-13 MiTe k recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Aide. REACTIONS. (Ib/size) 9=290/0-3-8, 13=1793/0-5-8, 18=1255/Mechanical Max Horz 18=-322(LC 11) Max Uplift 9=-75(LC 11), 13=-305(LC 11), 18=-116(LC 10) Max Grav 9=295(LC 16), 13=1793(LC 1), 18=1331(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1503/210, 3-4=-2504/386, 4-5=-2560/308, 5-7=0/329, 7-8=-11/387, 1-18=-275/52 BOT CHORD 17-18=0/1236,16-17=0/1357, 4-16=455/198, 13-14=-87/1263, 7-13=-545/224 WEBS 2-17=-9/308, 3-16=-249/1567,14-16=-1 10/1477, 5-16=0/997, 5-14=-664/154, 5-13=-1794/222, 8-13=-335/94, 2-18=-1534/160 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs P LIC non -concurrent with other live loads. Q, ��r�•l 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. $O C) 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 V Q ti�'�.., r will fit between the bottom chord and any other members.Q Q 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) 9 except Qt=1b) f E-44018 13=305,18=116. . I—) August 10,2017 ,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP 851377767 50876 C3 Roof Special 1 1 Lumber DOL 1.15 BC 0.72 Vert(TL) -0.30 12-13 >994 240 TCDL 10.0 Rep Stress Incr YES Jobb Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:49 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-Vgj6BGL45n2ODaMcBEfM348m_6rpvXPeveCxrlypH?y 4-2-1 8-0-10 i 11-7-0 i 18-3-8 25-3-8 r 4-2-1 3-10-9 3-6-6 6-8-8 7-0-0 3x4 v N 4x6 = 5.00 12 3 15 10 9 8 2x4 I 4x12 = 3x4 I I Scale = 1:58.6 8-0-10 i 11-7-0 18-3-8 25-3-8 8-0-10 3t-6 6-8-8 7-0-0 Plate Offsets (X Y)-- 16:0-3-0 Edge],j9:0-6-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.11 12-13 >999 360 MT20 185/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.30 12-13 >994 240 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.12 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.07 10 >999 240 Weight: 142 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF 1650F 1.5E `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-11: 2x4 SPF No.2, 5-11,1-13,7-8,7-9: 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 8=1250/Mechanical, 13=1250/Mechanical Max Horz 13=223(LC 6) Max Uplift 8=-198(LC 11), 13=-132(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1519/252, 3-4=-1518/245, 4-5=-2566/387, 5-7=-1432/242, 7-8=-1187/231 BOT CHORD 12-13=-44/1192, 11-12=-184/2258, 4-11=-99/878 WEBS 2-12=-8/308, 3-12=-119/855, 4-12=1312/296, 9-11=-226/1493, 5-11=-16/1036, 5-9=1145/283, 2-13=-1528/210, 7-9=-161/1246 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 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. 90 L/Z L' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=198,13=132. �� • soON .r•V�O •U {rir PE•44018 August 10,2017 ,t& 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 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851377768 50876 D1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:51 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-RCrtbyNKdP15Su W?Jfhg8VED?vhENXaxNyh2wBypH?w 1-0-0 9-11-12 19-11-8 20-11-8 1-0-0 9-11-12 9-11-12 Scale = 1:35.3 q 4x6 = 10 3x4 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 Matrix -R Weight: 90 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 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-8, Right 2x4 SPF No.2 1-6-8 REACTIONS. All bearings 19-11-8. (lb) - Max Horz 2=71 (LC 10) Max Uplift All uplift 100 Ib or less at joints) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 Max Grav All reactions 250 Ib or less at joint(s) 2, 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 per ANSI/TPI 1. 3) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Soo PE -44018 August 10,2017 ,&WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 851377769 50876 D2 Common 4 1 Max Horz 2=71 (LC 12) Max Uplift 2=-156(LC 10), 8=156(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:512017 Page 1 I D:CYHD t gYxHPPz3CROFKM 1 DzzlA2s-RCrtbyNKdP15Su W?Jfhg8VE81 vYDN WZxNyh2wBypH?w -1-0-0 5-1-10 9-11-12 14-9-14 19-11-8 20-11-8 1-0-0 5-1-10 4-10-2 4-10-2 5-1-10 1-0-0 q Scale = 1:35.2 5x6 = 4x12 = 4x12 = 3x12 = I9 a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.39 BC 0.60 WB 0.11 Matrix -R DEFL in (loc) I/defl Ud Vert(LL) -0.14 2-10 >999 360 Vert(TL) -0.36 2-10 >660 240 Horz(TL) 0.05 8 n/a n/a Wind(LL) 0.04 10 >999 240 PLATES GRIP MT20 185/144 Weight: 83 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 165OF 1.5EMiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-7-13, Right 2x4 HF Stud 2-7-13 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=107810-5-8,8=1078/0-4-8 Max Horz 2=71 (LC 12) Max Uplift 2=-156(LC 10), 8=156(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1743/270, 4-5=-1340/175, 5-6=1340/175, 6-8=-1743/270 BOT CHORD 2-10=-241/1514, 8-10=171/1514 WEBS 5-10=0/532, 6-10=-479/201, 4-10=-479/200 NOTES - 1) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Pp Q ESC , 2=156,8=156. sa PE -44Q18 August 10,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+ a truss system. Before use, the building designer must 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 ANSIITPII (duality 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 95510 Job Truss Truss Type Qty in (loc) I/dell Ud -0.14 1-8 >999 360 -0.38 1-8 >617 240 0.05 7 n/a n/a 0.04 1-8 >999 240 715A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD �Ply� 851377770 50876 D3 Common 2 1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=979/0-5-8, 7=979/Mechanical Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5x1 5-1-10 4-10-2 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:52 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-wPPFplNyOiQy425BsMC3gjmK6Jvp6zg4bcRbSdypH?v 5x6 = 4-7-14 4-11-6 Scale: 3/8"=1' N; 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 0.37 BC 0.57 WB 0.11 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.14 1-8 >999 360 -0.38 1-8 >617 240 0.05 7 n/a n/a 0.04 1-8 >999 240 PLATES GRIP MT20 185/144 Weight: 81 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-7-13, Right 2x6 SPF 1650F 1.5E 2-7-6 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=979/0-5-8, 7=979/Mechanical Max Horz 1=-70(LC 11) Max Uplift 1=-133(LC 10), 7=-130(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=1719/271, 3-4=-1302/171, 4-5=-1296/174, 5-7=-1655/253 BOT CHORD 1-8=-244/1494, 7-8=-151/1400 WEBS 3-8=476/203, 4-8=0/505, 5-8=-388/183 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=133,7=130. LIrC ,�,pp0 Soo PE -440.18 August 10,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 851377771 50876 D4 Common Girder 1 n REACTIONS. (Ib/size) 1=6551/0-5-8, 5=7443/Mechanical Max Horz 1=-66(LC 11) Max Uplift 1=-720(LC 10), 5=-787(LC 11) L Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-6-2 4-5-10 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:53 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKMI DzzIA2s-ObydOeOb9OYpiCgNQ3kl DwJVujDHrM WDgGA9_4ypH?u 6x6 11 4-5-10 5-1-10 Scale = 1:31.4 4x12 = 3x12 11 10x10 = 3x12 11 4x12 I� a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.37 BC 0.68 WB 0.33 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) -0.15 7-8 >999 360 Vert(TL) -0.27 7-8 >848 240 Horz(TL) 0.08 5 n/a n/a Wind(LL) 0.07 7-8 >999 240 PLATES GRIP MT20 197/144 Weight: 231 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=6551/0-5-8, 5=7443/Mechanical Max Horz 1=-66(LC 11) Max Uplift 1=-720(LC 10), 5=-787(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=12389/1305, 2-3=-9106/966, 3-4=-9144/971, 4-5=-12630/1307 BOT CHORD 1-8=-1191/11208, 7-8=-1191/11208, 6-7=-1120/11361, 5-6=-1120/11361 WEBS 3-7=-624/6469, 4-7=-3427/440, 4-6=-253/3147, 2-7=-3278/446, 2-8=-236/2834 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 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 D 0 Lr 5) Unbalanced snow loads have been considered for this design. P 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.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• V �/ Q �' Q Q ?0% will fit between the bottom chord and any other members. ; ; 8) Refer to girder(s) for truss to truss connections. U 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) PE -44018• 1=720,5=787. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 828 Ib down and 111 Ib up at -0 • 1-0-4, 826 Ib down and 113 Ib up at 3-0-4, 1311 Ib down and 136 Ib up at 5-0-4, 1311 Ib down and 136 Ib up at 7-0-4,1311 Ib �O �� down and 136 Ib up at 9-0-4, 1311 Ib down and 136 Ib up at 11-0-4, 1311 Ib down and 136 Ib up at 13-0-4, 1311 Ib down and 136 Ib up at 15-0-4, and 1311 Ib down and 136 Ib up at 17-0-4, and 1233 Ib down and 148 Ib up at 18-10-4 on bottom chord. The •••• .• �� S+�ON design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard August 10,2017 r"nirni -1 On Dane 2 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 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 Citrus Heights, CA 95610 ob Truss Truss Type Qty Ply 715A [50876 R51377771 D4 Common Girder 1 A L Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:53 2017 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-ObydOeOb90YpiCgNQ3kIDwJVujDHrMWDgGA9_4ypH?u 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: 1 1=-828(F) 12=-826(F) 13=-131 1(F) 14=131 1 (F) 15=131 1(F) 16=-131 1 (F) 17=-131 1(F) 18=-131 1(F) 19= -1311(F)20= -1233(F) 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 �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 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 oftrusses and truss systems, see ANSIITPII 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 715A Plate Offsets (X Y)-- j2:0-0-0.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. 851377772 50876 E1 Roof Special Supported Gable 2 1 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:55 2017 Page 1 ID:CYHD 1 gYxHPPz3CROFKMI DzzIA2s-Kz4NRJQrhdoXxVpmYUmml LOsR W1 pJ ImWIafF3yypH?s -3-0-0 4-0-011-3-0 20-0-0 21-0-0 3-0-0 4-0-0 7-3-0 8-9-0 1-0-0 4x6 = m Scale = 1:52.3 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 II i 4-0-0 20-0-0 4-0-0 16-0-0 Plate Offsets (X Y)-- j2:0-0-0.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 19 n/r 90 * .� � Sao Soo G N TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 19 n/r 120 Weight: 129 Ib FT = 20% BCDL 10.0 ON' August 10,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation Ade. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=299(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except 20=-104(LC 9), 2=-301(LC 6), 34=-104(LC 6), 35=-247(LC 14), 21 =236([_C 11) Max Grav All reactions 250 Ib or less atjoint(s) 20, 27, 28, 29, 30, 31, 32, 35, 26, 25, 24, 23, 22, 21, 33 except 2=740(LC 27), 34=278(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 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.' 0 0 L/r; ; 6) All plates are 2x4 MT20 unless otherwise indicated. Q N. �. ' 7) Gable requires continuous bottom chord bearing. * .� � Sao Soo G N 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �U 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PE 441318 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except (jt=1b) 20=104, 2=301, 34=104, 35=247, 21=236. ON' August 10,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 Type Qty Ply 715,& �TrussTruss 1-3: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 851377773 50876 E2 Roof Special 5 1 Max Horz 2=299(LC 9) Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:56 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKMI DzzIA2s-oAemffRTSxwOZfOy5CH?rZxwawJo2aBg WEPpbOypH?r -'-0-0-0-0 11-3-0 15-5-12 20-0-0 a1-0-0, 3-0-0 4-0-0 7-3-0 4-2-12 4�� 1-0-0 6x6 '� 2x4 II 3x9 = 5x6 - Scale = 1:51.9 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 0.72 BC 0.44 WS 0.91 Matrix -R DEFL. in (loc) I/deft Ud Vert(LL) -0.09 8-9 >999 360 Vert(TL) -0.23 8-9 >999 240 Horz(TL) 0.04 8 n/a n/a Wind(LL) 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, 1-3: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 3-9.4-9: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (Ib/size) 2=1258/0-5-8,8=1054/0-5-8 Max Horz 2=299(LC 9) Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1763/248, 3-4=-989/186, 4-5=883/201, 5-6=-475/117, 6-8=-505/152 BOT CHORD 2-10=-300/1531, 9-10=293/1536, 8-9=-25/730 WEBS 3-9=-953/323,4-9=-78/516, 5-8=-716/88 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) 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 �N90 Ltd fi 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 atjoint(s) except Qt=1b) 0 .•Q Soo' 2=198,8=128. • PE -44018: • A August 10,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty 20-0-0 715A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud �Plyr� 851377774 50876 G1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 17 n/r 120 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 �J 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:57 2017 20-0-0 10-0-0 10-0-0 4x6 = Scale = 1:57.5 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 3x4 20-0-0 3x4 I� 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 17 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 19 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 139 lb 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 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-27 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 34=323(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except 34=-168(LC 4), 19=-184(LC 7), 33=-167(LC 8), 20=-31 O(LC 9) Max Gram All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21, 20 except 34=305(LC 15), 19=338(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 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. ` ^ 00 UP 5) All plates are 2x4 MT20 unless otherwise indicated.•••t 6) Gable requires continuous bottom chord bearing. O�0 •••SOON•�`rF� 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Q 8) Gable studs spaced at 1-4-0 cc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PE -44018 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) 27, 28, 29, 30, . /!Ji �. / 31, 32, 26, 25, 24, 23, 22, 21 except (jt=lb) 34=168, 19=184, 33=167, 20=310. D„ /l.••_.�Er August 10,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 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 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 CSI. TC 0.31 BC 0.50 WB 0.58 Matrix -R Qty yR51377775 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly TrussTye BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. [TJob5Reference WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. G2 2 REACTIONS. (Ib/size) 10=1075/0-5-8, 8=1075/0-5-8 Max Horz 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:58 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzlA2S-kYmW3LSjzYA6ozYLDdJTw_ONVkzJ WZvz_YuwfHypH?p -0-, 5-1 5-1-12 10-0.0 14-10-4 20-0-0 21-0-q 1-0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0 4x6 = 10 9 8 4x8 = 3x9 = 4x8 = Scale = 1:57.5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.31 BC 0.50 WB 0.58 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.11 8-9 >999 360 Vert(TL) -0.29 8-9 >814 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.02 9 >999 240 PLATES GRIP MT20 185/144 Weight: 100 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 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 2x4 SPF No.2, 2-10.6-8: 2x6 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1075/0-5-8, 8=1075/0-5-8 Max Horz 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=536/129, 3-4=-845/214, 4-5=-845/214, 5-6=-535/129, 2-10=-557/167, 6-8=-557/167 BOT CHORD 9-10=-136/807, 8-9=-27/717 WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) 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. Pp 0 Ll _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Ot=lb) S 10=134,8=134. N�•wrr��• �O�Q9 SpdN • .0 Gds PE -44(1.18 August 10,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 851377776 50876 G3 Flat Girder 1 Max Horz 10=73(LC 7) Max Uplift 10=-507(LC 4), 6=-604(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2538/524,1-2=-6118/1308,2-3=-6118/1308, 3-4=-6514/1394,4-5=-6514/1394, Job Reference (optional' Alpine Lumber Co., Commerce City,C0.80022 5-0-14 10-0-0 5-0-14 4-11-2 2x4 II dr12 = 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:59 2017 Page 1 I D:CYHD 7 gYxHPPz3CROFKMI DzzIA2s-CIKuHhTLksJzQ77XnKgiTBZX28EyF_06CCdTCjypH?o 4-11-2 3x9 = 2x4 II 5-0-14 Scale = 1:33.6 4x12 = 10 3x5 5x10 = 2x4 I 5x10 = 3.5 I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.32 BC 0.80 WB 0.76 Matrix -R DEFL. in (loc) I/dell Ud Vert(LL) -0.25 8 >942 360 Vert(TL) -0.46 8 >512 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.17 8 >999 240 PLATES GRIP MT20 185/144 Weight: 179 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-10,5-6: 2x6 SPF 1650E 1.5E, 1-9,5-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=2635/0-5-8, 6=2806/0-5-8 Max Horz 10=73(LC 7) Max Uplift 10=-507(LC 4), 6=-604(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2538/524,1-2=-6118/1308,2-3=-6118/1308, 3-4=-6514/1394,4-5=-6514/1394, 5-6=2703/620 BOT CHORD 9-10=-161/546, 8-9=-1771/8240, 7-8=-1771/8240, 6-7=-155/660 WEBS 1-9=-1256/5877, 2-9=-1118/322, 3-9=-2235/479, 3-7=1817/383, 4-7=-1352/372, 5-7=1321/6174 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: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 DO LI 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 .0 d �.'Y. 5) Provide adequate drainage to prevent water ponding. live loads.V �� •� Soo �•� 9F, • N -4 Q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other p ,66 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 0 U�; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) •PE-44018� 10=507,6=604. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -O 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 Ib down and 102 Ib up at �O 2-0-12, 349 Ib down and 102 Ib up at 4-0-12, 349 Ib down and 102 Ib up at 6-0-12, 349 Ib down and 102 Ib up at 8-0-12, 349 Ib down and 102 Ib up at 10-0-12, 396 Ib down and 106 Ib up at 12-0-12, 396 Ib down and 106 Ib up at 14-0-12, and 510 Ib down and 144 Ib up at 16-0-12, and 510 Ib down and 144 Ib up at 18-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. August 10,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss QtyPly 715A851377776G3 FF1,usGsTyee dr 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:40:59 2017 Page 2 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-CIKuHhTLksJzQ77XnKgiTBZX28EyF_06CCdTCjypH?o LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 1=-109 3=-329 11=-329 12=-329 13=-329 14=-329 15=-376 16=-376 17=-490 18=-490 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 715A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. 851377777 50876 H1 Common 3 1 REACTIONS. (Ib/size) 10=952/0-5-8, 8=952/0-5-8 Max Horz 10=291(LC 7) Max Uplift 10-119(LC 8), 8=-119(LC 9) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 4-6-4 8-9-0 4-6-4 4-2-12 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu I D:CYHD t gYxHPPz3CROFKM 1 DzzIA2s-hxuGU 1 U_VARg2Gij K2Mx 12-11-12 17-6-0 18-6-0 4x6 = 4-2-12 -M 105x6 = 9 bM' - 8 3x9 = 10 10:41:00 2017 Page 1 BXgf1WiFRrNOkAypH?n Scale = 1:50.9 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 IRC2012ITP12007 CSI. TC 0.62 BC 0.40 WB 0.43 Matrix -R DEFL. in (loc) I/dell Lid Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.19 9-10 >999 240 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 87 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 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 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) 10=952/0-5-8, 8=952/0-5-8 Max Horz 10=291(LC 7) Max Uplift 10-119(LC 8), 8=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=441/112, 3-4=-739/189, 4-5=-739/189, 5-6=-441/112, 2-10=-478/146, 6-8=-477/146 BOT CHORD 9-10=-120/703, 8-9=-22/622 WEBS 4-9=106/451, 5-9=-257/204, 3-9=-257/203, 3-10=-557/94, 5-8=-557/93 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 Qt=1b) N90 LIC 10=119, 8=119.to �...•4..�/tS' V O SOON'.�FO �O PE -4418 August 10,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-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. 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 Citrus Heights. CA 95610 Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:012017 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-97ReiNUcGTZhfQHwultAYcepwxOZjzvPg V6aGcypH?m i 4�-4 8-9-0 12-11-12 17-6- , 0 1-0 411 4-2-12 4-2-12 4' 6 4 1 8-6-0-0 3x6 II 9 4x6 = 9 5x6 = 8 bX6 - 7 3x9 = Scale = 1:50.9 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Qty Ply 715A85137777876 L"01 BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD H2 Common 2 1 except end verticals. WEBS 2x4 HF Stud 'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:012017 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-97ReiNUcGTZhfQHwultAYcepwxOZjzvPg V6aGcypH?m i 4�-4 8-9-0 12-11-12 17-6- , 0 1-0 411 4-2-12 4-2-12 4' 6 4 1 8-6-0-0 3x6 II 9 4x6 = 9 5x6 = 8 bX6 - 7 3x9 = Scale = 1:50.9 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 0.62 BC 0.40 WB 0.44 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.08 8-9 >999 360 -0.19 8-9 >999 240 0.02 7 n/a n/a 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 85 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 1650F 1.5E except end verticals. WEBS 2x4 HF Stud 'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8:2x4 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) 9=857/0-5-8, 7=955/0-5-8 Max Horz 9=-281 (LC 6) Max Uplift 9=-95(LC 8), 7=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=488/109, 2-3=-744/189, 3-4=-743/189, 4-5=-441/112, 1-9=-422/119, 5-7=477/146 BOT CHORD 8-9=-120/712, 7-8=-22/625 WEBS 3-8=106/458, 4-8=-257/204, 2-8=-265/204, 2-9=506/99, 4-7=561/93 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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) 9 except Qt=lb) 7=119. C) ° 11. : PE -440.18 August 10,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111II-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 �9 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 oftrusses and truss systems, see ANSIITPH quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job 8 5x6 = Truss Type Qty Ply 715A 3x9 = FH3 i 8-9-0 851377779 50876 Common 2 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:02 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-dK?lvjVEInhYHas6SSOP4gB_hLMnSQnYv9s7p2ypH?I _4-6-4 2 17- 8-9-0 12-11-16-0 4-G-4 4-2-12 4-2-12 r 4-G-4� 3x6 11 4x6 = Scale = 1:50.9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. r4tRD 0 L VQ5:` 500N`��c :v Lei PE -440.18 August 10,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 8 5x6 = 7 bxb — 6 3x9 = i 8-9-0 17-6-0 8-9-0 8-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) .0.01 7 >999 240 Weight: 84 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 165OF 1.5E except end verticals. WEBS 2x4 HF Stud *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=860/0-5-8, 6=860/0-5-8 Max Horz 8=261 (LC 6) Max Uplift 8=-94(LC 8), 6=-94(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/110, 2-3=-748/189, 3-4=-748/189, 4-5=488/109, 1-8=-422/119, 5-6=-422/119 BOT CHORD 7-8=137/699,6-7=39/635 WEBS 3-7=-106/464, 4-7=-265/205, 2-7=-265/204, 2-8=-510/99, 4-6=-510/98 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. r4tRD 0 L VQ5:` 500N`��c :v Lei PE -440.18 August 10,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 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 SPACING- 2-0-0 Type Qty Ply 715A IT-russTruss L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851377780 50876 H4 Common Girder 1 q MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(TL) J Job Reference optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:03 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1Dz2AA2s-5WZP72Wso5pOvkRIOAved1k9llekBsri7pbhLUypH?k i 4-5-6 8-9-0 13-0-10 17-6-0 4-5-6 4-3-10 4-3-10 4-5E 5x8 11 8x8 = I8x8 = 4x8 11 8x8 = 4x8 II Scale = 1:50.9 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 0.60 Vert(LL) -0.06 6-7 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(TL) -0.12 6-7 >999 240 REACTIONS. TCDL 10.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.03 5 n/a n/a J BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 6-7 >999 240 Weight: 403 Ib FT = 20% BCDL 10.0 August 10,2017 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 16506 1.5E *Except* Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, Except member 4-6 2x6 - 2 rows staggered 3-7: 2x4 SPF 1650E 1.5E PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED WEDGE 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 FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Left: 2x6 SPF 1650E 1.5E, Right: 2x6 SPF 1650E 1.5E LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; po Ef ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER �N Cie DOL=1.33••'Sq0 Category 11; Exp C; Fully Exp.; Ct=1.1 MANUFACTURER SPECIFICATIONS. REACTIONS. (Ib/size) 1=12225/0-5-8,5=847110-5-8 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Horz 1=241(LC 18) Vr will fit between the bottom chord and any other members. Max Uplift 1=-1611(LC 8),5=1 121(LC 9) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=12509/1663, 2-3=-7220/1070, 3-4=7212/1069, 4-5=-10412/1400 BOT CHORD 1-8=1200/8859, 7-8=-1200/8859, 6-7=-928/7322, 5-6=-928/7322 WEBS 3-7=1238/8707, 4-7=-2531/498, 4-6=-512/4174, 2-7=4676/765, 2-8=-874/7084 NOTES - 1) Special connection required to distribute bottom chord 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 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, Except member 4-6 2x6 - 2 rows staggered at 0-5-0 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. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; po Ef enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �N Cie DOL=1.33••'Sq0 Category 11; Exp C; Fully Exp.; Ct=1.1 •';tS'F V 4/ '•� 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); �' Q 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 Vr will fit between the bottom chord and any other members. PE -440,18 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) J 1=1611,5=1121. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at 5-5-4,1833 ��' ••: ��. 1-4-12, 4934 Ib down and 602 Ib up at 2-3-12, 1833 Ib down and 257 Ib up at 3-5-4,1833 Ib down and 257 Ib up at Ib •• •� � down and 257 lb up at 7-5-4, 1833 Ib down and 257 Ib up at 9-5-4, 1833 Ib down and 257 Ib up at 11-5-4, and 1833 Ib down and ��0 � 257 Ib up at 13-5-4, and 1833 Ib down and 257 Ib up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. August 10,2017 A 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 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 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 715A 851377780 50876 H4 Common Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:03 2017 Page 2 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-5 WZP72Wso5pOvkRIOAved 1 k9liekBsri7pbhLUyp H?k 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= -1230(B)10= -4934(B)11= -1833(B)12= -1833(8)13=-1833(6)14=-1833(B)15=-1833(6) 16=-1833(B)17=-1833(6) ,& 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 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 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 Ply715A DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL R51377781 50876 11 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 14 n/r 120 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:04 2017 Page 1 I D:CYHD 1 gYxHP Pz3CROFKM 1 DzzIA2s-Zi7nKOXUZOxF Wu?VZtQtAFGSG974wQgrMTLEtxypH?j -1-0-0 7-9-0 15-6-0 16-6-0 1-0-0 7-9-0 7-9-0 1-0-0 0 1 4x6 = 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = Scale = 1:31.7 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 0.10 Vert(LL) 0.00 15 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -R Weight: 77Ito 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.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings ,15-6-0. (lb) - Max Horz 28=59(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 Max Grav All reactions 250 Ib or less at joint(s) 28, 16, 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. r mss' �•••�r�. y - UO t'7�G' PE -44}18 August 10,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PLATES GRIP MT20 185/144 Weight: 81 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. [ly715A 851377782 50876 J2 Common 2 1 REACTIONS. (Ib/size) 10=852/0-5-8, 8=852/0-5-8 Max Horz 10=-59(LC 8) Max Uplift 10=125(LC 10), 8=-125(LC 11) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:05 2017 Page 1 ID:CYHD 1 gYxHPPz3CROFKMI DzzIA2S-1 vh9YkX6Ki3682ah7bx6iSp WHYN2frb?b74nPNypH?i -i-0-0 4-0-4 7-9-0 11-5-12 _ _ _ 15-6-0 16-0-0 r 1-0-0 4-0-4 3-8-12 3-8-12 4-0-41-0-0 4x6 = 10 4x6 = 3x9 _ 8 4x6 = Scale = 1:31.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 August SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.47 BC 0.43 WB 0.14 Matrix -R DEFL. in (loc) I/dell Ud Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.13 9-10 >999 240 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 81 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 2x6 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10.6-8: 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u'de. REACTIONS. (Ib/size) 10=852/0-5-8, 8=852/0-5-8 Max Horz 10=-59(LC 8) Max Uplift 10=125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-801/128; 4-5=-801/128, 2-10=-292/82, 6-8=-292/82 BOT CHORD 9-10=-110/753, 8-9=-95/753 WEBS 4-9=-1/282, 3-10=-808/144, 5-8=-808/144 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. pPp 0 LrC , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) d` ��.r•� Fy 10=125, 8=125. Q *p '�Sa©' • G�'N.'•.FO E-440.18 PE-440.18- August 10,2017 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/dell Ud PLATES GRIP 851377783 50876 J3 Common Girder 1 2 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.13 11-12 >999 240 TCDL 10.0 Rep Stress Incr NO Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:06 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKMI DzzIA2s-V5FX14Yk5OBzmB9thITLFgLauyjgOHY8pnq LypypH?h 1-0-0 4-0-4 7-9-0 11-5-12 1550 16-60 1-0-0 4-04 3-8-12 3-8-12 4-04 1-0-0 Scale = 1:29.4 5x6 = 8x12 II 3x9 II 10x10 = 3x9 II Bx12 II r 4-0-4 7-9-0 11-5-12 15-6-0 4-0-4 3-8-12 3-8-12 4-04 Plate Offsets (X Y)— [4:0-1-8.0-1-81,[6:0-1-8,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/dell Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.07 11-12 >999 360 MT20 174/144 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.13 11-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 11-12 >999 240 Weight: 224 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E *Except* 6-11,4-11: 2x4 HF Stud SLIDER Left 2x8 SPF 1950F 1.7E 2-2-8, Right 2x8 SPF 195OF 1.7E 2-2-8 REACTIONS. (Ib/size) 2=5814/0-5-8,8=6136/0-5-8 Max Herz 2=56(LC 12) Max Uplift 2=-904(LC 10), 8=-956(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-7963/1236, 4-5=-6771/1076, 5-6=-6772/1076, 6-8=-7972/1241 BOT CHORD 2-12=-1057/6776,11-12=-1057/6776, 10-11=1005/6799'8-10=-1005/6799 WEBS 5-11=-646/4237,6-11=-646/169,6-10=-283/2025, 4-11=-619/163, 4-12=281/2022 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: 1 1/2 x 7 1/4 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Qg oLf 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs �� Soo'... fS� ti O non -concurrent with other live loads. Ci O .'•� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U will fit between the bottom chord and any other members. PE -440.18. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=904,8=956. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at �O' �� 2-0-12, 1481 Ib down and 241 Ib up at 4-0-12, 1481 Ib down and 241 Ib up at 6-0-12, 1481 Ib down and 241 Ib up at 8-0-12,1481 Ib down and 241 Ib up at 10-0-12, and 1417 Ib down and 232 Ib up at 12-0-12, and 1417 Ib down and 232 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 August 10,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 851377783 I 50876 J3 Common Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:06 2017 Page 2 I D:CYHD 1 gYxHPPz3CROFKM 1 D7zlA2S-V5FX14Yk5OBzmB9thITLFgLauy)gOHY8pngLypypH?h LOAD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 12= -1481(F)13= -1481(F)14= -1481(F)15= -1481(F)16= -1481(F)17= -1417(F)18=. -1417(F) ® 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 �w 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 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 ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 851377784 50876 V1 Valley 1 1 MiTek recommends that Stabilizers and required cross bracing 3-7:2x6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7-10-8 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:07 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-zHpwyQZNsJJgNLk3F0_antuwgM8p7m6H2RZuUGypH?g 15-9-0 7-10-8 Scale = 1:24.9 5x6 = 8 7 6 3x4 % 2x4 II 2x4 II 2x4 II 3x4 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 0.21 BC 0.09 WB 0.07 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl L/d n/a n/a 999 n/a n/a 999 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 43 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 *Except* MiTek recommends that Stabilizers and required cross bracing 3-7:2x6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-9-0. (lb) - Max Horz 1=46(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=105(LC 10), 6=-105(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=390(LC 1), 8=433(LC 14), 6=433(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=314/62, 2-8=346/145, 4-6=-346/145 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 atjoint(s) 1, 5, 7 except (jt=1b) 8=105, 6=105. Ot P� rtLl" U t 0 SOON %`sG PE -440}18 August 10,2017 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty in (loc) 715,& L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 JPly1 851377785 50876 V2 Valley 1 1 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:13 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-oRABDTe7R93_5GBDbG5_188vnn9EXTHAQNOChvypH?a 5-10-8 11-9-0 5-10-8 5-10-8 Scale= 1:18.5 5x6 = 4 3x4 75:� 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=229/11-9-0,3=229/11-9-0,4=570111-9-0 Max Horz 1=33(LC 10) Max Uplift 1=-47(LC 10), 3=-53(LC 11), 4=45(LC 10) Max Grav 1=239(LC 14), 3=239(LC 15), 4=570(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=411/106 PLATES GRIP MT20 185/144 Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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. Soo UIQ O�� PE -44018 August 10,2017 ,& WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGENII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job russ Truss Type Qty Ply 715A (Roof Snow=30.0) [V3 1.15 TCDL 10.0 Rep Stress Incr 851377786 50876 Valley 1 1 Weight: 18 Ib FT = 20% BRACING - Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:13 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-oRABDTe7R93_5GBDbG5_188yNnBMXUxAQNOChvypH?a 3-10-8 7-9-0 3-10-8 3-10-8 Scale= 1:14.1 4x6 = 2x4 LOADING (psf) SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012/TP12007 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=15817-9-0,3=158/7-9-0,4=313/7-9-0 Max Horz 1=20(LC 10) Max Uplift 1=-36(LC 10), 3=-39(LC 11), 4=-14(LC 10) 2x4 II 2x4 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 BC 0.08 Vert(TL) n/a n/a 999 WB 0.05 Horz(TL) 0.00 3 n/a n/a Matrix -P Weight: 18 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. IN V4�;...• SOON .�c 0 6. :C) PE -440.18 August 10,2017 AWARNING - 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 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 - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 851377787 LJob5Reference 50876 V4 Valley 1 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:14 2017 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-GdkZQpemCTBrj QmQg_cDaMh7aBXyGwsJfl mmEMypH?Z 4-7-14 9-3-11 4-7-14 4-7-14 Scale = 1:16.8 5x6 = 4 3x4 2x4 II 3x4 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 0.24 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 Matrix -R Weight: 22 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 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 guide. REACTIONS. (Ib/size) 1=162/9-3-11, 3=162/9-3-11, 4=462/9-3-11 Max Horz 1=25(LC 10) Max Uplift 1=-31 (LC 10), 3=-35(LC 11), 4=44(LC 10) Max Grav 1=170(LC 14), 3=170(LC 15), 4=462(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-332/83 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load 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. 90 LI i��• S0©ti �*a V4;O•.c PE-44018- August E-44018 August 10,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.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. 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty in (loc) 715,& Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 �Ply� 851377788 50876 V5 Valley 1 1 Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:15 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-kglxe9fOznKhLaLcjh7S6ZDKxasg?OATuhVJmoypH?Y 2-7-14 5-3-11 2-7-14 2-7-14 Scale= 1:10.0 3x4 = 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 Matrix -P Weight: 11 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=192/5-3-11, 3=192/5-3-11 Max Horz 1=12(LC 10) Max Uplift 1=-26(LC 10), 3=-26(LC 11) FORCES. (lb) - Max..Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-11 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered forthis 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. D 0 t lir V .••SOO� `cPC •U P,; PE•440.18 August 10,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 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 �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& in (loc) I/dell Ud PLATES GRIP TCLL 30.0 R51377789 50876 V6 Valley 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:16 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1Dzz1A2s-DOrJrVgOk4SYykwoGPehfnmTR_CZkpac7LFtlEypH?X 8-0-7 16-0-14 8-0-7 M-7 4x6 = 3x4 -' 8 9 7 10 6 3x4 O 2x4 11 2x4 11 2x4 11 Scale = 1:41.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 55 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 1650F 1.5E 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 guide. REACTIONS. All bearings 16-0-14. (lb) - Max Horz 1=-197(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 8=-208(LC 8), 6=-208(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=402(LC 13), 8=507(LC 13), 6=507(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=371/242, 4-6=-370/241 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 Qt=1b) 8=208,6=208. v p,D O.C/r^F, v°i . S00/V'. :C) ��.. PE -44}18 August 10,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�w 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 ANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss TypeQty 2-0-0 Ply 715A in (loc) I/defl Ud PLATES GRIP TCLL 30.0 R51377790 50876 V7 Valley 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:16 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-DOrJrVgOk4SYykwoGPehfnmTc_CgkgKc7LFtl EypH?X 7-0-7 - 14-0-14 707 707 4x6 = 3x4 'i 8 7 6 3x4 '� 2x4 11 2x4 11 2x4 11 Scale = 1:36.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 020 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 50 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 3-7: 2x6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-14. (lb) - Max Herz 1=171(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-180(LC 8), 6=-180(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=350(LC 1), 8=411(LC 13), 6=410(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-269/7, 2-8=-330/217, 4-6=-330/216 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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 atjoint(s) 1, 5 except Qt=1b) 8=180,6=180. vo' ; fC soO *o z PE -44018 August 10,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml/ -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. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& in (loc) I/defl L/d PLATES GRIP TCLL 30.0 851377791 50876 V8 Valley 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:17 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-hCPi3rheVOaPauV g6gwB_JeGOY?THcmL?_QghypH?W 6-0-7 12-0-14 6-0-7 6-0-7 4x6 = 3x4 i a 7 6 3x4 '� 2x4 I 2x4 11 2x4 11 12-0-14 r ��_rttn Scale = 1:31.1 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 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 41 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud 'Except* MiTek recommends that Stabilizers and required cross bracing 3-7: 2x6 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0-14. (lb) - Max Horz 1=-145(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=356(LC 1), 8=374(LC 13), 6=373(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-270/27, 2-8=-314/209, 4-6=-314/209 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; 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=165,6=165. �DOfLfc o`° •• s00N •sF • U�a�u PE -440.18 August 10,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 3x5 \\ R51377792 50876 V9 Valley 1 1 10-0-14 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:18 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-9Pz4GBiGGiiGC 14B0pg9kCroMotyCl IvafkzN7ypH?V 5-0-7 10-0-14 5-0-7 5-0-7 48 \\ Scale = 1:26.3 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=217/10-0-14, 3=217/10-0-14, 4=493/10-0-14 Max Horz 1=-120(LC 6) Max Uplift 1=-32(LC 9), 3=-43(LC 9), 4=-47(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=335/80 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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. No0 LICE i0 .0 PE -44018 ON August 10,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �w 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 oftrusses and truss systems, see ANSIrrPl1 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 3x5 3x5 \\ 2x4 II 10-0-14 10-0-14 Plate Offsets (X Y)-- f2:0-4-13.0-2-01 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 0.32 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCL 10 0 * Code IRC2012/TP12007 Matrix -R Weight: 32 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=217/10-0-14, 3=217/10-0-14, 4=493/10-0-14 Max Horz 1=-120(LC 6) Max Uplift 1=-32(LC 9), 3=-43(LC 9), 4=-47(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=335/80 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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. No0 LICE i0 .0 PE -44018 ON August 10,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �w 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 oftrusses and truss systems, see ANSIrrPl1 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 Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:08 2017 Page 1 I D:CYHD t gYxHPPz3CROFKM 1 DzzIA2s-SU MIAma?ddRh?VJGojVpK5R4MmUlsE7RH5JROiypH?f 4-0-7 8-0-14 4-0-7 4-0-7 4x6 = 4 2x4 G 2x4 II 2x4 �� Scale = 1:22.0 LOADING (psf) Truss Truss Type Qty Ply 715,& LJob J50876 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) R51377793 BC 0.11 V10 Valley 1 1 WB 0.02 Horz(TL) 0,00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:08 2017 Page 1 I D:CYHD t gYxHPPz3CROFKM 1 DzzIA2s-SU MIAma?ddRh?VJGojVpK5R4MmUlsE7RH5JROiypH?f 4-0-7 8-0-14 4-0-7 4-0-7 4x6 = 4 2x4 G 2x4 II 2x4 �� Scale = 1:22.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0,00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 25 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=198/8-0-14, 3=198/8-0-14, 4=330/8-0-14 Max Horz 1=-94(LC 4) Max Uplift 1=-43(LC 9), 3=-52(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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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. 0 •Lfe� SOON'•. c PE -44018 - August 10,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • 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 oftrusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 851377794 50876 V11 Valley 1 1 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:08 2017 Page 1 1 D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-SUMIAma?ddRh?VJGojVpK5R6bmVZsEFRH5JROiypH?f 3-0-7 6-0-14 3-0-7 3-0-7 4x6 = 4 2x4 -X 2x4 II 2x4 �� Scale = 1:18.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -P Weight: 18 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=144/6-0-14,3=144/6-0-14,4=239/6-0-14 Max Horz 1=68(LC 5) Max Uplift 1=-31(LC 9), 3=-38(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. 'Zi SOOty F i 0 i PE -440.18 August 10,2017 WARNING -Verity 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 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 ANSIlTPI1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 851377795 50876 V12 Valley 1 1 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:09 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-wgwgN6bdOxZYdfuSMR02tlzJmAp 1 bgha WI2?Y8ypH?e i 2-0-7 4-0-14 2-0-7 2-0-7 3x4 = 2 2x4 �' 2x4 '� Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -P Weight: 10 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD 2x4 SPF No.2 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=163/4-0-14, 3=163/4-0-14 Max Horz 1=-42(LC 4) Max Uplift 1=-19(LC 8), 3=-19(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) 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. ��e s0E7yV i�G p PE -44018: August 10,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must 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 ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A i 11-8-5 LOADING (psf) SPACING- 2-0-0 851377796 50876 V13 Valley 1 1 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:10 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-OsU2bSbF9EhPEpTew8XHPWWR2Z9MK6skkPoY5bypH?d 5-10-2 5-10-2 4x6 = Scale = 1:30.2 3x4 % ° r 0 3x4 2x4 11 2x4 11 11-8-5 2x4 11 i 11-8-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TPI2007 Matrix-R 1Weight: 39 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 *Except* MiTek recommends that Stabilizers and required cross bracing 3-7: 2x6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-8-5. (lb) - Max Horz 1=-140(LC 4) Max Uplift All uplift 100 Ib or less at joints) 1, 5 except 8=165(1-C 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=356(LC 1), 8=373(LC 13), 6=373(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=269/31, 2-8=317/212, 4-6=-317/212 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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 20.0psf 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=165,6=165. s Q •., PE -44018. August 10,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A LOADING (psf) SPACING- 2-0-0 CSI. 851377797 50876 V14 Valley 1 1 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:10 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-OsU2bSbF9EhPEpTew8XHPWWQnZ8KK7NkkPoY5bypH?d 4-10-2 4-10-2 4x8 `� 4 3x5 -,-2x4 II 3x5 -�' Scale = 1:26.1 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 atjoint(s) 1, 3, 4. �DtPNU 0 06. fi vo.. sooty ,sF PE -44018 E August 10,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane J Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 9-8-5 9-8-5 Plate Offsets (X Y)-- [2:0-4-13,0-2-01 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 0.29 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2012rfP12007 Matrix -R Weight: 30 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=208/9-8-5, 3=208/9-8-5, 4=473/9-8-5 Max Harz 1=115(LC 7) Max Uplift 1=-31(LC 9), 3=-41(LC 9), 4=-45(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-321/77 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 atjoint(s) 1, 3, 4. �DtPNU 0 06. fi vo.. sooty ,sF PE -44018 E August 10,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane J Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Jab Truss Truss Type Qty Ply 715A in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 851377798 50876 V15Tru Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:11 2017 Page 1 I D: CYHD l gYxHPPz3CROFKM 1 DzzIA2s-s22QooctvYpGsz2rUr2 Wyj3c6zVd3avtz3X6dl ypH?c 3-10-2 3-10-2 4x6 = 4 2x4 2x4 II 2x4 �� Scale = 1:21.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 24 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 cc bracing. OTHERS 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=188/7-8-5, 3=188/7-8-5, 4=313/7-8-5 Max Horz 1=89(LC 5) Max Uplift 1=-41(LC 9), 3=-49(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. r \T" ••••re �zY�1� ��.'•• SooN'•. PE -44018 August 10,2017 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek0 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 ANSIrrPl1 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 in (loc) I/dell L/d 715A TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) JPly 851377799 50876 V16 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a Job Reference lootionap Alpine Lumber Co., Commerce City,C0.80022 8.120 s Jun 2Z ZU17 MiTek Industries, Inc. Thu Aug 10 10:41:12 2017 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-KFcp07dVgsx7U6d11ZZIUxbpwNpSoIROCjHf9TypH?b 2-10-2 _ 5-8-5 _ 2-10-2 2-10-2 3x4 = 2 2x4 �- 2x4 '� Scale = 1:16.9 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 0.12 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -P Weight: 14 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SPF No.2 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=244/5-8-5,3=244/5-8-5 Max Horz 1=-63(LC 4) Max Uplift 1=-28(LC 8), 3=-28(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 atjoint(s) 1, 3. o, D04Lf� V q Sao PE -440.18 August 10,2017 A wARNfNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oftrusses 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) R51377800 50876 V17 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -P Jab Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.120 s Jun 22 2017 MiTek Industries, Inc. Thu Aug 10 10:41:12 2017 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2S-KFcpO7dVgsx7U6dl 1 ZZIUxbgCNr8o1 ROCjHf9TypH?b 1-10-2 3-8-5 r 1-10-2 1-10-2 3x4 = Scale = 1:10.5 2 2x4 �' 2x4 '� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -P Weight: 9 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=144/3-8-5, 3=144/3-8-5 Max Horz 1=37(LC 5) Max Uplift 1=-17(LC 8), 3=-17(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 3-8-5 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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 20.0psf 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 atjoint(s) 1, 3. August 10,2017 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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'CD V/ August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 5, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 a:1010 I N C O R P O R A T E D -A 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 10.5 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. o r a� 1971 West 1211 Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 C� Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.5 percent or swelled 0.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab per- formance risk evaluation, as well as slab installation and maintenance recommen- dations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 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 5, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 0 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 is taken. CTL I THOMPSON, INC. Q%'6 2516 e •A�� REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 5, 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 sf 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. 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTSk47900\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. 1. 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 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. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTSk47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Manual S Remington Quail Ridge 5252 Quail St NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft -/min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Numberof active trunks: 22 Numberof active runouts: 23 Total runout outlet airflow: 1,135 Main trunk airflow: 961 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -290 Smallest trunk diameter: 12.9 ST -270 Smallest runout diameter: 4 SR -120 Supplyfan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss: 0.478 SR -100 Return loss added to supply: 0.105 Total effective length of return ( ft.): 339.5 Crawl RA Total effective length of supply { ft.): 234.7 SR -100 Overall total effective length ( ft.): 574.2 Crawl RA to SR -100 Design overall friction rate per 100 ft_: 0.080 (Available SP x 100 /TEL) System duct surface area (No Scenario): 953.2 Total system duct surface area: 953.2 Heat Rise Used on the Program - 58° F -FIINkt00 CaPolitity',410c ent y - Return Air Connection 4 Cooling Tons - so- q" . 6; 6 , 0 inputHigh Heat(BTUH) 40,000 40,000 60,000 60,000 $0,(100: 80,OD0 100,DOD 100,000 120,000 Outpu High Heat(BTUH) 37,000 37,000 6,000 56,000 75,000 93,000 93,000 112,000 Ce iried Temperature Rise Range °F (°C) High Heal 40-70 (22 - 39) 3 - 65 (19 - 36) 40-70 (22-39) 35-65 (19-36) 5 - $ 30 -bb (19-36) 1(19-36) 1 40 - 70 (22-39) 40 - 70 (22-39) 45 - 75 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN INTTH FALTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM,1 Ton Test Airflow Delivery @ Various External Static Pressures -76-17 0.2 0:3 0.4 0.5 0.6 0-7 0,8 ' 0-9 1 04070 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 680 615 Blue 2-0 413 970 940 905 870 825 775 730 675 570 505 Yellow 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 06012 SIDE/BOTTOM Black 1 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 20 425 910 920 905 880 850 815 765 695 630 545 Red 1 1.5 430 750 730 705 680 645 1 605 555 040-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yeltow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2-5 366 1050 1025 986 950 915 870 820 760 1 7051 655 Blue 2.0 435 980 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 06016 SIDE/BOTTOM Black 4-0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 1 2.5 394 1030 1025 1030 1010 MD -16, SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1..345 1255 1165 Yellow 3-5 381 1 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2-5 384 1035 1020 1005 985 960 930 895 795 735 Red 2.0 380 850 825 805 785 7601 725 695 6$5 600 545 08020 BOTTOM or TWO -SIDES 4,5 Black 5.0 377 2225 2160 2070 1960 18851 1790 1690 1575 1460 1345 Yellow 4-0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Oran a 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 g 1035 Btuel Red Black 2.5 2-0 4.0 426 433ME 373 1120 1715 1110 1660 1100 1610 1090 1555 1065 1490 1035 1420 1340 1245 1150 1065 10016 SIDE/BOTTOM Yellow 3-5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 Bile Red Black 3.0 2.0 5-0 367 445 394 1300 1110 2270 1255 1055 2205 1205 1005 2130 1160 2055 1100 1970 1035 1880 1780 1670 1555 1425 100-20 BOTTOM or TWO-SIDES4.5 Yellow 5.0 367 2090 2040 1980 1910 1895 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 12020 BOTTOM or TWO -SIDES 4.5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Bfue 4-0 416 1875 1840 17951 17351 16651 1580 1495 1410 1310 1205 Red 3.5 4141 1610 1585 1555 1515 1450 1395 1325 1250 NOTE: 1. A filter is required for each return -air inlet. Airflow performance includes a 3j4 -in. (19 mm) washable fitter mediasuch an contained in a factory -author- ized accessory fitter rack.. See accessory lint. To determine a'uflow, performance without this filter, assume an additional 0.1 in. WC. available external static Pressure. 2. ADJUSTTHE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, two -side return, or bottom and side return- A minimum filter size of 20° x 25° (508 x 635 rim). is required.. 5. For upflow applications, air entering from one aide into both the side of the furnace and a return air base counts as a side and bottom return. 6. All airflows that are shown in SOLD exceed 0.58 watts per CFM at the givenexternal static pressure. Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in wc.) PI-TRON(& AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 1 600 1 700 1 800 1 sm 1 1000 1- 5100 1001 1 1200 1 0 T 0 7 1 400 1 1500 1 1600 1 1700 1 1800 1 1900 12000 1 2100 2204 Dry 1814 0.079 J0A14 10-156 10.198 10.253 1 1 1 1 1 I wet 0.096 0.138 I 0.183 10.213 10.277 Dry 2414 0.070 10-163T0-1-43 0.182 10.233 10-290 1 0]3-9-F- I I wet 0.099 10.128 10,171 10.214 10.269 10-236 10-413 1 -T Dry 2417 0.048 10.068 10.090 10.112 10.140 10 170 1 0,203 I I I I wet 0.064 10.091 10.122 10.150 10.188 10.224 10263 1 1 1 1 Dry. 3014 0.066 10.097 10.135 10.173 10.223 10.278 1 0.3,19 10.405 10.478 1 I wet 0.078 I 0.114 10.160 10.206 10.260 10-321 10.389 10.4651 1 0.540 1 1 1 1 -f0. -08-0T0.102 -FO Dry 3017 0.042 I 0.060 10.128 10-157 1 0,T& -M, 1 0.259 I I Wet 0.055 10,076 10.104 10.127 10.158 10-190 10225 10-266 [-6.�569 1 1 -2-17t0 Dry 3617 0.043 10,061 10.092 10.103 10.128 10-157 10.189 r02 2-59 10.299 10.341 13817 V%tt 10.056 10.079 10.107 0.133 10.166 1 0.200 1 �0.276 0.315 0.361 10.413 1 Dry 3621 0.035 10.048 0-0-62-0.076 10.093 10-111 10 -17T2�O153 0.177 0.201 10.228 1 wet 0.049 10.066 10.085 10.100 10.122 10-144 10.171 1 0.192 10.217 10245 10.276 1 1 1 1 1 1 1 Dry 4221 0.030 10.041 10.054 10.066 10.092 10.099 10.119 0.137T57-158 10 180 10.20,5 10.231 10.259 1 1 1 1 1 142'zi wet 10.043 10,059 10.078 10.101 10.126 10.153 10-181 10.207 10.234 10.260 10.208 10.319 1 0.354 1 1 1 1 1 Dry 4821 1 1 0.047 10.060 10.075 10,092 10.110 0.130 0.152 10.176 10.204 10.230 10256 1 0.284 10.318 14821 wet 10,053 10.067 10.085 10.104 10.125 10.147 10,172 10.200 10.228 10.259 10-292 10.327 1 0.365 1 1 Dry 4824 1 10.015 10.046 10.057 1 0M9 10-094 1 0.019T70.1-1-9 0,124 10.140 10.158 10-175 10.195 10.214 1 wet 10.032 J0.050 J0.066 10,091 10.097 0.114 10.131 10.150 10.169 10.190 10.211 10.233 10.257 1 1 1 1 Dry 6024 10.062 10-073 10-094 1 0-097T671 1-1 10.126 10.138 10,154 10.772 10.190 10.210 10,229 10-251 10.273 10.293 1 NY24 Wel 10.092 10-096 10-112 0.129 10,145 10.163 10.171 10.191 10-212 10.235 10.258 10282 10.310 1 0.336 10.366 Detailed cooling capacity DETAILED COOLING CAPACITIES# CONTINUED EVAPORATOR AIR CONDENSER ENTERING Al, 75 (23.9) 85 (29.4) 95 (35) CFM F W C) 72 (22.2) Capacity MBtuh Total Sens$ 32.18 16.57 Total System KW** 2.04 Capacity MBtuh Total Sens$ 30.84 16.09 Total System KW xx 3NA030****A 2.25 Capacity MBtuh Total Sena$ OutdoorCAI 29.42 15.59 Total System KW** 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.66 2.49 875 63 (17.2)}} 27.91 20.13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27.10 2.03 26.12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.69 2.30 29.72 16.38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)}1• 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (18.7) 28.07 27.82 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 22.57 2.12 27.32 1 22.05 2.34 25.95 21.49 2.58 62 (18.7) 28.79 28.79 2.12 27.71 1 27.71 2.34 26.54 26.54 2.58 57 (13.9) 28.79 28.79 2.12 27.71 1 27.71 2.34 26.55 26.55 1 2.58 Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 23,281 BTUs 23,281/24,293 = .96 or 4 % over Note: The 2 ton AC only delivers 20,231 BTU's. AHRI Used Item I Value Standard Air Conditioner Model Number (Combined) CAI 3NA030*—(A, BKN PV'3617ALI+TDR Outdoor Model Number CA13NA030—(A,B) Indoor Model Number CNPV*3617AL*+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity LDW Speed D SEER 13 SEER High Speed D SEER Low Speed 0 EER 1118 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years F.Ilicroproces sor Warranty U U) ol r, o L(D 00 0) (Ij D _a ai E Q >, Z 'ZI 0) 41- 0 cM r ir ccM 0 0 0 0 (Y) 0;;; 0)�� 00 40- 2)8 CL c E x .0 E 0 E 0 > > Cs co �; 0 r. (D tom, co 41 41 a) M o M = Q7 Ln V) CLZ x U-1 Ln n cn -o r 0 Ln 0, - •Z AMa -Z ca a r_ C �.n Mo r- Mo r - v w LU rq uj CLru a- ON =Q- 2) Q, c cc: UJ LU ul < V) ON (N (N 0 0 LD �o 0 LO V) -7 rt3V) VV Q) z V) cC> zCi .2 a li M© 0 QJ o n Ino h; M U) CC IA D ui M W 4.9 M E 4w 4A LU #A 10 E 0 E 0 O V) V) T -E �2 E .0 E 0 IT M 0 0 -v - in 41 0 0 c D LJL o z Go E 0 X -E �2 E .0 ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5252 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Whe Remington Homes Template - Remington - 715 FB - Wh 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 RES NET 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. nergyLogic ano".1. 1.09— HERS .09 1. HERS Index Target Reference Home HERS 82 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 69 As Designed Home HERS 60 As Designed Home HERS w/o PV 60 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 55.2 33.6 Cooling 8.4 5.5 Water Heating 10.7 7.6 Lights and Appliances 32.2 31.0 Total 106.5 77.7 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home under Version 3.0 Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 373 Carbon Dioxide (CO2) - tons/yr 3.2 Cooling 35 Water Heating 44 Lights & Appliances 43 Generation Savings 0 Total 496 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 Ekotrope RATER -Version 2.2.2.1844 This Information does not constitute a warranty or guarantee of home energy performance. IECC 2012 Performance Compliance nergyLogic Property Organization o.-.••. -,, a...... Remington Homes EnergyLogic 5252 Quail St Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Builder Template - Remington - 715 FB Whe Remington Homes Template - Remington - 715 FB - Wh Annual Energy Cost Design IECC 2012 As Designed Performance Heating $635 $554 Cooling $135 $124 Water Heating $149 $149 SubTotal - Used to determine compliance $918 $826 Lights & Appliances $990 $974 Onsite generation $0 $0 Total $1,908 $1,800 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing A -ea -weighted average fenestration passes by 10 01% SHGC; 402.5 403.2.2 404 Area -weighted average fenestration Duct Testmg Lighting Equipment Efficiency U -Factor Mandatory Checklist M Design exceeds requirements for IECC 2012 Performance compliance by 10%. Name: Peter Oberhammer Signature: f''� 9Z./___1 Organization: EnergyLogic Date: Jan 24, 2018 Ekotrope RATER -Version 2.2.2.1844 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Rating Too]. Building Summary Property Organization Remington Homes EnergyLogic 5252 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - Remington - 715 FB - Wheat Ridge General Building Information , Number Of Bedrooms 3 Number Of Floors 1 Conditioned Floor Area [sq. ft] 4;302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.) 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB Plan Community Wheat Ridge x r r Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimete BsmUGarage Un R-19 Draped Full 1 7 46.2 BsmUGmlmd Unfinis R-19 Draped Full 1 7 175.2 ■ Basement Wall Library List h. Name Feet From Wan Top To Insulation Feet From Walt Top To Insulation Top Bottom R-19 Draped Full NIA N/A Sla Name Library Type Perimeter Floor Grade Carpet R nergyLogic on olltif. In�i9 �I, 9nt�nr t. Exposed Exterior Exposed Exterior Conditioned Space Conditioned Space Is Fully Irsulated F Yes 19 .� Surface Area Location Enclosins Bsmt Uninsulated 221 Below Grade 1.23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Uninsulated Wood Frame IOther Slab Completer Underslab Insulation Perimeter Insulation Perimeter Insulation R Insulated- Width rt] Depth (ft) Value No 0 0 0 0 1 Building Summary 2x6 P23 16" OC BF GI Property Organization Remington Homes EnergyLogic 5252 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Exposed Exterior Garage 2x6 Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - Remington - 715 FB - Wheat Ridge Kneewail 2x6 2x6 FZ23 16°' OC BF G1 Medium Framed Floor Attic Name Library Type Carpet R Cantilever 12" R50 16"0C BF GI 1 23 Exterior cant Medium 616.0 sq. ft Framed Flour Library List Name R 12" R50 16"OC BF G1 Exterior 46-08006 cant Rim Joist - Name Library Type Ambient R 23.0 Garage 3 u Rim Joist Library List Name R R 23 0 23 Wali, r nergyLogic Inspection Status Results are projected j Fioor Grade Surface Area a Location Above Grade 11.0 sq ft Exposed Exterior 176.2 sq. ft. Exposed Exterior 47-2 sq. ft. Unconditioned, attached garage Library Type Surface Color Back 2x6 2x6 P23 16" OC BF GI Medium 587'B sq. ft. Exposed Exterior Front 2x6 2x5 R23 16" OC OF G1 Medium 130.0 N. ft: Exposed Exterior Garage 2x6 2x6 R23 16" OC BF G1 Medium 471.8 sq. It, Unconditioned, attached garage Kneewail 2x6 2x6 FZ23 16°' OC BF G1 Medium 312.8 sq. ft Attic Left 2x6 2x6 82316" OC OF G1 Medium 616.0 sq. ft Exposed Exterior 2 Building Summary Property Organization Remington Homes EnergyLogic 5252 Quail St PeterOberhammer Wheat Ridge, CO 80033 Builder Template -Remington -715 FB Wheat Ridge- EKO Remington Homes Template - Remington - 715 FB - Wheat Ridge Name Library Type Right 2x6 2x6 R23 16" OC BF G1 Wall Library List Name 6 R23 16" OC BF G1 F-�-2X1 Glazing P 18.A9835 nergyLagic Inspection Status Results are piojected Surface Color Surface Area Location Medium 525.2 sq. 2 Exposed Exterior Back 2x6 -30/-30 Back 2x6 0 0 0 East 232.0 sq ft Back bsmt '301.30 BsmUGround Unfinis 0 0 0 East 40 0 sq it Front 2x6 .301 .30 Front 2x6 0 0 0 West 113 sq ft Left 2x6 .30 ' 30 Le`t 2x6 0 0 0 North 50.0 sq. ft Left bsmt .301 30 BsmttGround Unfinis 0 0 0 North 40-0 sq. it Right 2x6 301 30 Right 2xG 0 0 0 South 38.0 sq. ft Right bsmt 30 ? .30 BsmUGround Unfinis. 0 0 0 South 20.0 sq. ft Glazing Libra, 'i Name i Skylight 30V30 0.3 3.33333 None P 3 Building Summary nergyLogic Property Organization Remington Homes EnergyLogic 5252 Ouail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Hanes Template - Remington - 715 FB - Wheat Ridge Skylight Lib r iry'List None Present Name Absorptance Front 2x6 Insulated Door 6.6 Front 2x6 0.9 0.75 Medium 24.0 sq. ft. Exposed Exterior Garage R 5 Garage Entry Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Exterior Opaque Door Library List Name R Insulated Door 6.6 6.66667 R 5 Garage Entry Roof Insulation Name pi flat 5 Library Type Roof -Deck Area [sq. ft.] Clay or Concrete Roof r, Surface Color Surface Area Location Tries BF 16"oc 2,156 No Dark 2,156:0 sq. ft Attic Roof Insulation Library List Name Has Radtant Barrier R R-54 BF 16"oc No 50.50816 Whole House infiltration L Infiltration 1 3ACH at 50 Pa Measurement Type Blower -door tested 4 4 Property Organization Remington Homes EnergyLogic 5252 Ouai I St Peter Oberharnmer Wheat Ridge , CO 80033 Builder Template -Remington -715 FB Wheat Ridge - EKO Renijmjton Homes Template - Remington - 715 FB - Wheat Ridge Mechanical Ventilation Ventilation T" Ventilation Rate (Cubic Feet Operational hours per day Winute) Exhaust Only 73 24 lann e rgyL o gic Inspection Status Results are ;xojected Fan Witts Runs once every three hours 15 Lighting Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lightinj Lighting .............................. .. . .. . ......... . ...... . ...... ............ . ..... 80 0 0 Onsite Generation None Present Onsite Generation Library List None Present Solar Generation None Present Solar Generatlon Library List None Present Yes 0 rJ mrgmrk-z= Property Organization Remington Homes EnergyLogic 5252 Ouail St Peter Obertharnmer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - Remington - 715 FB - Wheat Ridge tioning Equipment" Conditioning Name Library Type Heating Percent Load Cooling Percent Loac Air conditioner (3) 13SEERJ366TU 3 ton 0% 100% (E)nergyLogic 0% Fuel -fired air 92-1 AFLIE I 80K 100% 0% 0% distribution (1) Water Heating (2) w62 EF / 76 RE 150g 0% 0% 100% MqolpWrnent Type: 13SEER/36BTU 3 til Fuel Type Electric Distribution Type ForcedAir Motor Type Single Speed (PSG) Cooling Efficiency 13 SEER Cooling Capacity [kBtuth] 36 Equipment Type: 92.1 AFUE / 80K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSG) Heating Efficiency 92-1 AFUE Heating Capacity JkBtu/hJ 74 Use default EAE No EAE [kWh] 692 Equipment Type: w62 EF / 76 RE 150g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal-) 50 Hot Water Capacity JkBtu/hJ 40 Recovery Efficiency 076 0 Property Remington Homes 5252 Quail St Wheat Ridge . CO 80033 Template - Remington -715 F6 Wheat Ridge - EKO Template -Remington -715 F5- Wheat Ridge Distribution System 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. ft.] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM @&nbsp,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 EnergpLogic Peter Oberhammer Builder Remington Homes Forced Air Fuel -fired a€rdistrltiution (1}� Air conditioner (3) 4302 4 0 0 1161 54 860.4 1 1 Post -Construction Yes Conditioned Space 100 100 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Inspection Status Results are projected dater Distributfart `:Pater i=ixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Recirculation System Pipe Loop Length [ft] 170 Drain Water Heat Recovery? No �; nergyLogic oaolyNc. Fnayht. on,+r er �. Building Summary nergyLogic Property Organization Remington Homes EnergyLogic 5252 wailSt PeterObedtammer Wheat Ridge . CO 80033 Inspection Status Annual Gas Cost Builder Results are projected Template - Remington - 715 FS Wheat Ridge - EKC Remington Homes Template - Remington - 715 FB - Wheat Ridge 3.2 .,? Clothes Dryer 080737 Fuel Type Electric Cef 2,611739 Field Utilization Timer Controls Kitchen Appliances Clothes Dishwasher Size Label Eneigy Rattng 487 k%/Mh Year Electric Rate –___. _ _.,_ .,. __,—_--------_---_-- $0.08lkWh Annual Gas Cost $23.00 Gas Rate $0 69/Thenn Capacity 3.2 Imef 080737 Kitchen Appliances Dishwasher Size Standard Dishwasher Energy Factor 0,67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/Year M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 1 Project Report General Project Informatlort Project Title: Remington- Quail Ridge - 5252 Quail St Designed By: McKennon Piil Project Date: Friday, January 05, 2018 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Cc 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Resign Data. Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.2 81% 50% 70 62.62 Summer: 94 59 13% 50% 75 -44 Check Figures Total Building Supply CFM: 968 CFM Per Square ft.: 0.226 Square ft. of Room Area: 4,287 Square ft. Per Ton: 2,509 Volume (ft3) of Cond. Space: 40,438 Building Loads Total Heating Required Including Ventilation Air: 49,313 Btuh 49.313 MBH Total Sensible Gain: 23,281 Btuh 100 % Total Latent Gain: -2,777 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,281 Btuh 1.94 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. o{ okk 5°l(\ M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac • Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC l Elite Software Development, Inc. Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 _ — _ Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains In ut DataDEMb Wet Bulb _ Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.2 81% 50% 70 i 62.62 Summer: 94 59 13% 50% 75 -43.51 j Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data _ Winter Summer Infiltration Specified: 0.274 AC/hr 0.250 AC/hr 146 CFM 133 CFM Infiltration Actual: 0.306 AC/hr 0.284 AC/hr Above Grade Volume: X 31,980 Cu.ft. X 31,980 Cu.ft. 9,781 Cu.ft./hr 9,087 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 163 CFM 151 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (133 CFM) Summer Infiltration Specified: 0.250 AC/hr (133 CFM) M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5252 Quail St Littleton CO 80125 _ Pica e3 Load Preview Report � � Scope Net Ton ft? /Ton Area Sen Gain Lai Gain Net Gan Sen Loss Sys Htg CFM Sys Clg CFM Sys Act CFM Duct Size Building 1.94 2,509 4,287 23,281 -2,777 23,281 49,313 968 968 968 System 1 1.94 2,509 4,287 23,281 -2,777 23,281 49,313 968 968 968 25x17 Humidification 4,970 Zone 1 4287 23,281 -2,777 23,281 44,343 968 968 968 1 0x1 6 1-Basement 1,573 4,759 -909 4,759 14,674 320 198 320 7,7,7,7 2-Crawl Space 564 133 -101 133 2,600 57 6 57 Not M1 D4 1--4 3-Mstr Bedroom 264 2,811 -144 2,811 3,607 79 117 117 6,6 4-W/C 21 194 -57 194 551 12 8 12 4 5-Mstr Bath 107 325 -60 325 756 17 14 17 5 6-Mstr WIC 96 392 -190 392 1,457 32 16 32 5 7-Mud Room 80 275 -79 275 823 18 11 18 4 8-Dining/Kitchen 415 5,312 -393 5,312 5,037 110 221 221 7,7,7 9- Bed room 3 161 1,069 92 1,161 1,452 32 44 44 5,5 10-Study Opt Bedroom 168 1,323 -66 1,323 2,547 56 55 56 5,5 11-Bath 73 427 -174 427 1,425 31 18 31 5 12-Laundry 73 690 -158 690 1,370 30 29 30 5 13-Foyer 178 517 -89 517 1,246 27 21 27 5 14-Great Room 514 5,054 -449 5,054 6,798 148 210 210 7,7,7 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC® Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 _ _ _ _ _- _ _ Page 4_ Manual D Ductsize Data - Duct System 1 - Supply ---UUCt Name, etc. Type Upstream Shape !' Sizing CFM Roughness Temperature Length Diameter Width Height Area Velocity Loss/100 Fit.Eq.Len SP.Avail SPL.Duct SPL.Fit SPL.Tot SPL.Cumul ---Duct Name: ST -290, Feeds Into: Basement, Effective Length: 2.5 Rect 0.7 Trunk 0.0003 15.2 130 0.000 Up: ST -170 128 20 0.002 0.000 Rect 2.5 10 0.0 0.000 Presize 180 12.5 0.343 0.457 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 1.2 0.0003 16.9 Trunk 0.0003 12.9 82 0.000 Up: ST -160 55 14 0.001 0.000 Rect 1.2 10 0.0 0.000 Presize 80 4.7 0.343 0.457 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -200 55 14 Rect 0.7 10 Presize 96 2.7 ---Duct Name: ST -250, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 15.2 Up: ST -110 55 20 Rect 0.8 10 Presize 315 4.2 ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 Up: ST -120 128 25 Rect 1.3 10 Presize 552 7.8 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: ST -180 128 20 Rect 1.2 10 Presize 317 5.8 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 1.5 10 Presize 297 7.5 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 3.7 Trunk 0.0003 12.9 Up: ST -220 55 14 Rect 3.7 10 Presize 269 14.7 ---Duct Name: ST -200, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -310 55 14 Rect 0.7 10 Presize 118 2.7 99 0.002 0.0 0.343 227 0.006 0.0 0.344 318 0.009 0.0 0.345 228 0.006 0.0 0.343 214 0.006 0.0 0.344 277 0.010 0.0 0.344 121 0.002 0.0 0.343 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.456 0.000 0.000 0.000 0.455 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.456 0.000 0.000 0.000 0.456 0.000 0.000 0.000 0.457 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5252 Quail St Littleton,_CO 80125 __ _Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd ---Duct Name, etc. Type Roughness Diameter Upstream Temperature Width Shape Length Height Sizing CFM Area ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 7.5 Trunk 0.0003 15.2 Up: ST -320 128 20 Rect 7.5 10 Presize 396 37.5 ---Duct Name: ST -180, Feeds Into: Basement, Effective Length: 3.8 Trunk 0.0003 15.2 Up: ST -190 128 20 Rect 3.8 10 Presize 366 19.2 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: ST -230 128 20 Rect 1.0 10 Presize 219 5 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -300 55 14 Rect 1.7 10 Presize 80 6.7 ---Duct Name: ST -150, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -130 55 14 Rect 1.0 10 Presize 58 4 ---Duct Name: ST -140, Feeds Into: Basement, Effective Length: 2.8 Trunk 0.0003 15.2 Up: ST -290 128 20 Rect 2.8 10 Presize 180 14.2 ---Duct Name: ST -130, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 Up: ST -270 55 14 Rect 1.2 10 Presize 66 4.7 Velocity SPL.Duct Loss/100 SPL.Fit Fit.Eq.Len SPL.Tot , SP.Avail SPL.Cumul 285 0.008 0.0 0.344 264 0.007 0.0 0.344 158 0.003 0.0 0.343 82 0.001 0.0 0.343 60 0.001 0.0 0.343 130 0.002 0.0 0.343 68 0.001 0.0 0.343 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 127.2 Trunk 0.0003 22.4 326 Up: Fan 55 25 0.007 Rect 0.7 17 126.5 Presize 961 4.9 0.345 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 6.0 Trunk 0.0003 15.2 280 Up: SMT -100 55 20 0.009 Rect 6.0 10 0.0 Presize 389 30 0.344 0.001 0.000 0.001 0.456 0.000 0.000 0.000 0.456 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.457 0.000 0.009 0.350 0.455 0.001 0.000 0.001 0.456 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 4 Page 6 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 Sizing _ _ CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 346 0.000 Up: SMT -100 128 25 0.011 0.000 Rect 1.2 10 0.0 0.000 Presize 601 6.8 0.345 0.455 ---Duct Name: SR -290, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 83.5 Runout 0.0003 7 299 0.006 Up: ST -140 128 5.4 0.021 0.011 Rnd 29.7 7.7 53.8 0.017 Presize 80 54.4 0.326 0.474 ---Duct Name: ST -300, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 12.9 103 0.000 Up: ST -140 128 14 0.002 0.000 Rect 2.0 10 0.0 0.000 Presize 100 8 0.343 0.457 ---Duct Name: SR -300, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 97.9 Runout 0.0003 7 299 0.005 Up: ST -210 128 5.4 0.021 0.015 Rnd 24.7 7.7 73.2 0.020 Presize 80 45.2 0.324 0.476 ---Duct Name: ST -310, Feeds Into: Basement, Effective Length: 5.0 Trunk 0.0003 12.9 226 0.000 Up: ST -210 55 14 0.007 0.000 Rect 5.0 10 0.0 0.000 Presize 220 20 0.343 0.457 ---Duct Name: SR -310, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 80.2 Runout 0.0003 7 299 0.005 Up: ST -240 128 5.4 0.021 0.011 Rnd 26.3 7.7 53.8 0.016 Presize 80 48.3 0.328 0.472 ---Duct Name: ST -320, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 340 0.000 Up: ST -240 128 20 0.011 0.000 Rect 1.2 10 0.0 0.000 Presize 472 5.8 0.344 0.456 ---Duct Name: SR -320, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 62.0 Runout 0.0003 7 299 0.001 Up: ST -230 128 5.4 0.021 0.012 Rnd 3.8 7.7 58.1 0.013 Presize 80 7 0.331 0.469 ---Duct Name: SR -100, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 77.9 Runout 0.0003 6 295 0.009 Up: ST -150 55 4.7 0.027 0.013 Rnd 31.7 6.6 46.3 0.021 Presize 58 49.7 0.322 0.478 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residentiall-& Light Commercial HVAC Loads E9ite Software Dg velopment, Inc. Smith & Willis HVAC LLC Remin ton Quail Ride 5252 Quail St Littleton, GO 80125 Pa e 7 Manual D Ductsize Data - Duct System 1 - Supply (contbq Runout 0.0003 4 ---Duct Name, etc. 0.001 Up: ST -230 128 3.1 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit 'Shape Length Height Fit.Eq.Len SPL.Tot Sizing_ CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -110, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 77.9 3.9 Runout 0.0003 6 295 0.009 Up: ST -170 55 4.7 0.027 0.013 Rnd 31.7 6.6 46.3 0.021 Presize 58 49.7 0.322 0.478 ---Duct Name: SR -120, Supplies: W/C, Fittings: 2-I, 4-G, Effective Length: 35.8 Up: ST -320 128 3.9 Runout 0.0003 4 138 0.001 Up: ST -130 128 3.1 0.011 0.003 Rnd 9.2 4.4 26.6 0.004 Presize 12 9.6 0.339 0.461 ---Duct Name: SR -130, Supplies: Mstr WIC, Fittings: 2-I, 4-H, Effective Length: 35.2 0.018 Runout 0.0003 5 235 0.001 Up: ST -300 128 3.9 0.021 0.006 Rnd 4.7 5.5 30.5 0.007 Presize 32 6.1 0.336 0.464 ---Duct Name: SR -140, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 32.3 Runout 0.0003 4 206 0.001 Up: ST -230 128 3.1 0.022 0.007 Rnd 2.5 4.4 29.8 0.007 Presize 18 2.6 0.336 0.464 ---Duct Name: SR -150, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 43.0 Runout 0.0003 5 220 0.001 Up: ST -190 128 3.9 0.018 0.007 Rnd 3.8 5.5 39.1 0.008 Presize 30 5 0.336 0.464 ---Duct Name: SR -160, Supplies: Foyer, Fittings: 2-I, 4-G, Effective Length: 60.1 Runout 0.0003 5 198 0.002 Up: ST -320 128 3.9 0.015 0.007 Rnd 11.8 5.5 48.2 0.009 Presize 27 15.5 0.335 0.465 ---Duct Name: SR -170, Supplies: Study Opt Bedroom, Fittings: 2-1, 4-G, Effective Length: 68.5 Runout 0.0003 5 205 0.005 Up: ST -310 55 3.9 0.018 0.007 Rnd 27.8 5.5 40.6 0.012 Presize 28 36.4 0.331 0.469 ---Duct Name: SR -180, Supplies: Bedroom 3, Fittings: 2-I, 4-H, Effective Length: 28.4 Runout 0.0003 5 161 0.000 Up: ST -260 55 3.9 0.012 0.003 Rnd 3.3 5.5 25.1 0.003 Presize 22 4.4 0.340 0.460 ---Duct Name: SR -190, Supplies: Study Opt Bedroom, Fittings: 2-I, 4-G, Effective Length: 61.5 Runout 0.0003 5 205 0.005 Up: ST -220 55 3.9 0.018 0.006 Rnd 27.8 5.5 33.7 0.011 Presize 28 36.4 0.333 0.467 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM [-Rh-vac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 _ _ Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont'c) Runout ---Duct Name, etc. 5 227 0.005 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizino CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -200, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 56.5 Runout 0.0003 5 227 0.005 Up: ST -250 128 3.9 0.019 0.006 Rnd 23.7 5.5 32.9 0.011 Presize 31 31 0.333 0.467 ---Duct Name: SR -210, Supplies: Great Room, Fittings: 2-I, 4-I, 8-A2, 8-A2, 8-A2, Effective Length: 94.0 Runout 0.0003 7 262 0.006 Up: ST -180 55 5.4 0.018 0.011 Rnd 31.8 7.7 62.2 0.017 Presize 70 58.3 0.327 0.473 ---Duct Name: SR -220, Supplies: Great Room, Fittings: 2-1, 4-G, Effective Length: 85.6 Runout 0.0003 7 262 0.005 Up: ST -120 55 5.4 0.018 0.011 Rnd 27.2 7.7 58.4 0.015 Presize 70 49.8 0.329 0.471 ---Duct Name: SR -230, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 88.2 Runout 0.0003 7 277 0.005 Up: ST -110 55 5.4 0.020 0.012 Rnd 25.2 7.7 63.0 0.017 Presize 74 46.1 0.327 0.473 ---Duct Name: SR -240, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 92.0 Runout 0.0003 7 277 0.005 Up: ST -310 55 5.4 0.020 0.013 Rnd 25.2 7.7 66.9 0.018 Presize 74 46.1 0.325 0.475 ---Duct Name: SR -250, Supplies: Great Room, Fittings: 2-1, 4-G, Effective Length: 101.0 Runout 0.0003 7 262 0.005 Up: ST -320 55 5.4 0.018 0.013 Rnd 29.3 7.7 71.6 0.018 Presize 70 53.8 0.326 0.474 ---Duct Name: SR -260, Supplies: Dining/Kitchen, Fittings: 2-I, 4-H, Effective Length: 63.1 Runout 0.0003 7 277 0.004 Up: ST -260 55 5.4 0.020 0.009 Rnd 19.2 7.7 43.9 0.013 Presize 74 35.1 0.331 0.469 ---Duct Name: SR -270, Supplies: Bedroom 3, Fittings: 2-I, 4-G, 8-A2, 8-A2, Effective Length: 54.7 Runout 0.0003 5 161 0.001 Up: ST -200 55 3.9 0.012 0.005 Rnd 10.0 5.5 44.7 0.006 Presize 22 13.1 0.337 0.463 ---Duct Name: SR -280, Supplies: Mstr Bath, Fittings: 2-I, 4-G, Effective Length: 52.4 Runout 0.0003 5 125 0.001 Up: ST -270 128 3.9 0.007 0.003 Rnd 15.5 5.5 36.9 0.004 Presize 17 20.3 0.340 0.460 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge 5252 Quail St j Littleton, CO 80125 ___ ____P_a_ e 9 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 CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 22 Number of active runouts: 23 Total runout outlet airflow: 1,135 Main trunk airflow: 961 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-290 Smallest trunk diameter: 12.9 ST-270 Smallest runout diameter: 4 SR-120 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss: 0.478 SR-100 Return loss added to supply: 0.105 Total effective length of return ( ft.): 339.5 Crawl RA Total effective length of supply ( ft.): 234.7 SR-100 Overall total effective length ( ft.): 574.2 Crawl RA to SR-100 Design overall friction rate per 100 ft.: 0.080 (Available SP x 100 / TEL) System duct surface area (No Scenario): 953.2 Total system duct surface area: 953.2 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5252 Quail St Littleton, CO 80125 _ _ Page 10 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. 1Type Roughness Diameter Velocity SPL.Duct' Upstream Temperature Width Loss/100 SPL.Fit ,'Shape Length Height Fit.Eq.Len SPL.Tot 11 Sizina CFM Area ---Duct Name: RT -250, Feeds From: Basement, Effective Length: 12.7 Trunk 0.0003 15.2 Up: RT -120 75 20 Rect 12.7 10 Presize 337 63.3 ---Duct Name: RT -240, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 Up: RT -110 75 25 Rect 1.3 10 Presize 331 7.8 ---Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RT -180 75 20 Rect 1.0 10 Presize 59 5 ---Duct Name: RT -180, Feeds From: Basement, Effective Length: 3.8 Trunk 0.0003 15.2 Up: RT -160 75 20 Rect 3.8 10 Presize 118 19.2 ---Duct Name: RT -170, Feeds From: Basement, Effective Length: 1.7 Trunk 0.0003 16.9 Up: RT -140 75 25 Rect 1.7 10 Presize 57 9.7 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 2.5 Trunk 0.0003 15.2 Up: RT -150 75 20 Rect 2.5 10 Presize 177 12.5 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: RT -250 75 20 Rect 1.2 10 Presize 257 5.8 SP.Avail 243 0.007 0.0 -0.045 191 0.004 0.0 -0.047 43 0.000 0.0 -0.045 85 0.001 0.0 -0.045 33 0.000 0.0 -0.047 127 0.002 0.0 -0.045 185 0.004 0.0 -0.045 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 33 Up: RT -240 75 25 0.000 Rect 1.3 10 0.0 Presize 57 7.8 -0.047 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-L, 5-11, Effective Length: 257.3 Trunk 0.0003 18.6 545 Up: Fan 75 25 0.023 Rect 0.7 12 256.6 Presize 1,135 4.4 -0.047 'L.Cumul I 0.001 0.000 0.001 0.006 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.004 0.000 0.000 0.000 0.004 0.000 0.000 0.000 0.105 0.000 0.000 0.000 0.004 0.000 0.000 0.000 0.105 0.000 0.058 0.058 0.105 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5252 Quail St Littleton, CO 80125 ________ - _ .__-. Page 11 Manua/ D Ductsize Data - Duct System 1 - Return (cont'd) Runout 0.0003 ---Duct Name, etc. 418 0.008 Up: RT -170 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM - Area SP.Avail SPL.Cumul ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 1.3 Runout 0.0003 Trunk 0.0003 16.9 237 0.000 Up: RMT -100 75 25 0.006 0.000 Rect 1.3 10 0.0 0.000 Presize 411 7.8 -0.047 0.105 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 5.2 0.018 ---Duct Name: GR High, Returns From: Great Room, Fitting: 6-L, Effective Trunk 0.0003 15.2 521 0.001 Up: RMT -100 75 20 0.027 0.000 Rect 5.2 10 0.0 0.001 Presize 724 25.8 0.046 0.060 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fittings: 6-L, 6-C, Effective Length: 76.6 Runout 0.0003 5 418 0.008 Up: RT -170 75 3.9 0.061 0.039 Rnd 13.5 5.5 63.1 0.047 Presize 57 17.7 0.000 0.047 ---Duct Name: Bsmt RA, Returns From: Basement, Fittings: 6-L, 6-C, Effective Length: 50.5 Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 8 430 0.003 Up: RT -240 75 6.2 0.036 0.015 Rnd 8.0 8.7 42.5 0.018 Presize 150 16.8 -0.029 0.018 ---Duct Name: GR High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.4 Runout 0.0003 7 299 0.001 Up: RT -240 75 5.4 0.022 0.003 Rnd 3.2 7.7 13.2 0.004 Presize 80 5.8 -0.043 0.004 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.7 Runout 0.0003 7 299 0.002 Up: RT -150 75 5.4 0.022 0.003 Rnd 10.5 7.7 13.2 0.005 Presize 80 19.2 -0.039 0.005 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.7 Runout 0.0003 7 299 0.002 Up: RT -250 75 5.4 0.022 0.003 Rnd 10.5 7.7 13.2 0.005 Presize 80 19.2 -0.039 0.005 ---Duct Name: Main High, Low, Returns From: Laundry, Fitting: 6-L, Effective Length: 25.0 Runout 0.0003 12.2 435 0.000 Up: RT -120 75 16 0.025 0.006 Rect 0.7 8 24.4 0.006 Presize 387 2.7 -0.039 0.006 ---Duct Name: Mstr Low, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 7 221 0.002 Up: RT -160 75 5.4 0.013 0.002 Rnd 17.5 7.7 12.3 0.004 Presize 59 32.1 -0.041 0.004 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development,Inc. Smith &Willis HVAC LLC ® Remington Quail Ridge 5252 Quail St Littleton, CO 80125 Page 12 Manual D Ductsize Data - Duct System 1 - Return (cont'd) _ ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing _ _ CFM Area SP.Avail SPL.Cumul ---Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 7 221 0.002 Up: RT-200 75 5.4 0.013 0.002 Rnd 17.5 7.7 12.3 0.004 Presize 59 32.1 -0.041 0.004 ---Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 7 221 0.002 Up: RT-180 75 5.4 0.013 0.002 Rnd 17.5 7.7 12.3 0.004 Presize 59 32.1 -0.041 0.004 ---Duct Name: Foyer Low, Returns From: Bedroom 3, Fitting: 6-L, Effective Length: 17.7 Runout 0.0003 7 299 0.001 Up: RT-110 75 5.4 0.022 0.003 Rnd 4.5 7.7 13.2 0.004 Presize 80 8.2 -0.043 0.004 ---Duct Name: Bed High, Returns From: Bedroom 3, Fitting: 6-L, Effective Length: 18.3 Runout 0.0003 7 165 0.001 Up: RT-240 75 5.4 0.008 0.001 Rnd 6.8 7.7 11.5 0.001 Presize 44 12.5 -0.045 0.001 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 11 Number of active runouts: 11 Total runout outlet airflow: 1,135 Main trunk airflow: 1,135 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.2 Main High, Low Smallest trunk diameter: 15.2 RT-250 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.047 Crawl RA Return loss added to supply: 0.105 Total effective length of return ( ft.): 339.5 Crawl RA System duct surface area (No Scenario): 367.4 Total system duct surface area: 367.4 Notes.T_ 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. M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 0Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Pae 13 Manual D Ductsize Data - Duct System 1 - Return (cont'd) Notes 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 - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton CO 80125 Page 14 _ _ Total Building Summary Loads 1 Component Area Sen Lat Sen_ Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 486.3 10,071 0 13,791 13,791 SHGC 0.3 Remington Door: Door -U=0.2 41.8 577 0 209 209 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2738.1 11,711 0 2,428 2,428 R11 Draped -9: Wall -Basement, Custom, R11 Draped 607.2 2,122 0 36 36 R11 Draped -4: Wall -Basement, Custom, R11 Draped 420.5 1,543 0 61 61 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,106 2,106 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 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 2075.7 2,864 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor -Slab on grade, Vertical board 78 2,589 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil R50 Floor: Floor -Over open crawl space or garage, 11.2 23 0 3 3 Custom, R50 Cantilever Floors over Open Space and Garage Subtotals for structure: 34,467 0 18,634 18,634 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 163, Summer CFM: 151 9,876 -3,577 2,527 -1,050 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 13.55 gal/day : 4,970 0 0 0 Total Building Load Totals: 49,313 -2,777 23,281 20,504 Check Figures Total Building Supply CFM: 968 CFM Per Square ft.: 0.226 Square ft. of Room Area: 4,287 Square ft. Per Ton: 2,509 Volume (ft3) of Cond. Space: 40,438 Buildin Loads Total Heating Required Including Ventilation Air: 49,313 Btuh 49.313 MBH Total Sensible Gain: 23,281 Btuh 100 % Total Latent Gain: -2,777 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,281 Btuh 1.94 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5252 Quail St, Littleton CO 80125 Pae 15 System 1 Whole House System Summary Loads omponent" F Area Sen Lat. Sen Tota( escri pion' Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 486.3 10,071 0 13,791 13,791 SHGC 0.3 Remington Door: Door -U=0.2 41.8 577 0 209 209 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2738.1 11,711 0 2,428 2,428 R11 Draped -9: Wall -Basement, Custom, R11 Draped 607.2 2,122 0 36 36 R11 Draped -4: Wall -Basement, Custom, R11 Draped 420.5 1,543 0 61 61 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,106 2,106 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 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 2075.7 2,864 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 2213-10ph-c: Floor -Slab on grade, Vertical board 78 2,589 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil R50 Floor: Floor -Over open crawl space or garage, 11.2 23 0 3 3 Custom, R50 Cantilever Floors over Open Space and Garage Subtotals for structure: 34,467 0 18,634 18,634 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 163, Summer CFM: 151 9,876 -3,577 2,527 -1,050 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 13.55 gal/day : 4,970 0 0 0 System 1 Whole House System Load Totals: 49,313 -2,777 23,281 20,504 Check Figures Supply CFM: 968 CFM Per Square ft.: 0.226 Square ft. of Room Area: 4,287 Square ft. Per Ton: 2,509 Volume (ft3) of Cond. Space: 40,438 System Loads Total Heating Required Including Ventilation Air: 49,313 Btuh 49.313 MBH Total Sensible Gain: 23,281 Btuh 100 % Total Latent Gain: -2,777 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,281 Btuh 1.94 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Pale 16 FESquoment Data - System 1 - Whole House System 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 CA13NA030--(A, B) CNPV`3617AL"+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395167 27400 13 SEER Natural Gas Furnace 59SC2C080S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 17 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,573.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,573.0 sq.ft. Supply Air: 320 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 15,993.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 41 CFM Actual Summer Infil.: 38 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 19.5 X 10.2 168.3 0.062 4.3 720 0.9 0 149 S -Wall-R23 2 X 10.2 20.3 0.062 4.3 87 0.9 0 18 E -Wall-R23 15 X 10.2 112.5 0.062 4.3 481 0.9 0 100 S -Wall-R23 7.5 X 10.2 76.3 0.062 4.3 326 0.9 0 68 S -Wall-R11 Draped -9 21.2 X 10.2 215.3 0.049 3.5 760 0.1 0 17 W -Wall-R11 Draped -9 19.3 X 10.2 196.6 0.049 3.5 694 0.1 0 15 N -Wall-R11 Draped -9 21.2 X 10.2 195.3 0.049 3.4 668 0.0 0 4 N -Wall-R23 14 X 10.2 142.4 0.062 4.3 609 0.9 0 126 E -Wall-R23 15.5 X 10.2 132.6 0.062 4.3 567 0.9 0 118 S -Wall-R23 4.5 X 10.2 45.8 0.062 4.3 196 0.9 0 41 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 40 0.300 20.7 828 34.0 0 1,361 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 E -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 Floor -21A-32 1 X 1511.6 1511.6 0.020 1.4 2,086 0.0 0 0 Floor-226-10ph 78 ft..Per. 78 0.481 33.2 2,589 0.0 0 0 Subtotals for Structure: 12,164 0 4,117 Infil.: Win.: 41.4, Sum.: 38.5 869 2.890 2,510 0.739 -909 642 Room Totals: 14,674 -909 4,759 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Pae 18 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 564.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 564.0 sq.ft. Supply Air: 57 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,914.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 57 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 650 ft./min. Percent of Supply: 0 % Runout Air Velocity: 650 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.336 in.wg./100 ft. Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped-4 25.3 X 5.2 131 0.049 3.7 480 0.1 0 19 W -Wall-R11 Draped-4 17.5 X 5.2 90.5 0.049 3.7 332 0.1 0 13 N -Wall-R11 Draped-4 16.2 X 5.2 83.6 0.049 3.7 307 0.1 0 12 W -Wall-R11 Draped-4 13.2 X 5.2 68.1 0.049 3.7 250 0.1 0 10 N -Wall-R11 Draped-4 9.2 X 5.2 47.4 0.049 3.7 174 0.1 0 7 Floor-21 A-32 1 X 564 564 0.020 1.4 778 0.0 0 0 Subtotals for Structure: 2,321 0 61 Infil.: Win.: 4.6, Sum.: 4.3 97 2.885 279 0.744 -101 72 Room Totals: 2,600 -101 133 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 0 Remington - Quail Ridge - 5252 Quail St' Littleton CO 80125 1 Pae 19 Detailed Room Loads - Room 3 - Mstr Bedroom (Average Load Procedure General • ,. ; Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 264.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 264.0 sq.ft. Supply Air: 117 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 2,401.0 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.: 16 CFM Actual Summer Infil.: 15 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15.5 X 9.1 86.7 0.062 4.3 371 0.9 0 77 S -Wall-R23 4.5 X 9.1 40.9 0.062 4.3 175 0.9 0 36 N -Wall-R23 16.2 X 9.1 146.8 0.062 4.3 628 0.9 0 130 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 U P-Ceil-1 613-50 264.3 X 1 264.3 0.020 1.4 365 1.0 0 259 Subtotals for Structure: 2,658 0 2,338 Infil.: Win.: 15.7, Sum.: 14.6 328 2.890 949 0.740 -344 243 People: 200 lat/per, 230 sen/per: 1 _ 200 230 Room Totals: 3,607 -144 2,811 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads® Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 20 Detailed Room Loads - Room 4 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 191.0 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.: 3 CFM Actual Summer Infil.: 2 CFM - Item Area — -U- Htg Sen Clg Lat Sen j Description_ _ Quantity Value HTM Loss HTM Gain Gain N -Wall-R236X X 9.1 46.5 0.062 4.3 199 0.9 0 41 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-1613-50 21 X 1 21 0.020 1.4 29 1.0 0 21 Subtotals for Structure: 394 0 154 Infil.: Win.: 2.6, Sum.: 2.4 54 2.882 157 0.734 -57 40 Room Totals: 551 -57 194 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.' Smith & Willis HVAC LLC NRemington - Quail Ridge - 5252 Quail 5t .Littleton, CO 80125 ., Pae 21 Detailed Room Loads - Room 5 - Mstr Bath (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 106.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 107.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 969.0 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.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 6.3 X 9.1 45.5 0.062 4.3 195 0.9 0 40 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 6 0.300 20.7 124 11.5 0 69 UP-Ceil-1613-50 106.7 X 1 106.7 0.020 1.4 147 1.0 0 105 Subtotals for Structure: 590 0 283 Infil.: Win.: 2.7, Sum.: 2.5 57 2.888 166 0.731 -60 42 Room Totals: 756 -60 325 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Subtotals for Structure: 932 0 258 Infil.: Win.: 8.7, Sum.: 8.1 182 2.890 525 0.738 -190 134 Room Totals: 1,457 -190 392 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page_22 Detailed Room Loads - Room 6 - Mstr WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 95.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 96.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 868.0 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- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 1.2 X 9.1 10.6 0.062 4.3 45 0.9 0 9 W -Wall-R23 11.2 X 9.1 101.4 0.062 4.3 434 0.9 0 90 N -Wall-R23 7.7 X 9.1 69.6 0.062 4.3 298 0.9 0 62 UP-Ceil-1613-50 95.6 X 1 95.6 0.020 1.4 132 1.0 0 94 Floor -R50 Floor 1 X 11.2 11.2 0.030 2.1 23 0.3 0 3 Subtotals for Structure: 932 0 258 Infil.: Win.: 8.7, Sum.: 8.1 182 2.890 525 0.738 -190 134 Room Totals: 1,457 -190 392 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC M Elite Software Development, Inc. Remington - Quail Ridge - 5252 Quail St Littleton, C080125 Page 23. Detailed Room Loads - Room 7 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 80.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.5 AC/hr Volume: 731.0 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.: 4 CFM Actual Summer Infil.: 3 CFM :Item Area U- HM Sen Cig Lan Sen Description_____—--, Quantity Value HTtg Loss HTM Gain Gain_ W -Wall-R23 8.3 X 9.1 57.8 0.062 4.3 247 0.9 0 51 W -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 UP-Ceil-1613-50 80.4 X 1 80.4 0.020 1.4 111 1.0 0 79 Subtotals for Structure: 604 0 219 Infil.: Win.: 3.6, Sum.: 3.4 76 2.895 219 0.740 -79 56 Room Totals: 823 -79 275 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5252 Quail St Littleton CO 80125 Page 24 Detailed Room Loads - Room 8 - Dining/Kitchen (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 414.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 415.0 sq.ft. Supply Air: 221 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 3,766.0 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.: 18 CFM Actual Summer Infil.: 17 CFM Item Area -U- Htg Sen Clg Lat Sen Rcscrlption Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15 X 9.1 58.2 0.062 4.3 249 0.9 0 52 S -Wall-R23 26.3 X 9.1 209.1 0.062 4.3 894 0.9 0 185 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 48 0.300 20.7 994 34.0 0 1,632 E -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 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-166-50 414.6 X 1 414.6 0.020 1.4 572 1.0 0 406 Subtotals for Structure: 3,953 0 3,835 Infil.: Win.: 17.9, Sum.: 16.6 375 2.889 1,084 0.738 -393 277 Equipment: 0 1,200 Room Totals: 5,037 -393 5,312 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 91Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 —__ _ _ ___ _ __ Page 25 Detailed Room Loads - Room 9 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 160.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 161.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.8 AC/hr Volume: 1,458.0 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.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.3 X 9.1 72.9 0.062 4.3 312 0.9 0 65 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 160.6 X 1 160.6 0.020 1.4 222 1.0 0 157 Subtotals for Structure: 1,155 0 763 Infil.: Win.: 4.9, Sum.: 4.6 103 2.887 297 0.739 -108 76 People: 200 [at/per, 230 sen/per: 1 200 230 Room Totals: 1,452 92 1,069 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 0Remington - Quail Ridge - 5252 Quail St Littleton CO 80125 Page 26 Detailed Room Loads __._ __ - Room 10 - Stud Opt Bedroom Average __ _ Load Procedure) GeneraI Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 168.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 168.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,526.0 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 Clg Lat Sen Desai .tion Quantity Value HTM _Loss HTM Gain Gain S -Wall-R23 16.3 X 9.1 118.3 0.062 4.3 506 ---- 0.9 0 105 W -Wall-R23 11.7 X 9.1 106 0.062 4.3 453 0.9 0 94 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-1613-50 168 X 1 168 0.020 1.4 232 1.0 0 165 Subtotals for Structure: 1,812 0 905 Infil.: Win.: 12.1, Sum.: 11.3 254 2.891 735 0.739 -266 188 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,547 -66 1,323 i M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM [R,hvac; Residential & Light Commercial HVAC Loads ithWillis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5252 Quail St ttleton, CO 80125 Page 27 Detailed Room Loads - Room 11 - Bath (Average Load Procedure) General – - —� Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 12.5 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.8 AC/hr Volume: 662.0 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.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity _Val ue HTM_ _ Loss H_TM Gain Gain W -Wall-R23 5.8 X 9.1 52.9 0.062 4.3 226 0.9 0 47 N -Wall-R23 12.5 X 9.1 105.5 0.062 4.3 451 0.9 0 94 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-16B-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 944 0 304 Infil.: Win.: 7.9, Sum.: 7.4 166 2.890 481 0.739 -174 123 Room Totals: 1,425 -174 427 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 28 Detailed Room Loads -Room 12 - Laundr (Average Load Procedure General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 72.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 30 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 662.0 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.: 7 CFM Actual Summer Infil.: 7 CFM Area -U- ' Htg Sen Clg Lat Sen © I , Quantit: Value ' HTM Loss HTM Gain Gain W Wall-R23 7.2 X 9.1 53.9 0.062 4.3 230 0.9 0 48 N -Wall-R23 9.5 X 9.1 86.3 0.062 4.3 369 0.9 0 76 W -GIs-Remington shgc-0.3 0%S 11.2 0.300 20.7 233 34.0 0 383 UP-Ceil-16B-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 933 0 578 Infil.: Win.: 7.2, Sum.: 6.7 151 2.887 437 0.740 -158 112 Room Totals: 1,370 -158 690 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC "' Elite Software Development, Inc. Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 29 Detailed Room Loads - Room 13 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 178.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 178.0 sq.ft. Supply Air: 27 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 1,617.0 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.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value Loss HTM Gain N -Wall-R23 3.5 X 9.1 _ 21.8 0.062 _HTM _ 4.3 93 0.9 0 19 W -Wall-R23 5.8 X 9.1 28.9 0.062 4.3 124 0.9 0 26 W -Door-Remington Door 3 X 8 24 0.200 13.8 331 5.0 0 120 N -GIs-Remington shgc-0.3 100%S 10 0.300 20.7 207 11.5 0 115 UP-Ceil-16B-50 178 X 1 178 0.020 1.4 246 1.0 0 174 Subtotals for Structure: 1,001 0 454 Infil.: Win.: 4.0, Sum.: 3.8 85 2.892 245 0.744 -89 63 Room Totals: 1,246 -89 517 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac - Residential .& Light Commercial HVAC` Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 30 Detailed Room Loads - Room 14 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 513.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 514.0 sq.ft. Supply Air: 210 CFM Ceiling Height: 13.0 ft. Supply Air Changes: 1.9 AC/hr Volume: 6,680.0 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.: 30 CFM Actual Summer Infil.: 27 CFM j Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 19.5 X 13 153.5 0.062 4.3 657 0.9 0 136 S -Wall-R23 2 X 13 26 0.062 4.3 111 0.9 0 23 S -Wall-R23 24 X 5 120 0.062 4.3 513 0.9 0 106 W -Wall-R23 18.2 X 5 90.8 0.062 4.3 389 0.9 0 81 N -Wall-R23 7.3 X 5 36.7 0.062 4.3 157 0.9 0 32 N -Wall-R23 3.8 X 5 19.1 0.062 4.3 82 0.9 0 17 N -Wall-R23 14.8 X 5 74.2 0.062 4.3 317 0.9 0 66 E -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0%S 50 0.300 20.7 1,035 34.0 0 1,700 UP-Ceil-1613-50 513.8 X 1 513.8 0.020 1.4 709 1.0 0 504 Subtotals for Structure: 5,006 0 4,365 Infil.: Win.: 29.6, Sum.: 27.5 620 2.889 1,792 0.740 -649 459 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,798 -449 5,054 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Commercial HVAC Loads Elite re Development,5 Smith LLC Remingt n - Quail Ridge Remington 52 Quail 3 St Littletn, CO 80125 0725 age System 1 Room Load Summar Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Basement 1,573 14,674 320 7,7,7,7 - 4,759 -909 271 320 2 Crawl Space 564 2,600 57 11-4 650 133 -101 8 57 3 Mstr Bedroom 264 3,607 79 6,6 - 2,811 -144 160 117 4 W/C 21 551 12 4 194 -57 11 12 5 Mstr Bath 107 756 17 5 325 -60 19 17 6 Mstr WIC 96 1,457 32 5 392 -190 22 32 7 Mud Room 80 823 18 4 275 -79 16 18 8 Dining/Kitchen 415 5,037 110 7,7,7 5,312 -393 302 221 9 Bedroom 3 161 1,452 32 5,5 1,069 92 61 44 10 Study Opt 168 2,547 56 5,5 1,323 -66 75 56 Bedroom 11 Bath 73 1,425 31 5 427 -174 24 31 12 Laundry 73 1,370 30 5 690 -158 39 30 13 Foyer 178 1,246 27 5 517 -89 29 27 14 Great Room 514 6,798 148 7,7,7 5,054 -449 288 210 Humidification 4,970 System 1 total 4,287 49,313 968 23,281 -2,777 1,326 968 System 1 Main Trunk Size: 25x17 in. Velocity: 326 ft./min Loss per 100 ft.: 0.007 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.94 114%/-14% 23,281 -2,777 _ 23,281 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Data _ Heating System Coolino System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030... '(A,B) Indoor Model: CNPV'3617AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM [Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. ith & Willis HVAC LLC Remington - Quail Ridge 5252 Quail St Jleton, CO 80125 Page 32 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): House faces West Individual Rooms 450 -- 900 1350 — 1$0° - 225° -- 270° Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CF_M_____Slze System 1: Zone 1: 1 Basement *320 320 320 320 320 320 320 320 7,7,7,7 2 Crawl Space *57 57 57 57 57 57 57 57 1--4 3 Mstr Bedroom 117 106 92 107 *118 102 84 102 6,6 4 W/C 12 12 18 14 12 15 *20 13 4 5 Mstr Bath 17 20 28 22 17 24 *31 21 5 6 Mstr WIC *32 32 32 32 32 32 32 32 5 7 Mud Room *18 18 18 18 18 18 18 18 4 8 Dining/Kitchen *221 219 214 214 215 212 211 217 7,7,7 9 Bedroom 3 44 58 73 52 37 56 *81 62 5,5 10 Study Opt Bedroom 56 69 85 63 56 68 *94 74 5,5 11 Bath 31 31 31 31 31 31 *32 31 5 12 Laundry *30 30 30 30 30 30 30 30 5 13 Foyer 27 27 35 29 27 31 *39 29 5 14 Great Room 210 190 163 191 *212 183 148 181 7,7,7 * Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *968 23,281 *-2,777 1.94 45° Northwest 968 23,416 -2,777 1.95 900 North 968 20,941 -2,777 1.75 1350 Northeast 968 26,711 -2,777 2.23 180° East 968 *27,917 -2,777 *2.33 225° Southeast 968 24,496 -2,777 2.04 270° South 968 18,483 -2,777 1.54 3150 Southwest 968 21,827 -2,777 1.82 * Indicates highest value of all rotations. M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5252 Quail St Littleton CO 80125 _ _ Pa a 33 BuildingRotation Report (contV) Building Rotation Tonnage 2 0 11 West Northwest North —0-- Buildinq Net Tonnaqe Northeast East Southeast South Southwest Direction House Faces M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5252 Quail St Littleton, CO 80125 Page 34_ Building Rotation Report cont'd Building Rotation Hourly Net Gain 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day —�— House faces West House faces Northwest --°° House faces North House faces Northeast House faces East --*— House faces Southeast House faces South �— House faces Southwest M:\ ...\Remington - Quail Ridge - 5252 Quail St.rhv Friday, January 05, 2018, 8:07 AM N T x N T �L LL U 0 �t r x o bo tm cc C LL y LL m U x x _o a m LL U 0 0 ti 0 M m N x x 0 d U / CD 0 O O N m cn x / X O rn/c� G LL U 0 ti O N M CC En T �X T T 'I T 000 N cn m m O Z 0- co Q 0 � � N ? 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AUTHORIZED BY: DATE: 12- -z-1 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbak 3. Jefferson County Elections, ATTN: H. Roth, 3 500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at sriniLch m—e1L&'effico.us and edelAoLjdjeffico.us Rk- 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlinda.i.martinez(a-),ust)s.aov and krissv.i.summerfiddj4)�uss. ov, and qrlene.axiekrgyus s. oy 8. Xcel Energy, sandra.cardenas(a-),xcelengEgy.com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12. Clear Creek Valley Sanitation District 13. Arvada Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. Wheat Ridge Police Department 17. GIS Specialist 18. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: D. wwwxi,wheatridge.co.us Vicinity Map Ll 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