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HomeMy WebLinkAbout5292 Quail StreetCity of Wheat j . dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. F: 303.237.8929 November 22, 2019 Owner/Occupant 5292 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201802702 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — December 26th — 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. 291h Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridge.co.us City of Wheat jdg,c COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us C) O c m z° a Cd o `� c U Q c o iJ E [ � o O U C. 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Tester Certification #: 6-1284 Phone: (303) S37-0126 Assembly Test Results [_X� Pass ❑ *Fail www.ackfiowconsulting.com info@backflowconsuiting.com Water Supplier: WHEAT RIDGE WATER Meter#: Service Location: QUAIL RIDGE o Facility Address: 5292 QUAIL ST City:WHEATRIDGE sT:CO tip: 80033 Contact Person: Phone: owner/Mgmt Co/Contractor: QUAIL RIDGE Address/Suite 5292 QUAIL ST city/state/zipWHEATRIDGE CO 80033 Primary Contact Make: Wilkins Model: 720A Tvoe Of use Protection l Orientation Outlet Type: CIRP 0 DC O PVB ❑ Air Gap ❑ Domestic ❑Containment ❑ Horizontal ED Size: 3/4" Date Installed: El Fire El Containment by Isolation 0 Vertical up ❑ E 3: 0 New 0 Existing [:1 Glycol 0 Isolation 0 Vertical Down ❑ 10 Irrigation Previous Assembly M 0 Recycled Location: North side of house north west house on the corner on quail aq Feeds To: Line PSI:60 I Initial Test Results 1 Tightness Differential Repairs I Re -Test Results Tightness Differential Check Valve # i Leak I❑ Leak (RP, DC, PVB) I„ 'Tight 0.5 '— Tight 1.1 Check Valve #2 Leak Leak (RP, DC) Tight . Tight o c Re -lief Valve ....._.._.._a__ ar (RP) Buffer. F (RP) Air Inlet2 2 Cleaned and flushed 2.2 c (PVB) r Shutoff Valve #1: nXXTi ht i !Leaking 'Re laced Shutoff Valve #2: X11i ht i `Leaking ;Re laced Back Pressure: [.-1-- kYes ! - Test Procedure: {X%ASPA: USC 10th Edition Comments: Air inlet opened fully r Alarm Company/Fire Department: DFS Certification #: 19-B-06300 Contacted By: a Turn Off Date/Time; Turn On Date/Time: Z 2 Test Kit Make: Midwest Modei: 845-5 Serial M 10111942 Last Calibration Date: 11-20-18 Tester certifies this assembly hos been tested with the above fisted procedure and verifies the isolation valves were returnedto pre-test orientation. Testing Company: Backflow Consulting Testing and Re air Inc Tester Name: Cory Nielsen Phone: 303 537-0126 Signature: a fl Certificate Expiration Date: 11/17/2021 MI O MO 4 00 O O, r n O M N Cn C1 �, � N c cC cc N O 4. 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N _ Builder Name: Remington Homes Permit Date/Number: Home Address: 5292 Quail St, Wheat Ridge, CO 80033 Rating Company: EnergyLogic Rater ID (RTIN): 8664221 Rating Dater 2019-04-30 Version: 3.0 A Thermal Enclosure System Water Management System A complete thermal enclosure system that includesA /*All. comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved inn i comfort and lower utility bills Lj Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test 1366 CFM50 (1.91 ACH50) from the home. PrimaryInsulation Levels Water-resistant materials on below -grade walls and undemeath slabs to Ceiling: R-50 Floor: NIA reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U -Value: 0.3 SHGC: 0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance, ENERGY STAR Qualified Lighting: 100% Total Duct Leakage: Duct Leakage to Outdoors 123 CFM @ 25Pa Rough -In, 123 CFM @ 25Pa ENERGY STAR Qualified Appliances and Fans: with Air Handier Refrigeratol Dishwashel Primary Heating (System Type - Fuel Type - Efficiency)- Ceiling Fans: 0 Exhaust Fans: 1 Furnace - Natural Gas - 92.1 AFUE Primary Water Heater (System Type - Fuel Type - Efficiency): Primary Cooling (System Type - Fuel Type - Efficiency). Miter Heater - Natural Gas - 0.69 Energy Factor N_A HERS'Index This certificate provides 0 summary of the major energy efficiency and other construction features that contriloule to this home eatrow the ENERGY STAR, including its Horne Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nationally -recognized Home Home Homes uniform measurement of the energy efficiency of homes. Note that when a home contains rnuitfple performance levels for a particular feature (e.g_ window officiancy, or insulation levels), the predominant valuo is shown. Also, homes may be 6 ti e. g Ycertyrod to earn the ENERGY STAR using sampling protocol, whereby one home is randomly selected from a -sat of homps for ropresentativp inspections and testing Insuch cases, the Energy urergv features..found in each home within the sat are intended to meet of exceed the values presented Ct ce anthis rtifirate The actual values for your home may differ, but offer equivalent or better performance chis certificato was printed using Ekotropo_ 3.1 1.2162), This H... train more at www.ermrgystar.gov/honwfpatums IECC 2012 Performance Compliance Property 5292 Quail St Wheat Ridge, CO 80033 Model: 715 FB Plan Community: Quail Ridge Reports 5292 Quail St Remington Organization EnergyLogic 719-243-5147 Mark Lane Builder Remington Homes Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status 2019-04-30 Rater ID (RTIN): 8664221 RESNET Registered (Confirmed) Annual Energy Cost IECC 2012 Performance $622 $140 $133 $895 $784 $0 $1,679 QnergyLogic a na 1"I" 1-tghi. anaw.ra, As Designed $538 $133 $133 $804 $770 $0 $1,573 Design exceeds requirements for IECC 2012 Performance compliance by 10.2%. As a 3rd party extension of the code jurisdiction utilizing these reports, i certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5. tf 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 inspected/tested 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: Mark Lane Organization: EnergyLogic Signature: " L V� Digitally signed: 5/1/19 at 11:46 AM Ekotrope RATER - Version 3.1.1.2162 IECC 2012 Performance compliance results calculated using Ekotrope RATER's energy and code compliance algorithm Ekotrope RATER is a RESNET Accredited HERS Rating Tool. All results are based on data entered by Ekotrope users. Ekotrope disclaims all liability for the k* oration shown on this report Requirements 405.3 Performance-based compliance passes by 10.2% 402.4.1.2 Air Leakage Testing Air sealing is 1.91 ACH at 50 Pa. it must not exceed 3.00 ACM at 50 Pa. 402.5 Area -weighted average fenestration SH GC 402.5 Area -weighted average fenestration U -Factor 403.2.2 Duct Testing R404 Lighting Equipment Efficiency R403.51 Mechanical MenhIation Efficacy Mandatory Checklist Mandatory code requirements that are not checked by Ekotrope must be met. R405.2 Duct Insulation Design exceeds requirements for IECC 2012 Performance compliance by 10.2%. As a 3rd party extension of the code jurisdiction utilizing these reports, i certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5. tf 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 inspected/tested 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: Mark Lane Organization: EnergyLogic Signature: " L V� Digitally signed: 5/1/19 at 11:46 AM Ekotrope RATER - Version 3.1.1.2162 IECC 2012 Performance compliance results calculated using Ekotrope RATER's energy and code compliance algorithm Ekotrope RATER is a RESNET Accredited HERS Rating Tool. All results are based on data entered by Ekotrope users. Ekotrope disclaims all liability for the k* oration shown on this report L a LL C'I LL d O N O 0) 7 a- C N N o z G L U- U- �, U U a o o co CL cri ri E N N =3 r s- U - U Ij C ro N +' O x 0 v 0 � � O a o J � i v E LIN 0 c m 2 1-4 _oma co _ E © C O ..CAO U I CY of E FE a'=m LO O m L a LL C'I LL d O N O 0) 7 a- C N N o z G L U- U- �, U U a o o co CL cri ri E N N =3 r s- U - U Ij C ro N +' O x 0 v 0 � � O a o J � i v E LIN 0 c m 2 1-4 IECC 2012 Label 5292 Quail St Model: 715 FB Plan Ekotrope RATER - Version: 3.1.1.2162 HERS@ Index Score: 59 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: N/A Slab: R-0 Infiltration: 1366 CFM50 (1.91 ACH50) Duct Insulation: R-0 Duct Leakage: 123 CFM Ca- 25Pa U -Value: 0.3, SHGC: 0.31 Door: R-7 Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: N A Hot Water: Water Heater • Natural Gas • 0.69 Energy Factor Signature: Air Leakage Report Property 5292 Quail St Wheat Ridge, CO 80033 Model: 715 FB Plan Community: Quail Ridge Reports 5292 Quail St Remington Organization EnergyLogic 719-243-5147 Mark Lane Builder Remington Homes Inspection Status 2019-04-30 Rater ID (RTIN): 8664221 RESNET Registered (Confirmed) General Information Conditioned Floor Area [sq. ft.] 3,736 Infiltration Volume [cu. ft.] 42,952.47 Number of Bedrooms 3 Air Leakage nerigyLogic anrlTii�. In�l9 h1 an��n.., Measured Infiltration 1366 CFM50 (1.91 ACH50) ACH50 (Calculated) 1.91 ELA [sq. in.] (Calculated) 75.13 ELA per 100 s.f. Shell Area (Calculated) 0.853 CFM50 (Calculated) 1,366 CFM50 / s.f. Shell Area (Calculated) 10,155 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 123.0 Leakage to Outdoors [CFM25 / 100 s.f.] 3.3 Leakage to Outdoors [CFM25 / CFA] 0.033 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 123.0 Total Leakage [CFM25 / 100 s.f.] 3.3 Total Leakage [CFM25 / CFA] 0.033 Mechanical Ventilation Rate [CFM] 74.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 74.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.4 2013 ASHRAE 62.2 Req. Cont. Ventilation 98.5 Ekotrope RATER - Version 3.1.1.2162 All results are based on data entered by Ekotrope users. Ekotrope disclaims all liability for the information shown on this report. RESNET HOME ENERGY QnergyLogic RATING Standard Disclosure `°° °�'`�. For home(s) located at: 5292 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this pager 1. The Rater or the Raters employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater or the Raters employer has also provided the following consulting services for this home: RIA. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel [I E. Other(specify) 3. The Rater or the Raters employer is: ElA. The seller of this home or their agent D B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home []4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater Employer Rater Employer Rater Employer Rater DEmployer Rater Employer Rater Employer OR is in the business of Rater Employer []Rater Employer Rater Employer Rater Employer Rater ElEmployer Rater Employer 05. 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 #: 8664221 Name: Organization: Mark Lane EnergyLogic Signature: /V1v1itl+c L Digitally signed: 5/1/19 at 11:46 AM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8, of the standard and are posted at http://resnet.us/standards/RESNET_Mortgage_Industry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 2005 ERAct Energy Efficient Home Tax Credit (13.001) Property 5292 Quail St Wheat Ridge, CO 80033 Model: 715 FB Plan Community: Quail Ridge Reports 5292 Quail St Remington Organization EnergyLogic 719-243-5147 Mark Lane Builder Remington Homes Inspection Status 2019-04-30 Rater ID (RTIN): 8664221 RESNET Registered (Confirmed) RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / 2006 IECC year) Category 2006 IECC 50% As Designed 56.7 Target Cooling Heating 31.5 32.5 Cooling 4.1 5.5 Total 35.6 38.0 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: NaN Slab R: 0.0 Window U: 0.300 Building Features nergyLogic annl�/sls,. INst4N1. aNsw�ss. Envelope Loads (MBtu 1 year) Category 2006 IECC As Designed 90% Target Heating 56.7 41.8 Cooling 7.3 7.0 Total 64.0 48.8 Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 123.0 CFM @ 25Pa This home DOES NOT MEET the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005 extended to December 31, 2017. Name: Organization; Mark Lane EnergyLogic Signature: " 4 A".— Digitally Digitally signed: 5/1/19 at 11:46 AM Ekotrope RATER - Version 3.1.1.2162 All results are based on data entered by Ekotrope users. Ekotrope disclaims all liability for the information shown on this report. i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: C1 7G - Permit Number: , Y b Z '16 -7 - Ll GZ ❑ No one available for inspection: Time OAIPM Re -Inspection required: YesNo When corrections havebeenmade, call for re -ins tion at 303-234-5933 Date: I Inspector: DO NOT REMOVE THIS A-OTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTI. E, r yvck Inspection Type: '2L c C Job Address: C? R , Permit Number: j 0 1 � U Z—" 7 ❑ No one available for inspection: Time 0 AM/PM Re -Inspection required: Yes ""-.Nb When corrections have been made, call for re -inspection at 303-234-5933 Date:_ -�- "2, Inspector: f% 4 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:I. Permit Number: p ❑ No one available for inspection: Time/j� AM/PM Re -Inspection required: Ye No When corrections have been made, re -ins ction at 303-234-5933 Date: Inspe DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L4 e" --:k r .ti.•� �-+ Job Address: 2-q:2-t.P a � c Permit Number: f� C ❑ No one available for inspection: Time M Re -Inspection required: &eA No When corrections have been made, call -Mr re -inspection at 3a33nn44-5933 Date -- l Inspe n- -- - i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax ;w.", 1 c�. V hAll � INSPECTION NOTICE Inspection Type: �- c Job Address: (SCI & Permit Number: r t r hn a 1� C L,h9 < 1 r ! 4-z: , vw r 1 ❑ No one available for inspection: Time AM/PM Re -Inspection required.,, e l No When corrections have been made, call for re -inspection at 303-234-5933 Date: `T -2 - \ci Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1Building Inspection Division (303) 234-5933 Inspection line �(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 2471 I & _9 5:Z;21:z c -in .0-Irt, ) 'b -No one available for inspection: Ti AM/PM Re -Inspection required: � s No When corrections have been made, calll r re -inspection at 303-234-5933 Date: f Inspect o . DO NOT REMO E THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPE�TION.NOTICE Inspection Type: V_ ;° n <<\.� Job Address: Permit Number: \`i` 01 1 U Z C, l .. /C vl Irz , I- - , "t / 'b y r^ 11 ! i t > 1- ! , , . crtA �..,, I ",�� 3) 'ki n J "ii - , , I i i .-. - 0 U/1V_rNV__)}C yt"-) L ❑ No one available for inspection: Time 1 1-11 AM/PM Re -Inspection requiredYe No When corrections have been made, call for re -inspection at 303-234-5933 Date:—'-) Inspector: ®O 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: Permit Number: c' ' e? 0 c,� 2 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes /Ao ) �r When corrections have been made, call for re -inspection at 303-234-5933 Date: ` f +' Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building'Cnspectfon Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: • ' Job Address:���.� Permit Number: cZ9:l t � ❑ No one available for inspection: Tirne I L- AMIPM Re -Inspection required: Yes./ No") i When corrections have7been made; call for re -inspection at 303-234-5933 Date: 42- //lInspector: '---F f 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: -Sc"c w Job Address:,�1 U C 5 Permit Number:U `1GU`_t ❑ No one available for inspection: Time ` ` ' AM/PM Re -Inspection required- -1veI No When corrections have been made, call for re -inspection at 303-234-5933 Date: _3 r Inspector:—L-. f 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: t' `` C'�) r - Job Address:c Permit Number: -ti,,); r c;__. ❑ No one available for inspection: Time AM/PM Re -Inspection required: 'Yes No When corrections have been made, call for re -inspection at 3037234-5933 Date: ') d` r 1 Inspector: ;`LA" 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: To Job Address: ` -Z- Permit Permit Number: ❑ 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:_?_/z-t Inspector: O NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection 131 ision (303) 234-5933 Inspection line (303) U351855 Office 30Y)237-8929 Fax IC INSPECT CO T� z /�j "� X13 ;_ • ��� Inspection Type: V�� Job Address: fV !,7 Permit Number: % 1 6c2 Ll No one available for inspection: Time JJ 13 Awi6p Re -Inspection required: Yes 6N When corrections have been made, call for re -inspection at 303-234-5933 Date:--.;) /.f ' C' Inspector: /'? f__) G�. 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 I,NSPE'CTIMNOTICE 46 Inspection Type: LX) 316Et)-)k Job Address:. J " u Permit Number: ❑ No one available for inspection: Time / / � AM/PM Re -Inspection required: Yes No When corrections have been ma e, call' r re -inspection at 303-234-5933 Dater l S' Insp r• DO NOT R VE 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:��^ Permit Number: ❑ No one available for inspectio PM Re -Inspection required: Yes . No When correcti ns hav been made, call for re -inspection at 303-234-5933 Date: Inspector:' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Divisiom (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ,' /I (` Job Address: `� �'o'Z Permit Number: ;2�1lSZ Z;2 7Q ❑ No one available for inspection: Time ���� AM/ ) Pf' f i Re -Inspection requir6` V"' No t When corrections have beer-iiiade, call for re -inspection at 303-234=5933 f /f. Date: �- 1 Inspector: \ f 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: t {' �! ? , , i ►, ',d c 2 �r Job Address: Permit Number:�- ❑ No one available for inspection: Time ij AM/PM Re -Inspection required: Yes 0.N When corrections have been made, call for re -inspection at 303-234-5933 I �" F Date: E �' Inspector: f 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: Job Address: Permit Number: Df ev, '.,Aj /_1 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Ye -84 No When corrections have been made, call for re -inspection at 303-234-593 Date:— Inspector: DO NOT REMOVE THIS NOTICE e. i CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:' Job Address: u Permit Number: 0-701-1u 7535 ❑ No one available for inspection: Time A?' /PM A Re -Inspection required: Yes fob When corrections have been made, call for re -inspection at 303-234- Date:- i' ' i ;' Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (`803)'235-2855 Office • (303) 937-8929 fax INSPECTION NOTICE Inspection Type: Y -)c, \,/-N6(? r Job Address:.---) :? '�i_2 0 ,,Cji Permit Number: �; O 17 U ;'--101— t-4 0�) 1 — - � - - Ll ? -101-- ❑ No one available for inspection: Time ___L ��AM/FM Re -Inspection required: Yes ` No When corrections have been made, call for re -inspection at 303-234-5933 Date: � ,) 1 i:. 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: lc2 —3 - Job Address: , G5 Permit Number: pL; -7 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes �o�_f When corrections have been made, call for re -inspection at -303-234-5933 Date: / Inspector: DO NOT REMOVE THIS NOTICE S 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'�� Job Address: 'lr-� G =•`"' Permit Number: r ❑ No one available for inspection: Timel�a Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: � ' ! ,° r j Inspector: 'ba Lj' DO NOT REMOVE THIS NOTICE _. 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TIME: -/7 WEATHER CONDITIONS: if r111y Recommended Foundation, System SOILS REPORT BY: GT L- _ PROJECT NO: 1�kjq-K57- � � DATED: /-/"�f2 SPREAD FOOTINGS � MAXIMUM SOIL PRESSURE OF PSF. MINIMUM WIDTH t _ a.c�; INCHES ❑ FOOTINGS WITH MINIMUM DEADLOAD MAXIMUM SOIL PRESSURE OF PSF. MINIMUM DEADLOAD PRESSURE OF PSF. PROVIDE A INCH VOID BENEATH GRADE BEAMS MINIMUM WIDTH_ INCHES Foundation Plan BY: PLAN NO: DATED: WALL FOOTING WIDTH PER PLAN ❑ YES ❑ NO COLUMN PAD PER PLAN ❑YES ❑NO REINFORCEMENT AS PER PLAN: ❑YES ❑NO ❑ NONE REQUIRED ❑AT SITE ❑ INSTALLED Soot �:ond4dons At Footing Level UPPER LEVEL LOWER LEVEL 417 5-_ " i Ground Water Conditions NONE IN EXCAVATION ❑ NONE ENCOUNTERED IN BORING NO. TO FEET ENCOUNTERED AT 2/). S FEET IN BORING NO. I-''� UL_ f Remarks C, L I U_ Q) Loa 1p 0 00 AVL PROJECT NO: SUBDIVISION:lir b`. /�}[ t; FILING: ADDRESS: S2 cj 7 LOT: r_ BLOCK: / Foundation Layout r'. INDICATES APPROXIMATE DEPTH/WIDTH MEASUREMENT LOCATION Summary Of Observations ❑ FOOTING IN GENERAL CONFORMANCE WITH PLAN ❑ FOOTING REJECTED; ADDITIONAL OBSERVATION REQUIRED CONDITIONS IN EXCAVATION AS ANTICIPATED ❑ CONDITIONS IN EXCAVATION NOT AS ANTICIPATED, CONTACT GEOTECHNICAL ENGINEER: ADDITIONAL OBSERVATION REQUIRED REVIEWED BY 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 D J Fv -3 Job Address: 5252 Qw ; S1 Permit Number: 7.01002701 Ile r . ❑ No one available for inspection_ Time 4' AM/PM,, Re -Inspection required: Yes'1V �.m When corrections have been made, call for re -inspection at 303 -234 - Dated 1 1/1 / 10 Inspector: Ame, L",Li— DO NOT REMOVE THIS NOTICE City of Wheat Ridge fff Single Family - New PERMIT - 201802702 .,,. PERMIT NO: 201802702 ISSUED: 10/31/2018 JOB ADDRESS: 5292 Quail St EXPIRES: 10/31/2019 JOB DESCRIPTION: New Single Family -detached garage, 2 car front load, side load garage, unfinished basement, 3 bedroom, 2 bathroom. Main floor: 2,164 sq. ft; Garage: 617 sq. ft; Unfinished basement: 1,559 sq ft; Front porch: 24 square feet. Total square footage: 2,164 *** CONTACTS *** FEES Total Valuation OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN 1,473.71 Use Tax SUB (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)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 PROJECT VALUATION: 275,011.78 FEES Total Valuation 0.00 Plan Review Fee 1,473.71 Use Tax 5,775.25 Permit Fee 2,267.25 Engin. Review Fee 150.00 ** TOTAL ** 9,666.21 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. For one- or two-family dwellings, the first twenty-five feet (25&#39;) 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. (Driveway may not exceed 24&#39; in width at street) 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&#39; evergreen tree; eight (8) shrubs; 5&#39; border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. Homes must be consistent with the requirements specified on ODP for siting. Per ODP, a privacy fence must be installed along side/rear yard adjacent to 53rd Ave. Contact staff for more information. 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 an authorized to obtain this permit and perform the work described and approved in conjunction with this enn1t. I further attest that I am leggally authorized to include al[ entities named within this document as parties to the work to be permed and that work to be, er ormed is disclosed in this document and/or its' accompanying approved plans and specifications. Sign&re,�f OWNER 1 or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying )Tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or an ordinance or r lation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. RECEIVED COMMUNi7Y DEVELOPMENT' Building & Inspection Services Division Pdr /y 7500 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 �lq) I FOR OFFICE USE ONLY Date: ID� �/ 16 PlanlPennit # 4:590, y 0'� --�0'e?— Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: �n'l ( - . Property Owner Email; Mailing Address: (if different than property address) Address: City, State, Zip:C�'�1�a ArchitecV.Engineer:C.-�Q-4- aFc� E-n+LQ�Cije21, 1 nC , Architect/Engineer E-mail: OTI e—Q C 6- Z—Xt'c4ocnf 'Ct`?t(phone: Contractor: Contractors City License #: i (P Phone: Contractor E-mail Address: Sub Contractors: Electrical: Plumbing: �(�s L� Mechanical t5 1���; � I cr�ibi � J S� ��� x �d� � i � W.R. City License # W.R. City License # C) ��( W.R. City License # i-_TQV5 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 ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)J� ��L_ 1 _ _1 I ICG r- �ec,� r� � u� �(ltS bash Q-,Dfl1 Sq. Ft./LF Amps ��- Btu's 0, n al �- ,Vr" VFo1q - C)LE -&, 4 Gallons Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: JN'NER)(CONTRACTO or (UTHORIZED REPRESENTATIfZ0j EER):(CO:N:TRACT PRINT NAME: SIGNATURE: t, I -)BATE: t� O i DEPARTMENT USE ONLY ZONING COMMMENTS: ;&oe �(y� -ysr N OCCUPANCY CLASSIFICATION � 3 Reviewer. d C�ti►�'�S:cti � lc rrL�LJ BUILDING DEPARTMENT COMMENTS: t j� ,-� z lU ; �j C. C /1 GJi / ►� �� Reviewer: i -Tt) PUBLIC WORKS COMMENTS: /) OI J29G7" P�CF /N 7/4r- D1Prri7%CA'S opa�IU Reviewer: A`1Vt ( ON 7NC- /2P -+P' L#JP-0 j01 -0T- PLAN 70 FIQ-5 7- pl 1 0, pRvpET,�s �R�l,l sTorzt t bU/�7 ��z �UN�F�. l IFJ Ii�J 2),4 �9AD1N01 GC-'42-ri0 d L�7�R 71—=PAa-- � RJ50b_ PROOF OF SUBMISSION ORMS oplOfz 7o 0.4. 70 6 !F5L1 -,C- 030-rPiEWL Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ i3 %.� G LL 25 City of SINGLE FAMILVIDUPLEX f' I'Oh1IC WORKS BUILDING PE 7'�APPLIC,4 TION RE VIEW Date: /O / ! �5 / /R_ Location: -5212 ATTENTION: BU LDING DIVISION I have reviewed the submitted application documents to construct a W 06AAe_ 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: ZOR 2. t/ Public Improvements required & to be completed with project: a. street paving/patching: — Yes -- No b. curb & gutter: yes No c. sidewalk: — Yes No d. Other (specify): — Yes No For items not constructed, the amount of funds taken in lieu of construction: 3. —t Does all existing roadway/alley R.O.W. meet the standards of the City: Yes Ifnot, what is required? If R.O.W. is required, has the deed been received refer to stipulations. Completed Completed Completed Completed No 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 Ap\pllication, subject to the stated requirements and/or attached stipulations. Alm Signature Mark Van Nattan Date 5. J 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:t 7. 4 A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location 14 Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 1124 1::;t 216q/V I OIJ ®L_ = ZI City of 1heat� e PUBt1C WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2561 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: Location of Construction: Purpose of Construction: , CI. 41A. U 11 Single Family 1 Commercial Multi -Family Development Review Processing Pee: ................................................ $100.00 $ (Required of all projects for document processing) ` Single Family Residence/IDuDIeX Review Fee ..................................... $50.00 $ Commercial/Multi-Family Review Fees: o Review of existing or minimal technical documents: ........................ $200.00 $ e Initial review' of technical civil engineering documents (Fee includes reviews of the 1 m and 2nd submittals): .......................... $600.00 $ o Traffic Impact Study Review Fee: (Fee includes reviews of the 1" and 2nd submittals): ..................... ..... $500.00 $ o Trip Generation Study Review Fee: .................................................. $200.00 $-- ® O & M Manual Review & SMA Rerording Fee ................................ $100.00 $ 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: 3'd submittal (% initial review fee): .................................................... $300.00 4a' submittal (full initial review fee) :................................................. $600.00 All subsequent submittals: ................................................................. $600.00 (Full initial review fee) T'OT'AL. 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. tvw".6 11 bealtridgt.c.o us Rev 12/12 City of PW heat Wdge B11C WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: fo ADDRESS: 5292 19tiA/! 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. 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Smith �/Villis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 1 Project Report General Pro`ec Information Project Title: Remington Homes - Quail Ridge - 5292 Qauil St �� G Designed By: Andy O'Leary Project Date: Tuesday, September 18, 2018 CJ Project Comment: Client Name: Remington Homes R F Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 In j Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil , Company Address: 8450 Rosemary St Per ---- Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -44 1 Check Figures Total Building Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 13 ildin ' Loaos Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5292 Qauil St j E Littleton, CO 80125 Pa e2 j Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains L Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -43.84 Duct Sizin 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 Qa a Winter Summer Infiltration Specified: 0.277 AC/hr 0.250 AC/hr 132 CFM 119 CFM Infiltration Actual: 0.316 AC/hr 0.292 AC/hr Above Grade Volume: X 28,611 Cu.ft. X 28,611 Cu.ft. 9,033 Cu.ft./hr 8,356 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 151 CFM 139 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 17.17 = (1.10 X 0.821 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.49 = (0.68 X 0.821 X -43.84 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.35 = (1.10 X 0.821 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (119 CFM) Summer Infiltration Specified: 0.250 AC/hr (119 CFM) M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 3 Load Preview Report Ne ft. Sen La Ne Sen Htg C g Ac Duc Scope To /To Are Gai Gai Gai Loss CFM CFM CFM Siz Building 2.05 2,374 4,353 24,617 -2,610 24,617 45,758 873 1,265 1,265 System 1 2.05 2,374 4,353 24,617 -2,610 24,617 45,758 873 1,265 1,265 25x1 Humidification 4,492 Zone 1 4,353 24,617 -2,610 24,617 41,266 873 1,265 1,265 12x1 1-Foyer 244 2,019 -298 2,019 3,004 64 104 104 5,6 2-Study 185 1,756 -238 1,756 3,643 77 90 90 6,6 3-Bedroom 3/Opt Study 176 1,257 56 1,313 1,684 36 65 65 7 4-I4tcherVDining 341 4,777 -449 4,777 4,837 102 245 245 6,6,6, 5-Mud Room 65 792 -101 792 754 16 41 41 4 6-Great Room 580 6,729 -570 6,729 7,530 159 346 346 7,7,7, 7-Master Bedroom 271 3,221 -212 3,221 3,984 84 166 166 6,6, 8-Master Bath 88 352 -69 352 774 16. 18 18 5 9-WC 20 229 -67 229 604 13 12 13 4 10-Mstr WIC 120 477 -207 477 1,552 33 25 33 5 11-Unfinished Basement 1,662 2,574 -319 2,574 9,926 210 132 210 6,6, 12-Crawl Space 530 149 -102 149 2,517 53 8 53 Not 1 DD 1-4 13-Bath 1 71 286 -34 286 457 10 15 15 4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qawl St Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 9 - Supply ---Duct Name, etc. Trunk 0.0003 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: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 184.9 Trunk 0.0003 22.4 425 0.000 Up: Fan 55 25 0.012 0.021 Rect 0.8 17 184.1 0.322 Presize 1,255 5.8 0.392 0.408 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 89.7 Rect 0.5 10 Runout 0.0003 6 357 0.010 Up: ST -500 128 4.7 0.035 0.021 Rnd 28.3 6.6 61.4 0.031 Presize 70 44.5 0.360 0.440 ---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 81.8 Runout 0.0003 6 357 0.011 Up: ST -410 128 4.7 0.035 0.017 Rnd 33.0 6.6 48.8 0.028 Presize 70 51.8 0.361 0.439 ---Duct Name: ST -340, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk Trunk 0,0003 15.2 392 0.000 Up: SMT -100 55 20 0.017 0.000 Rect 1.2 10 0.0 0.000 Presize 544 5.8 0.391 0.409 ---Duct Name: ST -350, Feeds Into: Unfinished Basement, Effective Length: 0.5 3.3 0.391 Trunk 0.0003 16.9 410 0.000 Up: SMT -100 55 25 0.017 0.000 Rect 0.5 10 0.0 0.000 Presize 711 2.9 0.391 0.409 ---Duct Name: ST -360, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 222 Up: ST -500 55 20 0.006 Rect 0.7 10 0.0 Presize 308 3.3 0.391 ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 59.0 Runout 0.0003 6 311 Up: ST -520 55 4.7 0.030 Rnd 22.7 6.6 36.3 Presize 61 35.6 0.373 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 4-G, 2-I, Effective Length: 78.8 Runout 0.0003 6 311 Up: ST -460 55 4.7 0.030 Rnd 29.8 6.6 49.0 Presize 61 ......... 46.9 0.367 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 4-G, 2-I, Effective Length: 89.9 Runout 0.0003 6 311 Up: ST -550 55 4.7 0.030 Rnd 29.8 6.6 60.0 Presize 61 46.9 0.364 0.000 0.000 0.000 0.409 0.007 0.011 0.018 0.427 0.009 0.015 0.024 0.433 0.009 0.018 0.027 0.436 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 91 Page 5 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) --Duct Name, etc. Runout 0.0003 5 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 -130, Supplies: Mstr WIC, Fittings: 8-A2, 8-A2, 8-A2, 4-I, 2-I, Effective Length: 39.7 Runout 0.0003 5 242 0.001 Up: ST -430 128 3.9 0.022 0.008 Rnd 4.3 5.5 35.3 0.009 Presize 33 5.7 0.381 0.419 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 8-A2, 8-A2, 8-A2, 4-I, 2-1, Effective Length: 97.0 Rnd 19.0 5.5 Runout 0.0003 7 322 0.010 Up: ST -480 55 5.4 0.026 0.016 Rnd 37.0 7.7 60.0 0.026 Presize 86 67.8 0.365 0.435 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 4-G, 2-I, Effective Length: 105.4 Runout 0.0003 7 322 0.008 Up: ST -340 55 5.4 0.026 0.019 Rnd 31.8 7.7 73.5 0.028 Presize 86 58.3 0.364 0.436 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 4-G, 2-I, Effective Length: 84.1 Rnd 5.0 7.7 Runout 0.0003 6 280 0.009 Up: ST -440 55 4.7 0.025 0.012 Rnd 36.3 6.6 47.8 0.021 Presize 55 57.1 0.369 0.431 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 59.5 Runout 0.0003 6 280 0.009 Up: ST -570 55 4.7 0.025 0.006 Rnd 36.3 6.6 23.1 0.015 Presize 55 57.1 0.375 0.425 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 48.3 Runout 0.0003 5 132 0.002 Up: ST -580 55 3.9 0.009 0.003 Rnd 19.0 5.5 29.3 0.004 Presize 18 24.9 0.385 0.415 ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 36.5 Runout 0.0003 4 149 0.001 Up: ST -390 128 3.1 0.013 0.003 Rnd 11.5 4.4 25.0 0.005 Presize 13 12 0.385 0.415 ---Duct Name: SR -200, Supplies: Foyer, Fittings: 4-H, 2-I, Effective Length: 40.8 Runout 0.0003 5 381 0.001 Up: ST -590 55 3.9 0.055 0.021 Rnd 2.7 5.5 38.1 0.022 Presize 52 3.5 0.368 0.432 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 4-G, 2-I, Effective Length: 57.6 Runout 0.0003 7 243 0.001 Up: ST -520 55 5.4 0.016 0.008 Rnd 5.0 7.7 52.6 0.009 Presize 65 9.2 0.381 0.419 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Runout 0.0003 6 ---Duct Name, etc. 0.003 Up: ST -470 55 4.7 0.023 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit ,',Shape Length Height Fit.Eq.Len SPL.Tot Sizinq CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -220, Supplies: Foyer, Fittings: 4-H, 2-I, Effective Length: 49.5 Runout 0.0003 6 265 0.003 Up: ST -470 55 4.7 0.023 0.008 Rnd 14.5 6.6 35.0 0.011 Presize 52 22.8 0.379 0.421 ---Duct Name: SR -230, Supplies: Bath 1, Fittings: 8-A2, 8-A2, 8-A2, 4-1, 2-1, Effective Length: 45.3 Runout 0.0003 4 172 0.003 Up: ST -510 55 3.1 0.018 0.005 Rnd 16.8 4.4 28.5 0.008 Presize 15 17.6 0.383 0.417 ---Duct Name: SR -250, Supplies: Study, Fittings: 4-H, 2-1, Effective Length: 62.3 Runout 0.0003 6 229 0.005 Up: ST -540 55 4.7 0.018 0.006 Rnd 28.5 6.6 33.8 0.011 Presize 45 44.8 0.380 0.420 ---Duct Name: SR -260, Supplies: Study, Fittings: 4-H, 2-1, Effective Length: 75.5 Runout 0.0003 6 229 0.005 Up: ST -600 55 4.7 0.018 0.008 Rnd 28.5 6.6 47.0 0.013 Presize 45 44.8 0.378 0.422 ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 4-H, 2-I, Effective Length: 30.7 Runout 0.0003 4 470 0.003 Up: ST -450 55 3.1 0.105 0.029 Rnd 2.7 4.4 28.0 0.032 Presize 41 2.8 0.358 0.442 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-1, Effective Length: 68.6 Runout 0.0003 7 322 0.008 Up: ST -490 55 5.4 0.026 0.010 Rnd 31.8 7.7 36.8 0.018 Presize 86 58.3 0.373 0.427 ---Duct Name: SR -350, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 62.5 Runout 0.0003 6 280 0.009 Up: ST -420 55 4.7 0.025 0.007 Rnd 36.3 6.6 26.2 0.016 Presize 55 57.1 0.374 0.426 ---Duct Name: SR -360, Supplies: Kitchen/Dining, Fitting: 2-1, Effective Length: 47.1 Runout 0.0003 6 311 0.005 Up: ST -360 55 4.7 0.030 0.010 Rnd 15.5 6.6 31.6 0.014 Presize 61 24.3 0.377 0.423 ---Duct Name: ST -370, Feeds Into: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 15.2 289 0.000 Up: ST -470 55 20 0.010 0.000 Rect 3.5 10 0.0 0.000 Presize 401 17.5 0.390 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 7 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 15.2 9 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 -390, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 9 0.000 Up: ST -570 128 20 0.000 0.000 Rect 1.5 10 0.0 0.000 Presize 13 7.5 0.390 0.410 ---Duct Name: ST -400, Feeds Into: Unfinished Basement, Effective Length: 0.3 Trunk 0.0003 15.2 48 0.000 Up: ST -580 55 20 0.000 0.000 Rect 0.3 10 0.0 0.000 Presize 67 1.7 0.390 0.410 ---Duct Name: ST -410, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 93 0.000 Up: ST -420 55 20 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 129 5 0.390 0.410 ---Duct Name: ST -420, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 133 0.000 Up: ST -560 55 20 0.002 0.000 Rect 2.3 10 0.0 0.000 Presize 184 11.7 0.390 0.410 ---Duct Name: ST -430, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 151 0.000 Up: ST -440 55 20 0.003 0.000 Rect 1.3 10 0.0 0.000 Presize 209 6.7 0.390 0.410 ---Duct Name: ST -440, Feeds Into: Unfinished Basement, Effective Length: 3.0 Trunk 0.0003 15.2 190 0.000 Up: ST -450 55 20 0.005 0.000 Rect 3.0 10 0.0 0.000 Presize 264 15 0.390 0.410 ---Duct Name: ST -450, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 15.2 220 0.000 Up: ST -590 55 20 0.006 0.000 Rect 2.2 10 0.0 0.000 Presize 305 10.8 _ 0.390 0.410 ---Duct Name: ST -460, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 76 0.000 Up: ST -520 55 20 0.001 0.000 Rect 1.2 10 0.0 0.000 Presize 106 5.8 0.391 0.409 ---Duct Name: ST -470, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 16.9 261 0.000 Up: ST -480 55 25 0.007 0.000 Rect 0.7 10 0.0 0.000 Presize 453 3.9 0.390 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM LR,,h- - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. ith &Willis HVAC LLC Remington Homes -Quail Ridge - 5292 Qauil St tleton, CO 80125 Page 8 Manual D Ductsize Data - Duct System 9 - Supply (c)nt'd) --Duct Name, etc. Trunk 0.0003 16.9 311 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: ST480, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 16.9 311 0.000 Up: ST -610 55 25 0.010 0.000 Rect 1.2 10 0.0 0.000 Presize 539 6.8 0.390 0.410 ---Duct Name: ST490, Feeds Into: Unfinished Basement, Effective Length: 2.8 Trunk 0.0003 16.9 410 0.000 Up: ST -350 55 25 0.017 0.000 Rect 2.8 10 0.0 0.000 Presize 711 16.5 0.391 0.409 ---Duct Name: ST -500, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 253 0.000 Up: ST -550 55 20 0.008 0.000 Rect 1.2 10 0.0 0.000 Presize 352 5.8 0.391 0.409 ---Duct Name: ST -510, Feeds Into: Unfinished Basement, Effective Length: 4.5 Trunk 0.0003 15.2 178 0.000 Up: ST -360 55 20 0.004 0.000 Rect 4.5 10 0.0 0.000 Presize 247 22.5 0.391 0.409 ---Duct Name: ST -520, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 15.2 167 0.000 Up: ST -510 55 20 0.004 0.000 Rect 3.8 10 0.0 0.000 Presize 232 19.2 0.391 0.409 ---Duct Name: ST -540, Feeds Into: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 15.2 32 0.000 Up: ST -460 55 20 0.000 0.000 Rect 0.8 10 0.0 0.000 Presize 45 4.2 0.391 0.409 ---Duct Name: ST -550, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 297 0.000 Up: ST -600 55 20 0.010 0.000 Rect 1.0 10 0.0 0.000 Presize 413 5 0.391 0.409 ---Duct Name: ST -560, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 133 0.000 Up: ST -430 55 20 0.002 0.000 Rect 1.3 10 0.0 0.000 Presize 184 6.7 0.390 0.410 ---Duct Name: ST -570, Feeds Into: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 15.2 48 0.000 Up: ST -400 55 20 0.000 0.000 Rect 1.7 10 0.0 0.000 Presize 67 8.3 0.390 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. �=hvac & Willis HVAC LLC �" Remington Homes - Quail Ridge - 5292 Qauil St Littleton CO 80125 Page 9 Manual D Ductsize Data - Duct System 1 - Supply (conVd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizin CFM Area SP.Avail SPL.Cumul ---Duct Name: ST-580, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 61 0.000 Up: ST-410 55 20 0.001 0.000 Rect 2.3 10 0.0 0.000 Presize 85 11.7 0.390 0.410 ---Duct Name: SR-370, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 39.3 Runout 0.0003 6 357 0.001 Up: ST-370 128 4.7 0.035 0.013 Rnd 3.2 6.6 36.1 0.014 Presize 70 5 0.376 0.424 ---Duct Name: ST-590, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 257 0.000 Up: ST-370 55 20 0.008 0.000 Rect 1.3 10 0.0 0.000 Presize 357 6.7 0.390 0.410 ---Duct Name: ST-600, Feeds Into: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 15.2 330 0.000 Up: ST-340 55 20 0.012 0.000 Rect 1.7 10 0.0 0.000 Presize 458 8.3 0.391 0.409 ---Duct Name: ST-610, Feeds Into: Unfinished Basement, Effective Length: 3.0 Trunk 0.0003 16.9 360 0.000 Up: ST-490 55 25 0.013 0.000 Rect 3.0 10 0.0 0.000 Presize 625 17.5 0.391 0.409 ---Duct Name: SR-380, Supplies: Great Room, Effective Length: 34.8 Runout 0.0003 7 322 0.009 Up: ST-610 55 5.4 0.026 0.000 Rnd 34.8 7.7 0.0 0.009 Presize 86 63.8 0.381 0.419 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. Number of active trunks: 27 Number of active runouts: 24 Total runout outlet airflow: 1,342 Main trunk airflow: 1,255 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-140 Smallest trunk diameter: 15.2 ST-340 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 91 Pae 10 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) Summary Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.442 SR -280 Return loss added to supply: 0.087 Total effective length of return ( ft.): 190.1 Crawl RA Total effective length of supply ( ft.): 230.8 SR -280 Overall total effective length ( ft.): 420.9 Crawl RA to SR -280 Design overall friction rate per 100 ft.: 0.119 (Available SP x 100 / TEL) System duct surface area (No Scenario): 1105.1 Total system duct surface area: 1105.1 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Knvac - mesiaenuai & ugnt �ommerciai nvAU t.oaas mute software ueveiopment, inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qauil St Littleton, CO.80125 Pae 11 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Runout Trunk 0.0003 15.2 488 Up: RT -250 75 20 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Lossl100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -240, Feeds From: Unfinished Basement, Effective Length: 3.8 Runout Trunk 0.0003 15.2 488 Up: RT -250 75 20 0.024 Rect 3.8 10 0.0 Presize 678 19.2 -0.034 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 2.0 Runout Trunk 0.0003 16.9 296 Up: RMT -100 75 25 0.009 Rect 2.0 10 0.0 Presize 513 11.7 -0.036 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk Trunk 0.0003 15.2 164 Up: RT -270 75 20 0.003 Rect 1.2 10 0.0 Presize 228 5.8 -0.033 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Runout Trunk 0.0003 15.2 164 Up: RT -160 75 20 0.003 Rect 1.8 10 0.0 Presize 228 9.2 -0.033 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 162.6 Trunk 0.0003 15.2 164 Up: RT -150 75 20 0.003 Rect 1.5 10 0.0 Presize 228 7.5 -0.033 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 1.8 Runout Trunk 0.0003 15.2 109 Up: RT -140 75 20 0.002 Rect 1.8 10 0.0 Presize 152 9.2 -0.033 ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 162.6 Trunk 0.0003 18.6 644 Up: Fan 75 25 0.031 Rect 1.0 12 161.6 Presize 1,341 6.2 -0.036 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 32.8 Runout 0.0003 8 430 Up: RT -280 75 6.2 0.036 Rnd 12.0 8.7 20.8 Presize 150 25.1 -0.024 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.1 Runout 0.0003 4 607 Up: RT -290 75 3.1 0.161 Rnd 14.7 4.4 7.5 Presize 53 15.4 0.000 0.001 0.000 0.001 0.009 0.000 0.000 0.000 0.087 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.051 0.051 0.087 0.004 0.008 0.012 0.012 0.024 0.012 0.036 0.036 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Pa e 12 Manual D Ductsize Data - Duct System 1 - Return (cont'd) ---Duct Name, etc. Runout 0.0003 12.9 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: Main High, Returns From: Foyer, Fitting: 6-L, Effective Length: 28.1 Runout 0.0003 12.9 473 Up: RT -170 75 14 0.027 Rect 1.0 10 27.1 Presize 460 4 -0.028 ---Duct Name: RT -250, Feeds From: Unfinished Basement, Effective Length: 3.7 0.0003 Trunk 0.0003 15.2 488 Up: RT -280 75 20 0.024 Rect 3.7 10 0.0 Presize 678 18.3 -0.035 ---Duct Name: Main Low, Returns From: Foyer, Fitting: 6-L, Effective Length: 31.1 7 Runout 0.0003 12.9 463 Up: RT -240 75 14 0.026 Rect 4.2 10 27.0 Presize 450 16.7 -0.026 ---Duct Name: RT -270, Feeds From: Unfinished Basement, Effective Length: 7.5 7 Trunk 0.0003 15.2 164 Up: RT -240 75 20 0.003 Rect 7.5 10 0.0 Presize 228 37.5 0.033 ---Duct Name: RT -280, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 596 Up: RMT -100 75 20 0.035 Rect 1.0 10 0.0 Presize 828 5 -0.036 ---Duct Name: RT -290, Feeds From: Unfinished Basement, Effective Length: 3.3 Trunk 0.0003 16.9 31 Up: RT -170 75 25 0.000 Rect 3.3 10 0.0 Presize 53 19.4 -0.036 ---Duct Name: Mstr High, Returns From: Master Bedroom, Fitting: 6-L, Effective Length: 33.8 Runout 0.0003 7 284 Up: RT -130 75 5.4 0.021 Rnd 21.0 7.7 12.8 Presize 76 38.5 -0.026 ---Duct Name: Mstr Low, Returns From: Master Bath, Fitting: 6-L, Effective Length: 32.6 Runout 0.0003 7 284 Up: RT -140 75 5.4 0.021 Rnd 19.8 7.7 12.8 Presize 76 36.3 -0.027 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fitting: 6-L, Effective Length: 33.8 Runout 0.0003 7 284 Up: RT -300 75 5.4 0.021 Rnd 21.0 7.7 12.8 Presize 76 38.5 -0.026 0.000 0.007 0.008 0.008 ......._...... 0.001 0.000 0.001 0.010 0.001 0.007 0.008 0.008 0.000 0.000 0.000 0.053 0.000 0.000 0.000 0.011 0.000 0.000 0.000 0.087 0.004 0.003 0.007 0.007 0.004 0.003 0.007 0.007 0.004 0.003 0.007 0.007 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 11 Page_13 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: RT-300, Feeds From: Unfinished Basement, Effective Length: 5.5 Trunk 0.0003 15.2 55 0.000 Up: RT-130 75 20 0.001 0.000 Rect 5.5 10 0.0 0.000 Presize 76 27.5 -0.033 0.007 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. I,Swmmary Number of active trunks: 12 Number of active runouts: 7 Total runout outlet airflow: 1,341 Main trunk airflow: 1,341 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Main High Smallest trunk diameter: 15.2 RT-240 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.036 Crawl RA Return loss added to supply: 0.087 Total effective length of return ( ft.): 190.1 Crawl RA System duct surface area (No Scenario): 350.9 Total system duct surface area: 350.9 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM MA ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC ® Remington Homes - Quail Ridge - 5292 Qauil St Littleton CO 80125 Page 14 Total Building Summary Loads Component; Area Sen Lat Sen Total` Rescri tion' , Quan Loss Gain Gain Gain: Remington: Glazing- 439 9,093 0 11,902 11,902 Remington Door: Door- 17.8 246 0 89 89 R23: Wall -Frame, Custom, R-23 Wall 2316.4 9,912 0 2,052 2,052 R11 Draped -8: Wall -Basement, Custom, R11 Draped 1186.7 4,382 0 129 129 R11 Draped -9: Wall -Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped -4: Wall -Basement, Custom, R11 Draped 398.9 1,506 0 63 63 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2160.6 2,982 0 2,119 2,119 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1661.7 2,293 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21A-32: Floor -Basement, Concrete slab, any thickness, 2 529.7 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,879 0 16,371 16,371 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 151, Summer CFM: 139 9,387 -3,410 2,390 -1,020 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.25 gal/day : 4,492 0 0 0 AED Excursion: 0 0 2,436 2,436 Total Building Load Totals: 45,758 -2,610 24,617 22,007 Check Figures Total Building Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 Building Loads Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 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. MA ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 15 System 1 Whole House System SummaT Loads Component Area Sen Lat Sen Total Description______ Quan Loss Gain Gain Gain Remington: Glazing- 439 9,093 0 11,902 11,902 Remington Door: Door- 17.8 246 0 89 89 R23: Wall-Frame, Custom, R-23 Wall 2316.4 9,912 0 2,052 2,052 R11 Draped-8: Wall-Basement, Custom, R11 Draped 1186.7 4,382 0 129 129 R11 Draped-9: Wall-Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped-4: Wall-Basement, Custom, R11 Draped 398.9 1,506 0 63 63 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2160.6 2,982 0 2,119 2,119 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1661.7 2,293 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21A-32: Floor-Basement, Concrete slab, any thickness, 2 529.7 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,879 0 16,371 16,371 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 151, Summer CFM: 139 9,387 -3,410 2,390 -1,020 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.25 gal/day : 4,492 0 0 0 AED Excursion: 0 0 2,436 2,436 System 1 Whole House System Load Totals: 45,758 -2,610 24,617 22,007 ChecK Figures Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 ® Page 16 Equipment 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 CA13NA036****C C N PV*4221 AL*+TD R CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM r Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 17 j Detailed Room Loads - Room 1 - Foyer (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 243.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 244.0 sq.ft. Supply Air: 104 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.5 AC/hr Volume: 2,458.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 5.2 X 10.1 34.3 0.062 4.3 147 0.9 0 30 N -Wall-R23 12.3 X 10.1 124.3 0.062 4.3 532 0.9 0 110 E -Wall-R23 7.5 X 10.1 43.6 0.062 4.3 187 0.9 0 39 N -Wall-R23 1.7 X 10.1 16.8 0.062 4.3 72 0.9 0 15 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 E -GIs-Remington shgc-0.3 0%S 24 0.300 20.7 497 34.0 0 816 E -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-166-50 243.8 X 1 243.8 0.020 1.4 336 1.0 0 239 Subtotals for Structure: 2,183 0 1,610 Infil.: Win.: 13.2, Sum.: 12.2 269 3.054 821 0.777 -298 209 AED Excursion: 200 Room Totals: 3,004 -298 2,019 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Littleton, CO 80125 Remington Homes -Quail Ridge - 5292 Qauil St Pa e 18 Detailed Room Loads - Room 2 - Stud (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 15.8 ft. System Number: 1 Room Width: 11.7 ft. Zone Number: 1 Area: 185.0 sq.ft. Supply Air: 90 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 1,863.0 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.: 19 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen Clg Lat Sen Description _ Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 11.7 X 10.1 117.6 0.062 4.3 503 0.9 0 104 E -Wall-R23 15.8 X 10.1 159.6 0.062 4.3 683 0.9 0 141 S -Wall-R23 11.7 X 10.1 87.6 0.062 4.3 375 0.9 0 78 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 184.7 X 1 184.7 0.020 1.4 255 1.0 0 181 Subtotals for Structure: 2,437 0 1,045 Infil.: Win.: 19.3, Sum.: 17.9 395 3.054 1,206 0.778 -438 307 AED Excursion: 174 People: 200 lat/per, 230 sen/per: 1200 _ 230 Room Totals: 3,643 _238 1,756 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington � Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 19 Detailed Room Loads - Room 3 - Bedroom 3/0pt Stud (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 176.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 176.0 sq.ft. Supply Air: 65 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,775.0 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.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 12.8 X 10.1 99.3 0.062 4.3 425 0.9 0 88 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-166-50 176 X 1 176 0.020 1.4 243 1.0 0 173 Subtotals for Structure: 1,289 0 802 Infil.: Win.: 6.3, Sum.: 5.9 129 3.054 395 0.781 -144 101 AED Excursion: 124 People: 200 lat/per, 230 sen/per. 1 200 230 Room Totals: 1,684 56 1,257 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC `' Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 20 j Detailed Room Loads - Room 4 - Kitchen/Dining (Average Load Procedure) General - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 341.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 341.0 sq.ft. Supply Air: 245 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 3,440.0 cu.ft. Req. Vent. Clg: 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.: 20 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen Clg Lat Sen �,Dsscription Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 11.3 X 10.1 74.2 _ 0.062 4.3 317 0.9 0 66 S -Wall-R23 28.8 X 10.1 245.6 0.062 4.3 1,051 0.9 0 218 W -GIs-Remington shgc-0.3 0%S 40 0.300 20.7 828 34.0 0 1,361 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 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-1613-50 341.2 X 1 341.2 0.020 1.4 471 1.0 0 334 Subtotals for Structure: 3,600 0 2,789 Infil.: Win.: 19.8, Sum.: 18.3 405 3.056 1,237 0.778 -449 315 AED Excursion: 473 Equipment: _ _ 0 _ 1,200. Room Totals: 4,837 -449 4,777 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM -Residential &Light Commercial HVAC Loads Elite Software Development, FRhvc &Willis HVAC LLC Remington :Inc.e Homes - Quail Ridge - 5292 Qauil Ston, CO 80125 Pa 21 Detailed Room Loads - Room 5 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 9.0 ft. System Number: 1 Room Width: 7.2 ft. Zone Number: 1 Area: 65.0 sq.ft. Supply Air: 41 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 651.0 cuff 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 HTM Loss HTM Gain Gain E -Wall-R23 9 X 10.1 90.7 0.062 4.3 388 0.9 0 80 UP-Ceil-16B-50 64.5 X 1 64.5 0.020 1.4 89 1.0 0 63 Subtotals for Structure: 477 0 143 Infil.: Win.: 4.4, Sum.: 4.1 91 3.053 277 0.783 -101 71 AED Excursion: 78 Equipment: 0 500 Room Totals: 754 -101 792 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St M Littleton, CO 80125 Page 22 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 580.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 580.0 sq.ft. Supply Air: 346 CFM Ceiling Height: 15.1 ft. Supply Air Changes: 2.4 AC/hr Volume: 8,752.0 cu.ft. Req. Vent. Clg: 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.: 34 CFM Actual Summer Infil.: 31 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 19 X 15.1 186.5 0.062 4.3 798 0.9 0 165 N -Wall-R23 15 X 5 75 0.062 4.3 321 0.9 0 66 N -Wall-R23 8.2 X 5 40.8 0.062 4.3 175 0.9 0 36 N -Wall-R23 5.3 X 5 26.6 0.062 4.3 114 0.9 0 24 E -Wall-R23 20.3 X 5 101.7 0.062 4.3 435 0.9 0 90 S -Wall-R23 26.5 X 5 132.5 0.062 4.3 567 0.9 0 117 S -Wall-R23 2 X 15.1 30.2 0.062 4.3 129 0.9 0 27 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 UP-Ceil-16B-50 580.2 X 1 580.2 0.020 1.4 801 1.0 0 569 Subtotals for Structure: 5,412 0 4,494 Infil.: Win.: 34.0, Sum.: 31.4 693 3.055 2,118 0.777 -770 539 AED Excursion: 666 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: _ _ _ 0 800 Room Totals: 7,530 -570 6,729 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Elite Software Development, Inc. Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 23 --InPage Detailed Room Loads - Room 7 - Master Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 271.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 271.0 sq.ft. Supply Air: 166 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 2,734.0 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' Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 15 X 10.1 97.2 0.062 4.3 416 0.9 0 86 N -Wall-R23 17.3 X 10.1 174.7 0.062 4.3 747 0.9 0 155 S -Wall-R23 4.5 X 10.1 45.4 0.062 4.3 194 0.9 0 40 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 UP-Ceil-16B-50 271.2 X 1 271.2 0.020 1.4 374 1.0 0 266 Subtotals for Structure: 2,850 0 2,383 Infil.: Win.: 18.2, Sum.: 16.8 371 3.055 1,134 0.778 -412 289 AED Excursion: 319 People: 200 Iat/per, 230 sen/per: 1 200 230 Room Totals: 3,984 -212 3,221 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 _ _Page 24 Detailed Room Loads - Room 8 - Master Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 87.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 88.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 885.0 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 UkIWMHTM Loss HTM Gain Gain N -Wall-R23 6.2 X 10.1 50.2 0.062 4.3 215 0.9 0 45 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-16B-50 87.7 X 1 87.7 0.020 1.4 121 1.0 0 86 Subtotals for Structure: 584 0 269 Infil.: Win.: 3.0, Sum.: 2.8 62 3.055 190 0.772 -69 48 AED Excursion: 35 Room Totals: 774 -69 352 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Smith & Willis HVAC & Light Commercial HVAC Loads Elire Remington Home s - Quail Ridge e5 92 Qaaull St Littleton CO 80125 —® Pa e 25 Detailed Room Loads - Room 9 - WC (Average Load Procedure) General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.3 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 20.0 sq.ft. Supply Air: 13 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 201.0 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 Let Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 6 X 10.1 52.5 0.062 4.3 225 0.9 0 47 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-166-50 20 X 1 200.020 1.4 28 1.0 0 ....._ ._ .. 20 Subtotals for Structure: 419 0 159 Infil.: Win.: 3.0, Sum.: 2.7 60 3.059 185 0.777 -67 47 AED Excursion: 23 Room Totals: 604 -67 229 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton CO 80125 Page 26 Detailed Room Loads - Room 10 - Mstr WIC (Average Load Procedure) General'. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 120.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 120.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.6 AC/hr Volume: 1,213.0 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 N -Wall-R23 10.7 X 10.1 107.6 0.062 _ 4.3 460 0.9 0 95 E -Wall-R23 7.8 X 10.1 78.9 0.062 4.3 338 0.9 0 70 UP-Ceil-16B-50 120.2 X 1 120.2 0.020 1.4 166 1.0 0 118 Floor -R50 1 X 11.5 11.5 0.023 1.6 18 0.2 0 2 Subtotals for Structure: 982 0 285 Infil.: Win.: 9.1, Sum.: 8.5 186 3.057 570 0.778 -207 145 AEDExcursion: _ _ _ ........_ 47 Room Totals: 1,552 -207 477 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 27 Detailed Room Loads - Room 11 - Unfinished Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,661.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,662.0 sq.ft. Supply Air: 210 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.8 AC/hr Volume: 16,756.0 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.: 14 CFM Actual Summer Infil.: 13 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R11 Draped -8 11.3 X 10.1 114.2 0.051 _ 3.8 428 0.1 0 17 S -Wall-R11 Draped -8 2 X 10.1 20.2 0.051 3.8 76 0.1 0 3 W -Wall-R11 Draped -8 19 X 10.1 171.5 0.051 3.6 626 0.1 0 14 S -Wall-R11 Draped -8 4.5 X 10.1 45.4 0.051 3.8 170 0.1 0 7 W -Wall-R11 Draped -8 15 X 10.1 131.2 0.051 3.6 475 0.1 0 8 N -Wall-R11 Draped -8 19 X 10.1 191.5 0.051 3.8 718 0.1 0 28 N -Wall-R11 Draped -8 21.2 X 10.1 193.4 0.051 3.7 708 0.1 0 17 E -Wall-R11 Draped -9 19.5 X 10.1 196.6 0.051 3.6 716 0.1 0 15 S -Wall-R11 Draped -8 15.8 X 10.1 159.6 0.051 3.8 599 0.1 0 23 S -Wall-R11 Draped -8 17.8 X 10.1 159.7 0.051 3.6 582 0.1 0 12 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 Floor -21A-32 1 X 1661.7 1661.7 0.020 1.4 2,293 0.0 0 0 Subtotals for Structure: 9,047 0 2,095 Infil.: Win.: 14.1, Sum.: 13.0 288 3.056 879 0.779 -319 224 AED Excursion: 255 Room Totals: 9,926 -319 2,574 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5292 Qauil St' Littleton, CO 80125 Page 28 Detailed Room Loads - Room 12 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 529.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 530.0 sq.ft. Supply Air: 53 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,737.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 53 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 610 ft./min. Percent of Supply: 0 % Runout Air Velocity: 610 ft./min. Actual Winter Infil.: 4 CFM Actual Loss: 0.304 in.wg./100 ft. Actual Summer Infil.: 4 CFM item Area -U- Htg Sen Clg Lat Sen Descri tion Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped-4 12.3 X 5.2 63.7 0.051 3.8 241 0.2 0 10 E -Wall-R11 Draped-4 10 X 5.2 51.7 0.051 3.8 195 0.2 0 8 N -Wall-R11 Draped-4 13.3 X 5.2 68.9 0.051 3.8 260 0.2 0 11 E -Wall-R11 Draped-4 15.8 X 5.2 81.8 0.051 3.8 309 0.2 0 13 S -Wall-R11 Draped-4 25.7 X 5.2 132.7 0.051 3.8 501 0.2 0 21 Floor-21A-32 1 X 529.7 529.7 0.020 1.4 731 0.0 0 0 Subtotals for Structure: 2,237 0 63 Infil.: Win.: 4.5, Sum.: 4.2 92 3.052 280 0.774 -102 71 AED Excursion: 15 Room Totals: 2,517 -102 149 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. rRhvac th & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St eton, CO 80125 Page 29 Detailed Room Loads - Room 13 - Bath 1 (Average Load Procedure) General _ Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 11.8 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 71.0 sq.ft. Supply Air: 15 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 716.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen Cg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 6 X 5.2 23 0.062 4.3 98 0.9 0 20 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-166-50 71 X 1 71 0.020 1.4 98 1.0 0 70 Subtotals for Structure: 362 0 234 Infil.: Win.: 1.5, Sum.: 1.4 31 3.063 95 0.774 -34 24 AED Excursion: 28 Room Totals: 457 -34 286 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads 9 Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 30 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Foyer 244 3,004 64 5,6 - 2,019 -298 112 104 2 Study 185 3,643 77 6,6 - 1,756 -238 97 90 3 Bedroom 3/Opt 176 1,684 36 7 - 1,257 56 70 65 Study 4 Kitchen/Dining 341 4,837 102 6,6,6,6 - 4,777 -449 264 245 5 Mud Room 65 754 16 4 - 792 -101 44 41 6 Great Room 580 7,530 159 7,7,7,7 - 6,729 -570 372 346 7 Master Bedroom 271 3,984 84 6,6,6 - 3,221 -212 178 166 8 Master Bath 88 774 16 5 - 352 -69 19 18 9 WC 20 604 13 4 - 229 -67 13 13 10 Mstr WIC 120 1,552 33 5 - 477 -207 26 33 11 Unfinished 1,662 9,926 210 6,6,6 - 2,574 -319 142 210 Basement 12 Crawl Space 530 2,517 53 11-4 610 149 -102 8 53 13 Bath 1 71 457 10 4 - 286 -34 16 15 Humidification 4,492 System 1 total 4,353 45,758 873 24,617 -2,610 1,362 1,265 System 1 Main Trunk Size: 25x17 in. Velocity: 425 ft./min Loss per 100 ft.: 0.012 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.05 112%/-12% 24,617 -2,610 24,617 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036****C Indoor Model: CNPV*4221AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 31 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces East At least one system with its System Air Type input set to Fixed was changed to Auto during the building rotation. If you want to change this behavior uncheck the option on the General tab of the Select Reports dialog called "Always use Auto for System Air Type for Building Rotation Report." individual Rooms 00 450 900 135° 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Foyer *112 105 76 92 101 84 64 86 5,6 2 Study 97 *120 119 98 77 98 114 110 6,6 3 Bedroom 3/Opt 70 92 *93 73 52 73 89 84 7 Study 4 Kitchen/Dining 264 *277 238 232 222 244 243 265 6,6,6,6 5 Mud Room 44 *45 41 40 40 40 40 41 4 6 Great Room *372 319 220 282 336 310 247 321 7,7,7,7 7 Master Bedroom *178 149 97 132 161 147 113 152 6,6,6 8 Master Bath 19 29 *34 29 22 29 32 27 5 9 WC 13 19 *22 19 14 19 21 18 4 10 Mstr WIC *33 33 33 33 33 33 33 33 5 11 Unfinished *210 210 210 210 210 210 210 210 6,6,6 Basement 12 Crawl Space *53 53 53 53 53 53 53 53 1--4 13 Bath 1 16 22 *22 17 11 17 21 20 4 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East 1,362 24,617 *-2,610 2.05 45° Southeast *1,364 *24,645 -2,610 *2.05 90° South 1,122 20,272 -2,610 1.69 135° Southwest 1,180 21,320 -2,610 1.78 180° West 1,194 21,573 -2,610 1.80 225° Northwest 1,236 22,337 -2,610 1.86 270° North 1,148 20,752 -2,610 1.73 315° Northeast 1,306 23,604 -2,610 1.97 * Indicates highest value of all rotations. M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 8012510 Page 33 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 30,000 29,000 28,000 27,000 26,000 25,000 24,000 L e 23,000 .5 a 22,000 'v a 21.000 20,000 19,000 18,000 17,000 16,000 15,000 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 --f— Front door faces East -- Front door faces Southeast —0 Front door faces South —�— Front door faces Southwest Front door faces West —� Front door faces Northwest --ft— - Front door faces North —^- Front door faces Northeast M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM R .. "V E V V u Pe _-- O Manual S Remington Homes Quail Ridge 5292 Quail St NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Dud lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity. ft_fmin, Temperature: F Notes: Static pressure available values for return duds are at the entrance of the dud_ For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Su mmar Number of active trunks: 27 Number of active runouts: 24 Total runout outlet airflow: 1,342 Main trunk airflow: 1,255 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -140 Smallest trunk diameter: 15.2 ST -340 Smallest runout diameter: 4 SR -190 Supplyfan external static pressure: 6.800 Supply fan device pressure losses_ 0.300 Supplyfan static pressure available: 0.500 Runout maximum cumulative,static pressure loss: OA42 SR -280; Return loss added 10 supply. 0.087 Total effective length of return (ft): 190.1 Growl RA Total effective length of supply(ft.): 230.8 SR -280 Overall tataf effectiVe Iength (ft): 420.9 Crawl RA to SR -280 ' Design -overatl,friction rate per 100 ft_: 6.119 (Available SP x 1001 TEL) System duct surface area (No Scenario): 1105.1 Total system dud surface area: 1105.1 #208 027oz Heat Rise Used on the Program- 581 F e .. ,f4p .aP„ jrdf► r vncy Wire Lead Color - Input High Heat (B UH) 4 ,00 40 0 0 60,000 60,000 80, 00 00; 100,0 0 100,000 120,000 0'- outputHigh Heat(BTUH) 37,000 25. 00 < 93, 0 93,000 112,000 37,000 56.000 56,000 5,000t(3 e ire temperature Rise Range °F (°C) 1145 High Heat 4 - (22- 39) - - (19 - 36) (22 - 39) (19 - 36) (19 - 36)19'- 36)'; (22 - 39) (22-39) (25- 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Coaling Tons CFM / Ton Test Airflow Delivery @ Various External 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 ssures 0.9 1 040-10 SIDE/BOTTOM Black 2-5 388 1145 1100 1060 1015 970 920 860 980 615 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 1-5 397 725 695 665 635 595 555 510 460 390 340 060.12 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 2-0 425 910 920 905 880 1 850 1 815 765 695 630 545 Red 1.5 430 750 730 705 680 645 605 555 040-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 880 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 7601 705 655 Blue 1 2.0 435 960 955 935 905 870 830 780 725 675 625 Red 1-5 437 720 705 690 675 655 625 590 555 525 485 08016 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 Bkte 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 2.5 394 1030 1025 1030 1010 080-16 SIDE/BOTTOM Black 4-0 389 1650 1620 1640 1605 1 5 1495 1425 1345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3-0 383 12051 1205 1185 1165 1150 1100 1055 1000 935 870 1020 1005 985 960 930 895 845 795 Blue 2.5 384L1690 735 Red 2.0 380 825 805 785 760 725 695 655 600 545 BOTTOM o4.5 TWO-SIDESBlue Black 5-0 377 2160 2070 1980 1885 1790 1690 1575 1460 1345 080-20,, Yellow 4.0 386 1665 1640 1595 1545 1485 1410 '1330 1235 1135 Orange 3.5 397 1470 1455 1430 1390 1340 1280 1205 1120 1035. Red Black 2.5 2.0 4.0 426 433 373 1715 1110 1660 1100 1610 1090 1555 1065 1490 1035 1420 1340 1150 1065 100-16 SIDE/BOTTOM Yellow Blue RWT 3.5 3-0 2.0 379 367 445 1535 1300 1110 1480 1255 1055 1435 1205 1005 1380 1160 1325 1100 1260 1035 1180 1095 1010 100 20 BOTTOM or TWO-SIDES4.5 Black SA 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 R 421 1580 1550 1540 1 15 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO-SIDES4.5 Black 5.0 410 2365 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 50 369 2130 2070 2010 1940 18451 1740 1630 1525 1420 1305 Bkte 4.0 416 1875 1840 1795 1735 16651 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 15551 15151 14501 1395 1325 1250 NOTE: 1. A fitter is required for each return -air inlet Airflow performance includes a 3/4 -in. (19 mm) washable filter media such as contained it a factory -author- ized accessary filter rack. See accessory but. To determine airflow performance vrithout this filter, assume an additional 0.1 in. W.C. available external static pressure. 2. ADJUSTTHE SLOWER 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 bottrsm and side rehrm_ A minimum Titer size of 20' x 25' (508 x: 835 mm) is required.. 5. For updow applications, air entering from one side into both the side of the furnace and a return air base counts as a side and bdtom return. 6. All airflows that are shown in SOLD exceed 0.58 watts per CFM at the given external static pressure. Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURON® AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 900 1 1000 11100 1 1200 1 3300''111400 1 1500 11600 11700 1 1800 1 1900 12000 12100 2200 0.078 JOA14 0.156 10.198 0.253 1814 Wet 0.096 10.138 10.183 10.213 10.277 Dry 2414 0.070 10.100 10,143 JOA82 10.M 0290 10154 Wet 0989 0.128 10.171 10.214 10.269 10,336 10.413 Dry 2417 0.048 10.068 10.090 10.112 10.140 0.170 1 0203 Wet 0.064 10.091 10.122 10.150 10.188 0224 10.263 Dry 3014 0'065 10.097 10.135 10.173 10.223 0278 1 0.339 0.405 10.478 Wet 4.078 0.114 10,160 0206 10.260 10.321 1 0.388 1 0.461 0.540 Dry 3017 0942 10.060 0.080 0.102 10.129 0.157 0.188 1 0.222 10.259 Wet 0.055 JU76 I 0.104 10.127 10.158 0.190 10.225 10266 10.309 Dry 3617 0.043 10.061 1 0.082 10.103 0.128 0.157 0.189 0221 0259 10299 10.341 13617 Wet 0.056 10.079 10.107 10.133 10.166 102M 10236 10.276 0.315 10361 1 OA13 Dry 3621 0.035 0.048 0.062 10.076 10,M 0.111 0.132 1 0.153 0.177 10201 10.228 Wet 0.049 0.066 0.095 0.100 0.122 0.144 0.171 0.192 0.217 0.245 0.276 Dry 4221 0.030 10.041 10.054 10.066 10.082 1 0.099 10.118 10.137 10.158 0.18D' 0.205 10.231 10.259 14221 0.043 0.059 10.079 10.101 10.126 0.153 0.181 10.2 -0 -7 -TO -2-347-0.260 10.280 10.319 0.354 Ory 4821 0.047 10.060 10.075 10-092T-0-1-1-07-0130 10.152 10.176 10.204 0.230 0256 10.2134 10.318 T4821 Wet 0.053 10.067 10.085 0.104 10125 10.147 10.172 10200 10.228 10.259 0.292 10.327 10.365 Dry 4824 0915 10.046 10.057 1 0.069 10.094 10.019 0.119 0.124 10140 10.158 10.175 10.195 10.214 Wet 0.032 i 0.050 10.066 0.081 0.097 10.114 10.131 10.150 10.169 10.190 10.211 10.233 10.257 Dry 6024 1 10.062 0.073 1 6-084 O 0970.111 10126 1 0.138 10.154 0.172 10.190 10.210 0228 10.261 10.273 10293 16024 Wet 0.082 1 0.096 1 0.112 10.129 10.145 10.163 10.171 10.191 10,212 10.235 1 0.258 0283 0.310 10,336 1 0.366 Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING All 75 (23.9) 85 (29.4) 95 (35) CFM, EWB F (, C) 72 (22.2) Capacity MBtuh Total Ser 40.22 21.00 Total System KW** 2.54 Capacity MBtuh Total Sena# 38.50 20,34 Total System KW** 2.79 Capacity MBtuh Total I Sens* Outdoor 36.66 19.65 Total System KW** 3.07 67 (19.4) 36.61 25.73 2.51 35.00 25.05 2.76 33.29 24.35 3.04 1050 63 (17.2)tt 34.02 24.88 2.49 32.50 24.20 2.74 30.89 23.49 3.02 62 (16.7) 33.42 30.44 2.49 31.97 29.75 2.74 30.45 29.01 3.02 57 (13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30.12 30.12 3.02 72 (22.2) 40.90 21.97 2,60 39.11 21.31 2.85 37.20 20.61 3.13 67 (19.4) 37.25 27.30 2.57 35.57 26.61 2.82 33.80 25.90 3.10 1200 63 (17.2)tt 34.63 26.36 2.55 33.04 25.66 2.80 31.38 24.94 3.08 62 (16.7) 34.19 32.60 2.55 32.73 31.85 2.80 31.24 31.24 3.08 57 (13.9) 33.67 33.87 2.55 32.61 32.61 2.80 31.27 31.27 3.08 72(22.2) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 67 (19.4) 37.72 28.79 2.63 36.00 28.11 2.88 34.19 27.39 3.16 1350 63 (17.2)tt 35.09 27.77 2.61 33.47 27.07 2.86 31.76 26.34 3.14 62 (16.7) 34.90 34.90 2.61 1 33.63 33.63 2.86 32.22 32.22 3.15 57 (13.9) 34.96 34.96 2.61 1 33.64 1 33.64 2.86 1 32.23 1 32.23 3.15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 24,617 BTUs 24,617/29,490 =.83 or 17% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs AHRI Used Item I Value Standard Air Conditioner Model Number (Combined) CAI 3NAO,16* C+C N PV*4221AL*+TDR Outdoor Model Number CA13NA036* C Indoor Model Number CNPV*4221AL*+TDR Trad-ename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 34000 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395682 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty MiTek' Re: 5292 QUAIL 715C CUSTOM R E C E I VE D 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: R55573888 thru R55573931 My license renewal date for the state of Colorado is October 31, 2019. '•pD0 L/c,F1 �Y vvaa. s Gam, � M' K0 ;FO :1P 2�n s" 46340 V y September 24,2018 Komnick, Chad IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 3 5 4-7- 6 3 54 A 3 3 Q A 3 mg V Io --2 4 V 7-7- 71 03 7-7- t B2( 0 to 0 PLACEMENTTHIS IS A TRUSS P ON L N Wa... an •a pm • tlnp componaMs to ba nwPonb nl• a Inp aalpn •t a apaa rat on o t • bui p daaipMr. .. F Ndu• d.agn vM1aah ar aa4i truaa tlaaipn nk ad on Fa p arrant n-0. Th. bwldog davignar b nvponvibb for lan 'Z .M yarm•naM bnanp of tll. rool end Boor aMam arM for tha avanq aMaw. •Thv tl.Fpl of lha W.. auppod stnaura Fcludinq ha.tivn, ba.mv, vnis, .rd wlumna la et. r.•ponsWiNy oI1M buitlnp tlaabmr. For and Wld— r.O.ft b--, wnauk -8-9 of anod iru•.... •vi.bb fnm Na TMss Pleb Fstr1W. 550 0'Wm Odv.; Mad—. M 59179. � a *Alp 7001 Knm.y Str..t camm.ro. a b. cc*" Phon. 285 -SM F— 30] z56]55d Customer:REMINGTON HOMES Loading: 30/50 ate: 9/24/18 ite Address:uaeERCO. 5292 QUAIL STREET QUAIL RIDGE 15C CUSTOM Building Code: IRC2015 Drawn By: SL ob Number: PERMIT non.: U__ .o:U__ onl•a: Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) 855573888 5292 QUAIL Al GABLE 1 1 -0.00 11 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:25 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-xCbClvILQdQw7xp10mZeTiVWiJJmiiNgSg2bbayaSxS 7-2-3 14-0-7 20-10-1 -9-0 - - - -9 4 - - 55-6-0 5 -6 0 7-2-3 6-10-4 6-10-4 6-10-4 6-10-4 6-10-4 6-10-4 7-2-3 1.0- Scale = 1:92.7 5x8 = 4.00 12 8x8 = 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 243 21 221920 18 4x6 = 17 16 15 14 13 8x8 = 6x6 = 6x6 = = 4x6 = 4x6 = 6x6 = 4x6 = 8x8 12 Ig 6 Plate Offsets (X,Y)-- [1:0-0-0,0-3-2], [6:0-4-0,0-3-8], [11:0-0-0,0-3-2], [24:0-2-0,0-2-0], [26:0-3-0,0-4-8], [30:0-0-0,0-2-12], [30:0-3-0,0-1-41, [31:0-1-12,0-0-01, [41:0-3-0,0-4-81, [43:0-2-0,0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.00 12 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.00 11 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 11 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Weight: 497 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at micipt 6-34, 7-34, 5-34 6-34,7-34,7-26,5-34,5-41: 2x4 SPF No.2 OTHERS 2x4 HF Stud `Except' 55-56,86-87:2x4 SPF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 55-6-0. (lb) - Max Horz 1=176(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 1, 53, 54, 14, 13 except 34=-301 (LC 10), 26=-317(LC 15), 18=-348(LC 15), 41=-608(LC 14), 49=-369(LC 10), 11=-145(LC 11), 66=-457(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 1, 35, 36, 37, 38, 39, 40, 42, 44, 45, 46, 47, 48, 50, 51, 52, 53, 33, 32, 31, 29, 28, 27, 25, 23, 22, 21, 20, 19, 17, 16, 15, 14, 13 except 34=880(LC 21), 26=915(LC 22), 18=797(LC 22), 41=1329(LC 21), 49=832(LC 21), 11=344(LC 22), 66=293(LC 10), 54=269(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/244, 2-4=-103/274, 5-6=-109/344, 6-7=-105/342, 10-11=-373/253 BOT CHORD 1-54=-119/251, 53-54=-119/251, 52-53=-119/251, 51-52=-119/251, 50-51=-119/251, 49-50=-119/251,40-41=-68/271,39-40=-68/271, 38-39=-68/271, 37-38=-68/271, 36-37=-68/271, 35-36=-68/271, 34-35=-68/271, 33-34=-73/272, 32-33=-73/272, 31-32=-73/272, 29-31=-73/272, 28-29=-73/272, 27-28=-73/272, 26-27=-73/272, 17-18=-74/258, 16-17=-74/258, 15-16=-74/258, 14-15=-74/258, 13-14=-74/258, 11-13=-74/258 WEBS 6-34=-595/433, 7-34=-277/311, 7-26=-682/412, 8-26=-339/349, 8-18=-453/337, 10.18=-589/632, 5-34=-291/319, 5-41=-682/404, 4-66=-321/331, 41-66=-722/750, 4-49=-495/381. 2-49=-592/681 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) 0-0-0 to 5-6-10, Extedor(2) 5-6-10 to 27-9-0, Comer(3) 27-9-0 to 33-3-10, Exterior(2) 33-3-10 to 56-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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.; C1=1.10 IN00 LICF� .•••M. K0 ,SFO rP0 C) e 46340 xi /ONAU I� September 24,2018 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �- a truss system. Before use, the building designer must 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 w{ ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M i l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-88 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights, CA 95610 Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:26 2018 Page 2 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-PO9b5F2zBwYnl5NExU4lOw3gSjf7R9d_hUo880yaSxR NOTES - 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, with BCDL = IO.Opsf. 11) Bearing at joint(s) 66 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 53, 54, 14, 13 except (jt=lb) 34=301, 26=317, 18=348 ,41=608,49=369,11=145,66=457. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032018 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P 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 ANSIRPII 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 CitrusHeiahts. CA 95610 Truss Truss Type Qty Ply 715C CUSTOM L52 R55573888 2_QUAIL Al GABLE 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:26 2018 Page 2 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-PO9b5F2zBwYnl5NExU4lOw3gSjf7R9d_hUo880yaSxR NOTES - 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, with BCDL = IO.Opsf. 11) Bearing at joint(s) 66 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 53, 54, 14, 13 except (jt=lb) 34=301, 26=317, 18=348 ,41=608,49=369,11=145,66=457. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032018 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P 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 ANSIRPII 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 CitrusHeiahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP 855573889 5292_QUAIL A2 Common 4 1 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.28 18-20 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:27 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-uajzlb2byEgeMFyQVBb6Z7bmP7w9Aa87v8XhgSyaSxQ -0 -9-0 34-7-6 -4- 7-1-14 6-10-6 6-10-6 6-10-6 6-10-6 6-10-6 6-10-6 7-1-14 -0- Scale = 1:92.8 b 5x6 11 4.00 12 8x8 —_ 20 19 18 27 28 17 16 [e 30 15 14 13 6x6 46 = 46 =4x6 = 6x10 — 46 = 8x8 = 46 = 46 = I6 9-2-5 18-1-2 27-9-0 35-10.12 45-6-10 55-6-0 l 9-2-5 8-10-13 9-7-14 8 1-12 9 7-14 9-11-6 Plate Offsets (X Y)-- [6:04-4,0-2-81,17:0-2-12.0-2-01, [11:0-0-0,0-2-101, 15:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.18 18-20 >999 360 MT20 185/144 (Roof Snaw=30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.28 18-20 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 15 n/a n/a BCLL 0.0 Code IRC2015lTP12014 Matrix -R Wind(LL) 0.12 18-20 >999 240 Weight: 294 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-16: 2x6 SPF 210OF 1.8E WEBS 1 Row at midpt 5-17, 6-17, 7-17, 7-15, 8-15 WEBS 2x4 SPF No.2 *Except* 2-20,4-20,4-18,8-13,10-13: 2x4 HF Stud REACTIONS. (Ib/size) 1=1485/Mechanical, 15=3640/0-5-8, 11=495/0-4-8 Max Horz 1=176(LC 18) Max Uplift 1=-365(LC 10), 15=-717(LC 11), 11=-218(LC 11) Max Gray 1=1630(LC 21), 15=3640(LC 1), 11=637(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3710/1266, 24=-3374/1172, 4-5=-2250/797, 5-6=-708/406, 6-7=-594/409, 7-8=456/1748, 8-10=-232/701, 10-11=-721/452 BOT CHORD 1-20=-1071/3375, 18-20=-663/2626, 17-18=-303/1711, 15-17=-1070/588, 13-15=-979/406, 11-13=-366/592 WEBS 2-20=-430/366, 4-20=-265/733, 4-18=-926/475, 5-18=-273/977, 5-17=-1722/635, 6-17=-363/141, 7-17=-672/2230, 7-15=-2749/1093, 8-15=-1111/510, 8-13=-213/819, 10-13=-638/420 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-12 to 5-7-6, Interior(1) 5-7-6 to 27-9-0, Exterior(2) 27-9-0 to 33-3-10, Interior(1) 33-3-10 to 56-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 0 L/OF/J� 3) Unbalanced snow loads have been considered for this design. SPD . non -concurrent with other live loads. e Q 27 e 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 : U 46340 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. e e 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) • e� 1=365,15=717,11=218. ee• e•e �\ S/0NM_ September 24,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDEDWTEK REFERENCE PAGE MP7473 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 lhIs design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 1o9'Citrus He 95610 Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 17-19 >999 360 MT20 185/144 (Roof Snow=30.0) 855573890 5292—QUAIL A3 Common 3 1 WB 0.79 Horz(CT) 0.06 14 n/a n/a artnl Inn BCLL 0.0 Code IRC2015ITP12014 Matrix -R Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:28 2018 Page 1 ID:SldhdeW CMMXfWOtr6eK2y42vJ-MnHLVx3DjYoV_PXc3v6L5L8xCWGSv1PG8oHFCvyaSxP 7-1-14 I 14-0-4 20-10-10 27-9-0 3 � 4�-5-12 I '814- 55-6-0 7-1-14 6-10-8 6-10-6 6-10-6 6-10-6 6-10-6 6-10-6 7-1-14 Scale = 1:92.8 5.6 I 4.00 12 8x8 = 19 18 17 26 27 16 15 "0 29 14 13 12 46 4x6 = 46 =4x6 = 8x10 — 4x6 = 8x8 = 46 = 4x6 = 0 Ib LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 17-19 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.28 17-19 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 14 n/a n/a artnl Inn BCLL 0.0 Code IRC2015ITP12014 Matrix -R Wind(LL) 0.12 17-19 >999 240 Weight: 292 Ib FT = 20 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 13-15: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-19,4-19,4-17,8-12,10-12: 2x4 HF Stud REACTIONS. (Ib/size) 1=1484/Mechanical, 14=3645/0-5-8, 11=396/0-4-8 Max Horz 1=175(LC 14) Max Uplift 1=-365(LC 10), 14=-720(LC 11), 11=-162(LC 15) Max Grav 1=1622(LC 20), 14=3645(LC 1), 11=537(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-16, 7-16, 7-14, 8-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -2= -3689/1265,2 -4=-3352/1171,4-5=-2227/796,5-6=-698/405,6-7=-587/404, 7-8=457/1753, 8-10=-239/690, 10-11=-711/439 BOT CHORD 1-19=-1069/3355, 17-19=-654/2604, 16-17=-286/1691, 14-16=-1074/612, 12-14=-972/417, 11-12=-353/604 WEBS 2-19=-430/366, 4-19=-265/734, 4-17=-926/475, 5-17=-273/977, 5-16=-1704/635, 6-16=-365/143, 7-16=-678/2215, 7-14=-2752/1094, 8-14=-1116/528, 8-12=-253/830, 10-12=-646/457 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-12 to 5-7-6, Interior(1) 5-7-6 to 27-9-0, Exterior(2) 27-9-0 to 33-3-10, Interior(1) 33-3-10 to 55-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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, 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=ib) 1=365,14=720,11=162. o�0�P00 LIr;F`�}, c" 46340 September 24,2018 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114147473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSIfTPN Quality Criteria, DS889 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 ei t CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.05 9-11 >999 360 855573891 5292—QUAIL A4 Roof Special 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:29 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-gzrj H4rUrwMcZ6pdcdaeYh5NwfzeU5QNSOokLyaSxO 0- E-0 1 -1 0 8-9- 0 5-6-4 39-3- -3- 5-10-12 5-7-4 0-7- 6-8-10 6-8-10 6-8-10 7-0-2 -0- Scale = 1:69.3 5x8 = 2x4 4,00 12 tox1E 14 6x10 = 4x6 = 6x6 = 2x4 11 4x8 = Plate Offsets (X Y)-- [9:0-0-0,0-2-141, [13:0-5-0,0-4-41, 115:0-6-0,0-3-121, 117:Edge 0-3-81, [17:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.05 9-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.11 9-11 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IRC2015rrPI2014 Matrix -R Wind(LL) 0.04 9-11 >999 240 Weight: 226 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E *Except* except end verticals. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpl 13-15, 5-13.6-13 13-15,6-13: 2x4 SPF No.2 REACTIONS. (Ib/size) 17=647/Mechanical, 13=2603/0-5-8, 9=736/0-4-8 Max Horz 17=-321 (LC 15) Max Uplift 17=-167(LC 14), 13=-579(LC 11), 9=-269(LC 11) Max Grav 17=937(LC 21), 13=2603(LC 1), 9=758(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1288/348, 2-3=-545/228, 3-4=-327/276, 4-5=-415/204, 5-6=-144/1026, 6-8=-564/261,8-9=-1056/422,1-17=-857/319 BOT CHORD 16-17=-51/310,15-16=-40/1140,4-15=-477/271,9-11=-289/904 WEBS 2-15=-824/268, 3-15=-299/110, 13-15=-852/465, 5-15=-117/1013, 5-13=-1275/467, 6-13=-1091/480,6-11=-154/743,8-11=-591/373,1-16=-156/910 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 4-0-14, Interior(1) 4-0-14 to 11-6-0, Extedor(2) 11-6-0 to 15-5-2, Interior(1) 15-5-2 to 40-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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 POO LIC non -concurrent with other live loads. ��� ..,••••.. 5) All plates are MT20 plates unless otherwise indicated. �O •• M Kp ••.% 2l % 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 will fit between the bottom chord and any other members. 46340 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 17=167, 13=579, 9=269. Al - September 24,2018 ,& WARNING . Vedly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE h9/-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei ht CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 855573892 5292—QUAIL A5 Roof Special 1 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:312018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-mMzU8z650TA4rsGBklg2jzmQVVKKM607jgmVvpEyaSxM - 0- �- 6-6- - 39-3- 4 -3- 5-10-12 5-7-4 0-7- 6-8-10 6-8-10 6-8-10 7-0-2 -0- Scale = 1:69.3 5x8 11 2x4 II 4.00 12 15 8x8 = 13 11 4x6 = 2x4 II 4x6 = 4x8 = 2x4 II 5-10-12 12^1-0 19-7-12 25-6-4 � 32-0-4 39-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.04 16-17 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.07 16-17 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.03 14 n/a n/a joint 14, 238 Ib uplift at joint 11 and 155 Ib uplift at joint 9. �•: �N Code IRC2015/TPI2014 Matrix -R Wind(LL) 0.02 16-17 >999 240 Weight: 230 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E *Except` except end verticals. 4-15: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except` WEBS 1 Row at midpt 14-16.5-14 14-16,6-14: 2x4 SPF No.2 REACTIONS. All bearings 0-5-8 except (jt=length) 18=Mechanical, 9=0-3-8. (lb) - Max Horz 18=-321 (LC 15) Max Uplift All uplift 100 Ib or less at joint(s) except 18=-182(LC 10), 14=-428(LC 11), 11=-238(LC 15), 9=-155(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 18=993(LC 21), 14=2096(LC 1), 11=802(LC 22), 9=360(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1389/421, 2-3=-676/323, 3-4=-462/373, 4-5=-557/313, 5-6=-22/682, 6-8=-101/273, 1-18=-911/357 BOT CHORD 17-18=-38/319, 16-17=-54/1235, 4-16=-429/254 WEBS 2-16=-790/242,14-16=-507/329,5-16=-98/996, 5-14=-1252/457,6-14=-678/297, 8-11=-612/334, 1-17=-221/998 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 4-0-14, Interior(1) 4-0-14 to 11-6-0, Exterior(2) 11-6-0 to 15-5-2, Interior(1) 15-5-2 to 40-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 0 Ll 3) Unbalanced snow loads have been considered for this design. SPD �•�.••••• / 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 M. KO •• �s�O V� . /L/** �9 non -concurrent with other live loads. • Q 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U 46340 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. �•• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 18, 428 Ib uplift at joint 14, 238 Ib uplift at joint 11 and 155 Ib uplift at joint 9. �•: �N S/t ONAI- September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not 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/TPII 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 Helahts. CA 95610 Job Truss�RoofSpyecetal ss Tp Qty Ply 715C CUSTOM 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` except end verticals. 4-16: 2x4 SPF No.2, 12-16: 2x6 SPF 210OF 1.8E BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. 855573893 5292_OUAIL A6 1 1 Max Uplift All uplift 100 Ib or less at jolnt(s) except 19=-210(LC 10), 13=-242(LC 11), 11=-186(LC 15), 9=-150(LC 11), 14=-202(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 19=1131(LC 21), 13=977(LC 1), 11=626(LC 22), 11=607(LC Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:32 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-EYWsLl6knmlwTOrNIIBHGBlj88gfrtUs3QFSLgyaSxL 5. 0- 18- - 0 3 -2-1 - 9- -0 4 -3- 510-12 5-7-4 0-7- 6-8-10 6-8-10 6-8-10 7-0.2 -0-0 Scale = 1:67.4 5x8 112x4 II 4.00 12 16 15 4x6 = 11 4x6 = 3x4 11 4x8 = 48 2x4 11 LOADING (psf) TOLL 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 IRC2015lrP12014 CSI. TC 0.22 BC 0.34 WB 0.66 Matrix -R DEFL. In (loc) I/deft Lid Vert(LL) -0.05 15-16 >999 360 Vert(CT) -0.09 15-16 >999 240 Horz(CT) 0.04 14 n/a n/a Wind(LL) 0.03 15-16 >999 240 PLATES GRIP MT20 185/144 Weight: 231 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` except end verticals. 4-16: 2x4 SPF No.2, 12-16: 2x6 SPF 210OF 1.8E BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud `Except` WEBS 1 Row at midpt 5-15 15-17,6-15:2x4 SPF No.2, 1-19: 2x8 SPF 195OF 1.7E REACTIONS. All bearings 12-10-0 except (jt=length) 19=Mechanical, 9=0-3-8, 14=0-3-8. (lb) - Max Horz 19=-322(LC 15) Max Uplift All uplift 100 Ib or less at jolnt(s) except 19=-210(LC 10), 13=-242(LC 11), 11=-186(LC 15), 9=-150(LC 11), 14=-202(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 19=1131(LC 21), 13=977(LC 1), 11=626(LC 22), 11=607(LC 1), 9=342(LC 22), 14=1121(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1608/528, 2-3=-1007/472, 3-4=-875/526, 4-5=-992/464, 5-6=-155/257, 6-8=-14/431, 1-19=-1045/424 BOT CHORD 18-19=0/388, 17-18=-107/1434, 4-17=-373/227, 14-15=-324/187, 13-14=-324/187 WEBS 2-17=-655/191, 3-17=-147/353, 5-17=-87/967, 5-15=-1166/424, 6-15=-77/370, 6-13=-871/403, 8-13=-258/148, 8-11=-425/268, 1-18=-278/1090 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-3-10 to 4-2-12, Interior(1) 4-2-12 to 11-6-0, Exterior(2) 11-6-0 to 15-5-2, Interior(1) 15-5-2 to 40-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 LICE 3) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 times flat load of 30.0 on overhangs �N00 •.....� /(/ •'M, •. 4) This truss has been designed for greater of min roof of psf or roof psf �Q �� K� 21�e �sFQ non -concurrent with other live loads. • Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. UQ i C46340 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. O �• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 19, 242 Ib uplift at ; �� joint 13, 186 lb uplift al joint 11, 150 Ib uplift at joint 9 and 202 Ib uplift at joint 14. ' •: SOON Al- September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citnis s CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 855573894 5292 QUAIL A7 Roof Special 3 1 LumberDOL 1.15 BC 0.32 Vert(CT) -0.21 16-17 >999 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:33 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-ik4EZe7MY4Qn4AQasSiWoOrilXOEaHs014_Ot6yaSxK 0- 1 - 0 18-9-8 32-2-9 39-3-0 -3- 5-10-12 5::-7-4 0-7- 6-8-8 6-8-8 6-8-8 7-0-7 -0- Scale = 1:69.3 5x6 11 3x4 II 4.00 12 10x1c 15 14 13 11 4x8 = 2x4 11 5x10 = 48 = 4x8 3x9 II 25-6-1 36 3-055-00-122 69 B 6-8-8 79-2 Plate Offsets (X Y)— [3:0-4-8.0-2-81, [13:0-3-8,0-2-01 [16:0-4-0,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.12 16 >999 360 MT20 185/144 TCDL 10.0 LumberDOL 1.15 BC 0.32 Vert(CT) -0.21 16-17 >999 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code IRC2015rrPI2014 Matrix -R Wind(LL) 0.08 16 >999 240 Weight: 230 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc puriins, BOT CHORD 2x6 SPF 1650E 1.5E 'Except' except end verticals. 4-15: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-13,9-11. 14-16,6-14: 2x4 SPF No.2 WEBS 1 Row at midpt 5-14 REACTIONS. (ib/size) 18=1546/Mechanical, 11=2265/0-5-8, 9=176/0-3-8 Max Horz 1 8=-321 (LC 15) Max Uplift 18=-304(LC 10), 11=-532(LC 11), 9=-120(LC 11) Max Grav 18=1626(LC 21), 11=2265(LC 1), 9=194(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2547/921, 2-3=-2399/975, 3-4=-2371/1044, 4-5=-2572/1006, 5-6=-1820/824, 6-8=-1646/680, 8-9=-154/593, 1-18=-1528/624 BOT CHORD 17-18=0/403,16-17=465/2327, 4-16=-138/332, 13-14=-012/1473, 11-13=-445/199, 9-11=-445/199 WEBS 2-17=-380/257, 2-16=-396/187, 3-16=-405/1029,14-16=-525/1979, 5-16=-40/860, 5-14=-1098/400, 6-14=-29/291, 6-13=-685/339, 8-13=-659/2069, 8-11=-2049/828, 1-17=-658/2015 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 4-0-14, Interior(1) 4-0-14 to 11-6-0, Extedor(2) 11-6-0 to 15-5-2, Interior(1) 15-5-2 to 40-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 LICE 3) Unbalanced snow loads have been considered for this design. �N90 �<J 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 •�ea.. • M K00. non-concurrent with other live loads. V� • Q 2! �iC) 5) All plates are MT20 plates unless otherwise indicated. �Q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 46340 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. �• �Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 Ib uplift at joint 18, 532 Ib uplift at joint 11 and 120 lb uplift at joint 9. s AI - September 24,2018 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010311015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 855573895 5292 QUAIL B1 GABLE 1 1 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Co - 6U022, 6.ZZU S May Z4 2Ul d MI I eK Inaustnes, Inc. Mon Sep Z4 U9:ZZ:46 ZU16 Pagel ID:SldhdeW CMW2XfWOtr6eK2y42vJ-gEN9H5HVAJ43x8Av46hRag8u?enXT7FZwHceCrsyaSx7 6-7- 4 -0- -10 5-9-0 46- -8 •0- 6-7-14 6-4-6 6-4-6 6-4-6 6-8-0 6-8-0 6-11-8 4.00 12 6x6 = 7 Scale = 1:79.4 47 46 45 44 43 42 40 39 38 37 105 3433 32 31 30 29 1068 27 26 25 2107 22 21 20 18 io87 16 15 14 13 12 41 38 24 19 _ 6x6 = 4x6 = 4x8 = 4x8 = 8x8 = 4x6 = 4x6 = 5x6 V rA A r 9-4-10 19-4-10 25-9-0 36-7-14i 46-0-8 F 9-4-10 10-0-0 6-4-6 10-10-14 9-4-10 Plate Offsets (X Y)-- [2:0-4-0,0-1-121, [7:0-3-0,0-4-81 [8:0-3-0,0-0-91,[9:0-7-0 0-2-91 [25:0-2-0,0-0-41,133:0-1-12,0-1-01,147:0-3-0,0-4-41 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 0.67 Vert(LL) -0.00 1 n/r 120 MT20 1851144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 4581b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-41,5-41,9-19,2-47,3-47,11-12: 2x4 HF Stud 6-0-0 oc bracing: 32-33,31-32,30-31,29-30,28-29. OTHERS 2x4 HF Stud *Except* WEBS 1 Row at midpt 5-33, 6-28, 7-28, 8-28, 8-19, 9-12 48-49,76-77: 2x4 SPF No.2 REACTIONS. All bearings 46-0-8. (lb) - Max Horz 47=137(LC 14) Max Uplift All uplift 100 Ib or less at joirl(s) 13 except 41=-365(LC 14), 33=-275(LC 14), 28=-323(LC 11), 19=-380(LC 11), 47=-195(LC 10), 12=-153(LC 11) Max Grav All reactions 250 Ib or less atjoint(s) 29, 30, 31, 32, 34, 35, 37, 38, 39, 40, 42, 43, 44, 45, 46, 27, 26, 25, 23, 22, 21, 20, 18, 17, 16, 15, 14, 13 except 41=845(LC 21), 33=692(LC 21), 28=941(LC 22), 19=974(LC 22), 47=487(LC 21), 12=41O(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-238/346, 5-6=-140/279, 6-7=-124/334, 7-8=-124/288, 2-47=-377/569, 11-12=-252/380 BOT CHORD 46-47=-314/286, 45-46=-3141286, 44-45=-314/286, 43-44=-314/286, 42-43=-314/286, 41 -42= -3141286,32 -33=-134/258,31-32=-134/258,30-31=-134/258,29-30=-134/258, 28-29=-134/258, 27-28=-57/256, 26-27=-57/256, 25-26=-57/256, 23-25=-57/256, 22-23=-57/256, 21-22=-57/256, 20-21=-57/256, 19-20=-57/256 WEBS 3-41=-541/580, 5-41=-505/340, 5-33=-225/290, 6-33=-543/382, 7-28=-569/464, 8-28=4251404, 8-19=-577/289, 9-19=-511/625 k90 LIC NOTES- TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; O •• M. K •.sF 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; MWFRS (envelope) and C -C Comer(3) -1-0-0 to 3-7-4, Exterior(2) 3-7-4 to 25-9-0, Comer(3) 25-9-0 to 30-4-4, Exterior(2) 30-4-4 to 45-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for U reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 46 340 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=1.10 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 A'_ E non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. ce tie k On 01`110 7) Gable requires continuous bottom Chord bearing. AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10Po3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei h s CA 956110 Job Truss Truss Type Qty Ply 715C CUSTOM 855573895 5292 QUAIL B1 GABLE 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:47 2018 Page 2 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-IRwXVR18FNBomKUGgOypMLQAOBtisip3WGNINlyaSx6 NOTES - 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 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 = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13 except Qt=1b) 41=365, 33=275, 28=323, 19=380, 47=195,12=153. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB49 and BC31 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts, CA 95610 Job Truss Truss Type Qty Ply 115C CUSTOM 45-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for 9-4-10 =00 10-0-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 855573896 5292—QUAIL B2 Common 5 1 PID 0 LICF, 5) All plates are MT20 plates unless otherwise indicated. �e s�O LOADING (psf) SPACING- 2-0-0 7) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle wide Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:48 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-mdUvinJmOhJfNT3SE6T2vZzJka4ib2SDIv7JvlyaSx5 --0. 6-7- 13-0-4 9-4-10 -9- -5-0 -8 4 - 1-0- 6-7-14 6-4-6 6-4-6 6-8-0-11-8 Scale = 1:83.4 6x6 = 4.00 F2 19 18 26 27 17 16 28 46 = 6x6 = 4x6 = 15 14 " 30 13 48 = 6x8 = 4x6 = 12 10x10 MT20HS = V A REACTIONS. (Ib/size) 19=2383/0-5-8, 12=2282/Mechanical Max Horz 19=136(LC 18) Max Uplift 19=-592(LC 10), 12=-488(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1001/395, 3-5=-4220/1547, 5-6=-3698/1457, 6-7=-2943/1282, 7-8=-2950/1276, 8-9=-3048/1217, 2-19=-722/486, 11-12=-299/224 BOT CHORD 18-19=-1511/3849, 16-18=-1487/3931, 15-16=-1249/3428, 13-15=-1078/2949, 12-13=-1009/2592 WEBS 3-18=0/290, 5-16=-658/328, 6-16=-125/611, 6-15=-1292/476, 7-15=-420/1267, 8-15=-643/262, 8-13=-349/175, 9-13=-12/593, 3-19=-3370/1187, 9-12=-3111/1155 NOTES - 9-4-10 i 9-4-10 36-7-14 � 46A-8 45-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for 9-4-10 =00 10-0-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 10-10.14 9-4-10 Plate Offsets (X,Y)— [2:0-5-4,0-4-121, [2:0-0-15,0-2-121 f3:0-2-0,0-2-41 [7:0-3-0,0-4-01,[9:0-2-0 0-2-41 PID 0 LICF, 5) All plates are MT20 plates unless otherwise indicated. �e s�O LOADING (psf) SPACING- 2-0-0 7) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle wide CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL1.1 5 TC 0.82 Vert(LL) -0.27 13-15 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.48 16-18 >999 240 MT20HS 139/108 TCDL 1 10.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.15 12 n/a n/a BCLL 0.0 Code IRC2015rrP12014 Matrix -R Wind(LL) 0.20 16-18 >999 240 Weight: 269 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. 3-18,5-18,9-13,3-19,11-12: 2x4 HF Stud, 2-19: 2x6 SPF 1650F 1.5E WEBS 1 Row at micipl 5-16, 6-15, 8-15, 8-13 2 Rows at 1/3 pts 3-19,9-12 REACTIONS. (Ib/size) 19=2383/0-5-8, 12=2282/Mechanical Max Horz 19=136(LC 18) Max Uplift 19=-592(LC 10), 12=-488(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1001/395, 3-5=-4220/1547, 5-6=-3698/1457, 6-7=-2943/1282, 7-8=-2950/1276, 8-9=-3048/1217, 2-19=-722/486, 11-12=-299/224 BOT CHORD 18-19=-1511/3849, 16-18=-1487/3931, 15-16=-1249/3428, 13-15=-1078/2949, 12-13=-1009/2592 WEBS 3-18=0/290, 5-16=-658/328, 6-16=-125/611, 6-15=-1292/476, 7-15=-420/1267, 8-15=-643/262, 8-13=-349/175, 9-13=-12/593, 3-19=-3370/1187, 9-12=-3111/1155 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 3-7-4, Interior(1) 3-7-4 to 25-9-0, Exterior(2) 25-9-0 to 30-4-4, Interior(1) 30-4-4 to 45-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; 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=1.10 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. PID 0 LICF, 5) All plates are MT20 plates unless otherwise indicated. �e s�O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' in 3-6-0 tall by 2-0-0 �Q� ••••M K0••• 7) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. : �Q 8) Refer to girder(s) for truss to truss connections. 46340 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 19=592,112=488. '/ONZ September 24,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 70/032075 BEFORE USE. Design valid for use only with MUek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �x a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 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 e' CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM 4--7--1122 5112 646--01--8290 8 Plate Offsets (X Y)— [4:0-2-7,0-2-01, f4:0-1-11,0-0-91, (4:0-8-11,0-0-01, 855573897 5292_QUAIL B3 GABLE 1 q in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 J Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:53 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-7alolUNvgDyyUFyQ1f3DccgHJbgTGJkyuBq4byyaSxO 1 44 I 4-4 + 148 19-11-4 259 I 45 -7-t2 4- 1-8 5-9-12 9-2 il Scale = 1:84.5 4.00 12 6x6 = 22 3x6 II 21 3x6 10x10 MT20HS 11 12x14 = 3x6 II II 20 3x6 II 19 18 3x6 II 8x12 WB 3x6 11 5x10 = 3x6 II 17 56 16 6x8 = 5x8 = 5715 14 6x10 = 4x6 = 0 "5 13 12 4x8 = 5x6 II FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-12623/2818, 1-2=-12309/2622, 2-3=-12310/2622, 3-4=-22914/4751, 4 -5= -19566/4069,5 -6=-14517/3079,6-7=-9724/2130,7-8=-9741/2126,8-9=-9072/1949, 9-11=-6963/1464,11-12=-5094/1122 BOT CHORD 21-22=-168/752, 20-21=-4550/21914, 19-20=-4548/21916, 17-19=-4251/20880, 16-17=-2705/13634, 14-16=-1735/8530, 13-14=-1381/6504,12-13=-159/515 WEBS 1 -21= -3365/15655,2 -21=-2417/663,3-21=-12987/2693,3-00=-609/337,19-40=-694/346, 19 -23= -93/550,5 -23=-93/550,5-17=-10123/2151,6-17=-1415/7097,6-16=-7643/1661, 7 -16= -1126/5518,8 -16=-462/1341,8-14=-1476/391,9-14=-501/2607,9-13=-2675/663, 11-13=-1332/6524,4-23=-3194/676 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: ND O L/�' Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. VO'••a•pJ1. K2/� ••• s�O Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. : O 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 �Q �i� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. U 46340 � 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; Enclosed; • MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 • : l 4) 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 ANSIfTPI 1. 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.10 • .•••• G�� 6) Unbalanced snow loads have been considered for this design. /ONAk- EN 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. September 24,2018 9) All plates are 2x4 MT20 unless otherwise indicated. p A WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heiahts. CA 95610 418 -4 39-1-0 4--7--1122 5112 646--01--8290 8 Plate Offsets (X Y)— [4:0-2-7,0-2-01, f4:0-1-11,0-0-91, (4:0-8-11,0-0-01, f6:0-4-0,0-4-81, [13:0-3-8,0-2-01, [16:0-3-0,0-2-81, [17:0.3-0.0-2-81, [21:0-7-0,0-6-81, f23:0-2-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.31 17-19 >999 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.51 17-19 >999 240 MT20HS 110/93 TCLL 10.0 ' Rep Stress Incr NO WB 0.85 Horz(CT) 0.09 12 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -R Wind(LL) 0.22 17-19 >999 240 Weight: 1189 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-22,11-12: 2x8 SPF 1950F 1.7E, 1-21: 2x4 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 1, 40 3-21,5-17,6-17,6-16,7-16,8-16,9-14: 2x4 SPF No.2 5-19: 2x10 DF 195OF 1.7E, 4-23: 2x6 SPF 1650F 1.5E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 22=13242/0-5-8, 12=5338/Mechanical Max Horz 22=-146(LC 8) Max Uplift 22=-2933(LC 6), 12=-1128(LC 7) Max Gram 22=13242(LC 1), 12=5342(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-12623/2818, 1-2=-12309/2622, 2-3=-12310/2622, 3-4=-22914/4751, 4 -5= -19566/4069,5 -6=-14517/3079,6-7=-9724/2130,7-8=-9741/2126,8-9=-9072/1949, 9-11=-6963/1464,11-12=-5094/1122 BOT CHORD 21-22=-168/752, 20-21=-4550/21914, 19-20=-4548/21916, 17-19=-4251/20880, 16-17=-2705/13634, 14-16=-1735/8530, 13-14=-1381/6504,12-13=-159/515 WEBS 1 -21= -3365/15655,2 -21=-2417/663,3-21=-12987/2693,3-00=-609/337,19-40=-694/346, 19 -23= -93/550,5 -23=-93/550,5-17=-10123/2151,6-17=-1415/7097,6-16=-7643/1661, 7 -16= -1126/5518,8 -16=-462/1341,8-14=-1476/391,9-14=-501/2607,9-13=-2675/663, 11-13=-1332/6524,4-23=-3194/676 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: ND O L/�' Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. VO'••a•pJ1. K2/� ••• s�O Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. : O 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 �Q �i� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. U 46340 � 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; Enclosed; • MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 • : l 4) 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 ANSIfTPI 1. 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.10 • .•••• G�� 6) Unbalanced snow loads have been considered for this design. /ONAk- EN 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. September 24,2018 9) All plates are 2x4 MT20 unless otherwise indicated. p A WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM 855573897 5292—QUAIL B3 GABLE 1 q J Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:53 2018 Page 2 ID:SldhdeW CMVV2XtWOtr6eK2y42vJ-7alolUNvgDyyUFyQlf3DcogHJbgTGJkyuBg4byyaSxO NOTES - 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' 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. 13) Refer to girder(s) for truss to truss connections. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 22=2933, 12=1128. 15) Graphical pudin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1035 Ib down and 283 Ib up at 0-3-10, 1015 Ib down and 286 ib up at 2-0-12, 1015 Ib down and 286 Ib up at 4-0-12, 1015 Ib down and 286 Ib up at 6-0-12, 1015 Ib down and 286 Ib up at 8-0-12, 934 Ib down and 218 Ib up at 10-0-12, and 934 Ib down and 218 Ib up at 12-0-12, and 7437 Ib down and 1525 Ib up at 14-1-8 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 -1.16, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-7=-80, 7-11=-80, 12-22=-20 Concentrated Loads (lb) Vert: 1=-1019 5=-7377(8) 46=-973 47=-973 48=-973 49=-973 50=-874(B) 51=-874(8) A WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 10A772015 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 applicebilhy 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 iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH 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 Heititits. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 855573898 5292 QUAIL 84 Roof Special 2 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:54 2018 Page 1 ID:SldhdeW CMVl2XfWOtr6eK2y42vJ-bnsAzgNXbX4p6OWcaMaS9gDIN?6m?nx57rad70yaSx? 5-_'_1' - - 186-11 5-0-5 - -8 5-10-12 5-7-4 0-7- 6-5-11 6-5-11 6-9-3 4.00 12 4x12 = 3x4 11 3 4 13 12 3x4 II 5x10 = OHS J 11 9 3x9 — 3x4 = 10x10 MT20HS 5-10-12 12-1-0 18.6-11 25-0-5 31-9-B I 5-10.12 6-2-4 6-5-11 6-5-11 6-9-3 Scale: 3/16"=1' rA rA 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 1.00 Vert(LL) -0.16 14-15 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.29 14-15 >999 240 MT20HS 139/108 TCDL 10.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.10 9 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -IR Wind(LL) 0.12 14-15 >999 240 Weight: 161 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 12-14,5-12,6-12: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 16=1575/Mechanical, 9=1575/Mechanical Max Horz 16=-189(LC 10) Max Uplift 16=309(LC 10), 9=-367(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2429/912, 2-3=-2388/975, 3-4=-2440/1039, 4-5=-2575/1040, 5-6=-1842/820, 6-8=-1794/715, 1-16=-1507/622,8-9=-1501/618 BOT CHORD 14-15=-735/2234, 4-14=-391/223, 11-12=-603/1626 WEBS 2-15=-413/262,2-14=-304/177,3-14=-453/1305,12-14=-70112034, 5-14=-191/793, 5-12=-1078/457,6-11=-586/325,1-15=-704/2088,8-11=-548/1676 Structural wood sheathing directly applied or 2-11-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-10-2 oc bracing. 1 Row at midpt 5-12 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-3-14, Interior(1) 3-3-14 to 11-6-0, Exterior(2) 11-6-0 to 14-8-2, Interior(1) 14-8-2 to 31-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 16=309.9=367. r�P " 46340 NAI. September 24,2018 AWARNING -Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Heitilds. CA 95610 Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:55 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-3zPYAA09MrCgjY5o845hh11hAPbxkQaFMVJAfryaSx_ 1-0-0 10-0-0 20-0-0 21.0-0 1 1-0-0 10-0-0 10-0-0 1-0-0 Scale = 1:35.3 4x6 = 10 11 3x6 11 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 II 3x4 = Plate LOADING (psf) Truss Type Qty Ply 715C CUSTOM TJob ]Truss TCLL 30.0 Plate Grip DOL 1.15 855573899 5292_QUAIL C1 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 18 n/r 120 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:55 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-3zPYAA09MrCgjY5o845hh11hAPbxkQaFMVJAfryaSx_ 1-0-0 10-0-0 20-0-0 21.0-0 1 1-0-0 10-0-0 10-0-0 1-0-0 Scale = 1:35.3 4x6 = 10 11 3x6 11 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 II 3x4 = Plate 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 18 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 18 n/a n/a BCLL 0.0 Code IRC2015rrPI2014 Matrix -R Weight: 88 lb FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 1-7-7, Right 2x6 SPF 1650F 1.5E 1-7-7 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-67(LC 15) Max Uplift All uplift 100 Ib or less at joints) 2, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18 Max Gray All reactions 250 Ib or less at joint(s) 2, 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) -1-0-0 to 2-0-0, Exterlor(2) 2-0-0 to 10-0-0, Comer(3) 10-0-0 to 13-0-0, Exterior(2) 13-0-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1.10 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, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 18. 6,�t,PDOLIC4 von .a M. K0 a..00 ZP 2�n z� 46340 �z L September 24,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7413 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM II 4-11-2 I x II 855573900 5292 -QUAIL C2 GABLE 1 3 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.85 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:58 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-TY5hoBQlfmaEaOgNpCfOJgN7pcZuxblh2TYgF9yaSwx 10-0-0 14-11-2_Q 5-0-14 4-11-2 4-11-2 5-0.14 Scale = 1:35.9 2x4 11 2x4 11 5x8 = 2.4 11 8x8 = 3x9 = 2x4 I 2x4 11 2x4 I 5x8 = 2x4 II 4 2 2 3X6 s-0.14 10-0-0 1) 3 -ply truss to be connected together with I Old (0.131'x3") nails as follows: 7_1 F1 2 II II 4-11-2 I x II 2x4 I 2x4 LOADING (psf) 2x4 I I CSI. II a a..a II a z,.a II nva II 7 10 10x10 MT20HS 11 4x12 = 3x6 I I 3x8 11 8x12 = 6 10x10 MT20HS 11 NOTES - s-0.14 10-0-0 1) 3 -ply truss to be connected together with I Old (0.131'x3") nails as follows: 14-11-2 20-0-0 5-0.14 4-11-2 4-11-2 5-0.14 Plate Offsets (X Y)-- [t:Edge 0-2-41 [2:0-4-0,0-4-81, 15:Edge 0-2-41 [7:0-5-8,0-6-01, [9:0-5-0.0-2-01 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 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 0.85 Vert(LL) -0.12 8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.19 8 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.02 6 n/a n/a 10=1076.6=1122. BCLL 0.0 Code IRC2015rrP12014 Matrix -R Wind(LL) 0.09 8 >999 240 Weight: 376 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 10=3563/0-5-8, 6=3671/0-5-8 Max Horz 10=-104(LC 6) Max Uplift 10=-1076(LC 4), 6=-1122(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-3242/1011, 1I-2=-6707/2000,2-3=:-6707/2000, 3-4=-6533/1926, 4-5=-6533/1926, 5-6=-3367/1064 BOT CHORD 9-10=-258/587, 8-9=-2617/8884, 7-8=-2617/8884, 6-7=-186/531 WEBS 1-9=-1945/6590, 2-9=-1843/671, 3-9=-2345/650, 3-8=-11/280, 3-7=-2532/725, 4-7=-1701/612, 5-7=-1893/6464 NOTES - 1) 3 -ply truss to be connected together with I Old (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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=152mph (3 -second gust) Vasd=120mph; 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 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ND O LIG Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: 7-10; Pf=30.0 Category ll; Exp C; Fully Exp.; Ct=1.10e�M, OQ F/JJ ...i$'�O ASCE psf (flat roof snow); Kp 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc.46340 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. �� c 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except @=1b) 10=1076.6=1122. ....e' 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. M- September 24,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE )61.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 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, D59-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 108 Citrus Heiahts. CA 95610 Job TrussTruss Type Qty Ply 715C CUSTOM 855573900 5292 QUAIL C2 GABLE 1 q 3 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:58 2018 Page 2 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-TY5hoBQlfmaEaOgNpCfOJgN?pcZuxblh2TYgF9yaSwx NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 698 Ib down and 260 Ib up at 1-11-4, 698 Ib down and 260 Ib up at 3-11-4, 577 Ib down and 208 Ib up at 5-11-4, 477 Ib down and 153 Ib up at 7-11-4, 477 Ib dawn and 153 Ib up at 9-11-4, 477 Ib down and 153 Ib up at 11-11-4, 577 Ib down and 208 Ib up at 13-11-4, 577 Ib down and 208 Ib up at 15-11-4, and 577 Ib down and 208 Ib up at 17-11-4, and 317 Ib down and 141 Ib up at 19-10-4 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: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 5=-308 3=-457 29=-678 30=-678 31=-557 32=457 33=457 34=-557 35=-557 36=-557 ,& 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 ANSIfTPII 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 715C CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 855573901 5292_QUAIL D1 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 18 n/r 120 TCDL Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:22:59 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-ykf3OXRfQ3i5CAPaNvAdstwMAOztgEZgG710ncyaSww 1 -J1--0_I F 20to-0-0 20-0-1 10-0-0 10-0-0 Scale = 1:35.3 4x6 = 10 11 34 II 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 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 0.10 Vert(LL) 0.00 18 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 18 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -R Weight: 88 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 pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 1-7-7, Right 2x6 SPF 165OF 1.5E 1-7-7 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-67(LC 19) Max Uplift All uplift 100 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18 Max Grav All reactions 250 Ib or less at joint(s) 2, 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-0-0, Comer(3) 10-0-0 to 13-0-0, Exterior(2) 13-0-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 11; Exp C; Fully Exp.; C1=1.10 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, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 21, 20, 18. ,PDO LIc KO,y�%SFO i ZP 2/� : 46340 September 24,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10M3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPI1 Quality Criteria, OSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CitrusHeiahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) plata Grip DOL 1.15 855573902 5292 QUAIL D2 Common 5 1 Verl(CT) -0.30 2-10 >799 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.05 8 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:00 2018 Page 1 W ID:SldhdeCMW2XfWOtr6eK2y42vJ-QxDRDtSIBNgygJ_mxdhsO5TRSQ7aPdY VnlxK2yaSwv -1-0-0 + 5-1-12 10-0-0 14-10-4 I 20-0-0 2�1-0-0 r 1-0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0 0 N 4 Scale = 1:35.3 5x8 = 5x10 = 10-0-0 10-0-0 Plate Offsets (X Y)- f2:0-6-5 Edgel, f8:0-6-5,Edgel, f 10:0-5-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) plata Grip DOL 1.15 TC 0.45 Vert(LL) -0.14 2-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Verl(CT) -0.30 2-10 >799 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -R Wind(LL) 0.06 10 >999 240 Weight: 75 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-8-2, Right 2x6 SPF 1650F 1.5E 2-8-2 REACTIONS. (Ib/size) 2=1080/0-5-8, 8=1080/0-5-8 Max Horz 2=-67(LC 19) Max Uplift 2=-282(LC 10), 8=-282(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1888/750, 4-5=-1494/602, 5-6=-1494/602, 6-8=-1888/750 BOT CHORD 2-10=-626/1661, 8-10=-612/1661 WEBS 5-10=-53/458, 6-10=-435/245, 4-10=-435/245 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ND O LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) SCR �,•,•,• F/jj 2=282,8=282. �O:.O•M. Kp,�.•`rF� 46340 �i I r/ONA\-E� September 24,2018 / WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED M/TEK REFERENCE PAGE 8111.7473 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, 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 passible 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 Heiahts.A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM to 16-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. 855573903 5292—QUAIL D3 Common Structural Gable 1 1 -0.06 7-8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(CT) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:01 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-u7npRDTwyhypRTZyVKC5xl7XcgZf83k7kRnVsUyaSwu r -1-a07-11-0 15-10-0 16-1 a0 1-0 0 1 7-11-0 7-11-0 1-0-0� 6x6 = A nn 8 606 II 4x6 11 3x9 = Scale = 1:36.2 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [3:0-3-0,0-4-8], [4:0-3-0,0-2-0], [6:Edge,0-3-8], [11:0-1-12,0-1-0], [14:0-1-12,0-1-0], [17:0-1-12,0-1-0], [26:0-1-12,0-1-0], [29:0-1-12,0-1-0], [32:0-1-12,0-1-0] LOADING (psf) 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.06 7-8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.12 7-8 >999 240 studs spaced at oc. BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.00 6 n/a n/a will fit between the bottom chord and any other members. BCDL 10.0 Code IRC2015/TP12014 Matrix -R Wind(LL) -0.01 7-8 >999 240 Weight: 124 Ib FT = 20 LUMBER- BRACING - September 24,2018 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 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7,4-7: 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 8=869/0-5-8,6=869/0-5-8 Max Horz 8=-121(LC 12) Max Uplift 8=-250(LC 10), 6=-250(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-757/365,3-4=-757/365,2-8=-791/524,4-6=-791/524 BOT CHORD 7-8=-212/299 WEBS 3-7=-271/248, 2-7=-277/593, 4-7=-280/593 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.10 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 ND 0 (-1CFjlj non -concurrent with other live loads. indicated. ���•••���• 6) All plates are 2x4 MT20 unless otherwise 7) Gable 1-4-0 • �s �& •. M KO k 2/2• Q studs spaced at oc. • Q P 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Ji 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 :CJ 46340 will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (A=lb) 8=250,6=250. 0 ��1C /ONAI-EN September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/F7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and 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 Helahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 855573904 5292—QUAIL D4 Common 1 1 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 2-10 >999 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:02 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-MJKCeZUYj_4g3d8822jKiWYrFEuntY3Hz5W20xyaSwt 4-1-4 j 7-11-0 11-8-12 15-10-0 16_10=0 1-0-0 4-1-4 3-9-12 3-9-12 4-1-4 1-0-0 Scale = 1:28.6 5x6 = 3x9 11 3x9 11 10 3x9 = 0 d d Plate Offsets (X Y)— f2:0-6-5,Edgel f8:0-6-5,Edgel NOTES - 1) Wind: ASCE 7-10; Vutt=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 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 0.24 Vert(LL) -0.05 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.10 2-10 >916 240 s" 46340 `r: TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 8 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Wlnd(LL) 0.00 2-10 >999 240 Weight: 60 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. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 2-1-9, Right 2x6 SPF 165OF 1.5E 2-1-9 REACTIONS. All bearings 15-10-0. (lb) - Max Horz 2=54(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-137(LC 10), 8=-141(LC 11), 10=-200(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=438(LC 21), 8=438(LC 22), 8=408(LC 1), 10=926(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-4=-435/158, 6-8=-434/162 BOT CHORD 2-10=-100/355, 8-10=-84/355 WEBS 5-10=-405/267, 6-10=-491/288, 4-10=-491/288 NOTES - 1) Wind: ASCE 7-10; Vutt=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; 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=1.10 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 LIC will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint 2, 141 Ib uplift at �NOO �� •�'•0•0.'� • M K� •� s�O joint 8 and 200 Ib uplift at joint 10. V� �• tij •• Q _0: s" 46340 `r: A_V September 24,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10103/2018 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 iVliTek� 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM SLIDER Left 2x6 SPF 165OF 1.5E 2-1-9, Right 2x6 SPF 1650F 1.5E 2-1-9 15-10-0 7-11-0 Plate Offsets (X Y)-- 12:0-6-5,Edge1 18:0-6 5 Edael Max Horz 2=54(LC 14) 855573905 5292_OUAIL D5 Common 2 1 CSI. DEFL. in (loc) I/deft Ud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:03 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-gWuasvUATICXhniLclEZOjS adDhcleQBIGbwNyaSws -1-0.0 ( 4-1-4 1 7-11-0 11-8-12 15-10.0 16� 10-0 1-0-0 4-1-4 3-9-12 3-9-12 4-1-4 7-0.0 Scale = 1:28.6 5x6 = 08 II 3xg = 48 11 1 7-11-0 7-11-0 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-1-9, Right 2x6 SPF 1650F 1.5E 2-1-9 15-10-0 7-11-0 Plate Offsets (X Y)-- 12:0-6-5,Edge1 18:0-6 5 Edael Max Horz 2=54(LC 14) Max Uplift 2=-237(LC 10), 8=-237(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.13 2-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 8 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Wind(LL) 0.04 10 >999 240 Weight: 60 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-1-9, Right 2x6 SPF 1650F 1.5E 2-1-9 REACTIONS. (Ib/size) 2=872/0-5-8,8=872/0-5-8 Max Horz 2=54(LC 14) Max Uplift 2=-237(LC 10), 8=-237(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=1404/594, 4-5=-1136/491, 5-6=-1136/491, 6-8=-1404/594 BOT CHORD 2-10=487/1213, 8-10=476/1213 WEBS 5-10=-31/336, 6-10=-273/182, 4-10=-273/182 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Extedor(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. NID O LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 Ib uplift at joint 2 and 237 Ib uplift at �0�•�,,.,,�� F/jjs joint 8. v0� O M. K0 �c�O 46340 _IX: •• a. September 24,2018 AWARN/NG . Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 mv. 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 W1 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, DSB49 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 Heiatits. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. WEBS 2x4 HF Stud 855573906 5292 QUAIL D6 Common 4 1 Max Uplift 1=-174(LC 10), 7=-174(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-14251635,3-4=-1150/518,4-5=-11501518,5-7=-1425/635 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 4-1-4 3-9-12 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:04 2018 Page 1 ID:SidhdeW CMW2XfWOtr6eK2y42vJ-IiSy3FVoEcKOIxHXATmoZxdAhIZwLUsaQP?9TpyaSwr 5x6 = 3-9-12 4-1-4 Scale = 1:26.1 4.8 II 3x9 = 4x8 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.31 BC 0.49 WB 0.12 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.06 7-8 >999 360 Vert(CT) -0.13 1-8 >999 240 Horz(CT) 0.03 7 n/a n/a Wlnd(LL) 0.04 8 >999 240 PLATES GRIP MT20 185/144 - Weight: 58 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 2-1-9, Right 2x6 SPF 1650F 1.5112-1-9 REACTIONS. (Ib/size) 1=792/0-5-8, 7=792/0-5-8 Max Horz 1=-58(LC 19) Max Uplift 1=-174(LC 10), 7=-174(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-14251635,3-4=-1150/518,4-5=-11501518,5-7=-1425/635 BOT CHORD 1-8=-490/1237, 7-8=-493/1237 WEBS 4-8=-53/339,5-8=-282/1l85, 3-8=-282/185 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 15-10-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 1 and 174 Ib uplift at joint 7. C/C��s ���k90 c1�; M' KO FO r-: 46340 J /01rA'l- September 24,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KI -7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing 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-99 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 CitrusHeiahts. CA 95610 Job Truss Truss Type City Ply 715C CUSTOM LUMBER- BRACING - TOP CHORD 855573907 5292_QUAIL D7 Flat Girder 1 q Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 4) TCLL: ASCE 7-10; Pf=30.0 sf flat roof snow); Category ll; Ex C; Full Ex Ct=1.10 P( ) 9 ry P Y P•. ••��������••• O• M. KO • F J Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:05 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-muOKGbWQ?vSFw5sjkAH158AMYRwt4m?jf3li?FyaSwq 4-7-127-11-0 11-2-4 15-10-0 4-7-12 3-3-4 3-3-4 4-7-12 Scale = 1:26.4 4x6 11 6x10 = 5x8 = 4x6 II 10 Sx12 = 3x9 II 10x10 = 6 8x12 = 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 IRC2015/TP12014 CSI. TC 0.24 BC 0.44 WB 0.83 Matrix -S DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.11 7-8 >999 360 -0.19 7-8 >996 240 0.04 6 n/a n/a 0.08 8 >999 240 PLATES GRIP MT20 137/130 Weight: 348 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 1-1/2" x 7-1/4" VERSA -LAMS 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 4) TCLL: ASCE 7-10; Pf=30.0 sf flat roof snow); Category ll; Ex C; Full Ex Ct=1.10 P( ) 9 ry P Y P•. ••��������••• O• M. KO • F 5) Provide adequate drainage to prevent water ponding. 1-10,5-6: 2x6 SPF 1650F 1.5E, 2-10,4-6: 2x4 SPF No.2 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 2-9,4-7: 2x10 DF 1950F 1.7E will fit between the bottom chord and any other members. • REACTIONS. (ib/size) 10=9650/0-5-8,6=11634/0-5-8 uplift at joint 6. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Max Horz 10=141(LC 23) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2262 Ib down and 508 Ib up at �•�• �\ 2-0-12, 2262 Ib down and 508 Ib up at 4-0-12, 2262 Ib down and 508 Ib up at 6-0-12, 2262 lb down and 508 Ib up at 8-0-12, 2262 Max Uplift 10=-2170(LC 4), 6=-2646(LC 5) Ib down and 508 Ib up at 10-0-12, 5322 Ib down and 1148 Ib up at 11-2-4, and 1555 Ib down and 387 Ib up at 13-0-12, and 1560 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. $e tember 24,2018 P others. TOP CHORD 1-10=-368/122, 1-2=-536/162, 2-3=-13093/2943, 3-4=-15204/3409, 4-5=-589/176, 5-6=-429/135 BOT CHORD 9-10=-3001/13093, 8-9=-3795/16740, 7-8=-3795/16740, 6-7=-3435/15204 WEBS 2-10=-14663/3291, 2-9=-1602/7535, 3-9=-4703/1065, 3-8=-784/3744, 3-7=-1981/464, 4-7=-1899/8893,4-6=-17065/3817 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-4-0 oc, Except member 4-7 2x10 - 4 rows staggered at 0-5-0 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=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; PD0 L/0 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 sf flat roof snow); Category ll; Ex C; Full Ex Ct=1.10 P( ) 9 ry P Y P•. ••��������••• O• M. KO • F 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide : U 46340 will fit between the bottom chord and any other members. • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2170 Ib uplift at joint 10 and 2646 Ib uplift at joint 6. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. • 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2262 Ib down and 508 Ib up at �•�• �\ 2-0-12, 2262 Ib down and 508 Ib up at 4-0-12, 2262 Ib down and 508 Ib up at 6-0-12, 2262 lb down and 508 Ib up at 8-0-12, 2262 S/0NA"EN Ib down and 508 Ib up at 10-0-12, 5322 Ib down and 1148 Ib up at 11-2-4, and 1555 Ib down and 387 Ib up at 13-0-12, and 1560 Ib down and 383 Ib up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of $e tember 24,2018 P others. LO�D CASES) Standard, WARSE -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 10Po3/2015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus i hts CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM 855573907 5292—QUAIL D7 Flat Girder 1 q J Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:06 2018 Page 2 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-E4aiUwX2mDb6YERwliuoGeMjXlrG6pDFstjUGXiyaSwp 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: 8= -2262(B)7= -5322(B)11= -2262(B)12= -2262(6)13= -2262(B)14= -2262(6)15=-1555(B)16=-1560(8) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is be sed 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 pare meters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 855573908 5292—QUAIL Et Common Supported Gable 1 1 TC 0.10 Vert(LL) 0.00 16 n/r 120 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:07 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-jH85hGXhXXjz9006rbJVAZFk8FigYseO6NEp38yaSwo -1-0-0 9-8-12 1 19-5-8 20-5-8 1-0-0 9-8-12 9-8-12 1-0-0 Scale = 1:34.4 4x6 = 3x9 II 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x9 II 3x4 = Plate Offsets (X Y)-- f2:0-3-8 Edgel f3:0-1-100-2-41, [15:0-1-10.0-2-41, fl 6:0-3-8Edgel 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 16 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 16 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Weight: 86 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 20 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 1-8-15, Right 2x6 SPF 1650F 1.5E 1-8-15 REACTIONS. All bearings 19-5-8. (lb) - Max Horz 2=65(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 2, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 19, 18, 16 Max Grav All reactions 250 Ib or less at joint(s) 2, 25, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 19, 18, 16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Corri -1-0-0 to 1-8-12, Extedor(2) 1-8-12 to 9-8-12, Comer(3) 9-8-12 to 12-8-12, Exterior(2) 12-8-12 to 20-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 11; Exp C; Fully Exp.; Ct=1.10 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, 26, 27, 28, 29 30, 31, 24, 23, 22, 21, 19, 18, 16. D�PDO �, e e. s 46340 N September 24,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MP7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109Citrus Heiahts. A 95610 Job Truss Truss Type City Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 855573909 5292_OUAIL E2 Common 5 1 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.27 8-10 >862 240 TCDL10.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:08 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-BTiTvcYJlgrgnYblPlgkjnoqges5HGx9LlzMcayaSwn -1-0.0 1-0 5.0.2 1905-8 210-0-508 -0 5-0.2 49 4410 2 Scale = 1:34.4 5x8 = 9-8-12 19-5-8 9-8-12 9-8-12 Plate Offsets (X,Y) - I2:0-6-5 Edael, f8:0-6-5 Edgel [10:0-",0-3-01 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 0.44 Vert(LL) -0.13 8-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.27 8-10 >862 240 TCDL10.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC20151TPI2014 Matrix -R Wind(LL) 0.06 10 >999 240 Weight: 74 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-7-4, Right 2x6 SPF 165OF 1.5E 2-7-4 REACTIONS. (ib/size) 2=1053/0-4-8, 8=1053/0-5-8 Max Horz 2=65(LC 14) Max Uplift 2=-276(LC 10), 8=-276(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1824/728, 4-5--1447/586, 5-6=-1447/586, 6-8=-1824/728 BOT CHORD 2-10=-606/1602, 8-10=-593/1602 WEBS 5-10=-50/442, 6-10=-413/236, 4-10=-413/236 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-8-12, Exterior(2) 9-8-12 to 12-8-12, Interior(1) 12-8-12 to 20-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Oat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 Oat 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. 0 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) ••2=276, 8=276. KO•eO r.4 340 ms's 0NAli September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI.7473 rev. 1010312016 BEFORE USE. wt Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 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 Heiphts, CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LUMBER- BRACING - reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TOP CHORD 2x4 SPF No.2 TOP CHORD 855573910 5292—QUAIL E3 COMMON 1 1 SLIDER Left 2x6 SPF 1650F 1.5E 2-6-9, Right 2x6 SPF 165OF 1.5E 2-7-4 6) Refer to girder(s) for truss to truss connections. REACTIONS. (Ib/size) 1=954/Mechanical, 7=954/0-5-8 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:11 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-b2NbXebBbIDOeOKt4RORLPQJVsuuUcgcl?C1CvyaSwk l 4-9-14 9-4-4 } 4 1 14-0-19-1-0 4-9-14 4-6-6 4-8-10 5-0-2 Scale = 1:31.7 L: 5x8 = 5x10 = �6 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 IRC2015ITP12014 CSI. TC 0.53 BC 0.72 WB 0.24 Matrix -R DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.13 7-8 >999 360 -0.28 7-8 >823 240 0.05 7 n/a n/a 0.05 8 >999 240 PLATES GRIP MT20 185/144 Weight: 70 Ib FT = 20 LUMBER- BRACING - reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 2x4 HF Stud 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 SLIDER Left 2x6 SPF 1650F 1.5E 2-6-9, Right 2x6 SPF 165OF 1.5E 2-7-4 6) Refer to girder(s) for truss to truss connections. REACTIONS. (Ib/size) 1=954/Mechanical, 7=954/0-5-8 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) NDpLl Max Horz 1=-69(LC 15) 'p � �•�n d Max Uplift 1=-208(LC 10), 7=-211(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. xz TOP CHORD 1-3=-17131715,3-4=-1400/591, 4-5=-1419/589, 5-7=-1797/748 BOT CHORD 1-8=-547/1485, 7-8=-593/1582 WEBS 3-8=-327/200, 4-8=-60/421, 5-8=-412/242 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-44, Exterior(2) 9-4-4 to 12-44, Interior(1) 12-4-4 to 19-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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 1001b uplift at joint(s) except Qt=1b) NDpLl 1=208,7=211. 'p � �•�n d O xz September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/07/2015 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 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 ANSVTPI1 Quality Criteria, DS849 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 Helahts. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 855573911 5292 QUAIL E4 Common 1 1 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.28 7-8 >823 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:13 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-XRVMyKcR7NT6tJTGCsQvQgVe?faMyWAuUlh7HoyaSwi 1 4-9-149-4-4 F 14-0-14 19-1-0 4-9-14 4-6-6 4-8-10 5-0-2 Scale = 1:31.7 9v 1 5x8 = 5x10 = I6 9-4-4 19-1-0 9-4-4 9-8-12 Plate Offsets (X Y)-- 17:0-6-5,Edgel, [8:0-5-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.13 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.28 7-8 >823 240 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 7 n/a n/a BCLL 0.0 Code IRC2015ITP12014 Matrix -R Wind(LL) 0.05 8 >999 240 Weight: 70 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 2-6-9, Right 2x6 SPF 1650F 1.5E 2-74 REACTIONS. (Ib/size) 1=954/Mechanical, 7=954/0-5-8 Max Horz 1=69(LC 14) Max Uplift 1=-208(LC 10), 7=-211(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1713/715,3-4=-1400/591, 4-5=-1419/589, 5-7=-1797/748 BOT CHORD 1-8=-547/1485, 7-8=-593/1582 WEBS 3-8=-327/200, 4-8=-60/421, 5-8=-412/242 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-4, Exterior(2) 9-44 to 12-4-4, Interior(1) 12-4-4 to 19-1-0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0 LICE 1=208,7=211. ANO 0�0 =••"'K •.' �sF V ; O M �2�'•� O s� nom: 46340 NAL September 24,2018 ,& WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE h81.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log-` e Job Truss Truss Type Qty Ply 715C CUSTOM Plate Offsets (X,Y)-- 15:0-5-9 0-3-01 [6:0-4-0.0-6-01,[7:0-5-0 0-6Plate Offsets -5 0-3[7:0-5 0-6-48:0-6-4,0-1-816-4,0-1-81 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. LOADING (psf) SPACING- 2-0-0 855573912 5292_QUAIL E5 Common Girder 1 2 TC 0.35 Vert(LL) 0.16 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 4-9-14 4-6-6 8.220 It May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:14 2018 Page 1 ID:SldhdeW CMW2XfWOlr6eK2y42vJ-?d3k9gd4ugbzVr2SIZx8z22sY3wthrY2jyQhpEyaSwh 4-8-10 5-0.2 Scale = 1:30.6 3x9 II 10x10 = 6x8 — 6x12 = I6 4-9-1,4 1 9-4-4 14-0-14 1 19-1-0 4-9-14 4-6-6 Top chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. 4-8.10 5-0-2 Plate Offsets (X,Y)-- 15:0-5-9 0-3-01 [6:0-4-0.0-6-01,[7:0-5-0 0-6Plate Offsets -5 0-3[7:0-5 0-6-48:0-6-4,0-1-816-4,0-1-81 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 0.35 Vert(LL) 0.16 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.25 7-8 >906 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.08 5 n/a n/a 1=1516, 5=1261. BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Wind(LL) 0.10 7-8 >999 240 Weight: 221 Ib FT=20% BCDL 10.0 and 187 Ib up at 15-6-12, and 917 Ib down and 187 Ib up at 17-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ...... G\ 10W - LOAD CASE(S) Standard LUMBER- BRACING - September 24,2018 TOP CHORD 2x8 SPF 195OF 1.7E TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 1=7457/Mechanical, 5=6269/0-5-8 Max Horz 1=-63(LC 28) Max Uplift 1=-1516(LC 6), 5=-1261(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=-15041/3023,2-3=-11378/2300,3-4=-11396/2301,4-5=-13281/2662 BOT CHORD 1-8=-2780/13838, 7-8=-2780/13838, 6-7=-2415/12266, 5-6=-2415/12266 WEBS 2-8=-628/3467,2-7=-3344/751,3-7=-1159/6066, 4-7=-1606/396,4-6=-301/1895 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'X3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; 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; Ll tuber 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=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N00 LIC 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sF0 will fit between the bottom chord and any other members. ��\ ' . M, Ko ••. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ZP 1=1516, 5=1261. 46340 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1555 Ib down and 329 Ib up at 1-8-4, 1555 lb down and 329 Ib up at 3-8-4, 1606 Ib down and 324 Ib up at 5-6-12, 1606 Ib down and 324 Ib up at 7-6-12, 1606 Ib down and 324 Ib up at 9-6-12, 1111 Ib dawn and 230 Ib up at 11-6-12, 973 Ib down and 202 Ib up at 13-6-12, and 917 Ib down �� �; �CC and 187 Ib up at 15-6-12, and 917 Ib down and 187 Ib up at 17-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ...... G\ 10W - LOAD CASE(S) Standard September 24,2018 A WARNING - verify design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. OF 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qly Ply 715C CUSTOM 855573912 5292 QUAIL E5 Common Girder 1 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:15 2018 Page 2 ID:SldhdeW CMW2XfWOlr6eK2y42vJ-Upd6N?eifjg7ddeJHSNVFa11TG6QIoBycAELgyaSwg 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: 7=-1606(F) 10=-1555(F) 11=-1555(F) 12=-1606(F) 13=-1606(F) 14=-1111(F) 15=-973(F) 16=-917(F) 17=-917(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CtmsHelahts.A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 855573913 5292_QUAIL G1 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 Nr 120 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:16 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-yOBUaLeKQHrhknCrtzc2T7Gmtmt9wgLBGvnu7yaSwf I -1-0-0 I 7-6-0 15-0-0 i 16-0-0 1-0-0 7-6-0 7-6-0 1-0-0 Scale = 1:27.3 4x8 = 3x6 II 24 23 22 21 20 19 18 17 16 3x6 I 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 6 d d 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 0.11 Vert(LL) 0.00 14 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 Nr 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -R Weight: 621b 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 SLIDER Left 2x6 SPF 165OF 1.5E 1-7-7, Right 2x6 SPF 165OF 1.5E 1-7-7 REACTIONS. All bearings 15-0-0. (lb) - Max Horz 2=52(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16 Max Grav All reactions 250 Ib or less at joint(s) 2, 14, 20, 21, 22, 23, 24, 19, 18, 17, 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) -1-0-0 to 2-2-0, Exterior(2) 2-2-0 to 7-6-0, Comer(3) 7-6-0 to 10-6-0, Exterior(2) 10-6-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. ��p,D 0 LICFy OaM Kp�.a`rF0 :" 46340 x: September 24,2018 AWARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M P7473 rev. 1OM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms Heiahts.A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.05 2-10 >999 360 855573914 5292 QUAIL G2 Common 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:17 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-QCktohfyAbzYMxn1RhUraggONHOfuMDUPwfLQZyaSwe -1-0-0 3-10-12 7-6-0 11-1-4 i 15-0-0 i 16-0-0 1-0-0 3-10-12 3-7-4 3-7-4 3-10-12 1-0-0 Scale = 1:27.3 5x8 = 4x8 II 3x9 = 4x8 II Plate Offsets (X,Y)- f2:0-6-5,Edgel f8:0-6-5 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.05 2-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.10 2-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code IRC2015rrPI2014 Matrix -R W1nd(LL) 0.03 10 >999 240 Weight: 57 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-0-4, Right 2x6 SPF 1650F 1.5E 2-0-4 REACTIONS. (Ib/size) 2=830/0-5-8, 8=830/0-5-8 Max Horz 2=-52(LC 19) Max Uplift 2=-227(LC 10), 8=-227(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1309/567, 4-5=-1065/472, 5-6=-1065/472, 6-8=-1309/567 BOT CHORD 2-10=-465/1125, 8-10=-452/1125 WEBS 5-10=-27/312 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0, Interior(1) 10-6-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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 20.0psf 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. NO 0 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) tJQ` V eeee00000 2=227, 8=227. VOe�� M. Kp�eestCO 0 n: 46340 /0NM_ September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP7473 rev. 101032015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, 088-89 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 ClinisHelatils. CA 95810_.. _. Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 6-7 >999 360 855573915 5292_QUAIL G3 Common Girder 1 Z TCDL 10.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.04 5 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:19 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-MbsdDNhCiCDGcExQY6XJf5ljb4hEM77ntE8SVSyaSwc 4-1-9 7-6-0 10-10-7 15-0-0 4-1-9 3-4-7 3-4-7 4-1-9 Scale: 1/2"=1' 5x8 I I 5x10 — 3x9 II 10x10 = 3x9 II 5x10 = Plate Offsets (X,Y)— [1:0-3-13.0-2-81, [5:0-3-13,0-2-81 f7:0-5-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 6-7 >999 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.17 6-7 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.04 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix -R Wind(LL) 0.08 7-8 >999 240 Weight: 1681b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-3-4 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 2x4 HF Stud *Except* 3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 1=6794/0-5-8, 5=5912/0-5-8 Max Horz 1=51(LC 14) Max Uplift 1=-1583(LC 6), 5=-1377(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11754/2730, 2-3=-9527/2233, 3-4=-9526/2233, 4-5=-11679/2711 BOT CHORD 1-8=-2495/10754, 7-8=-2495/10754, 6-7=-2441/10677, 5-6=-2441/10677 WEBS 3-7=-1222/5368, 4-7=-1877/490, 4-6=-493/2321, 2-7=-1964/510, 2-8=-507/2363 NOTES - 1) 2 -ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-3-0 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=152mph (3 -second gust) Vasd=120mph; 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=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 LICA 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 �ND will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift al joints) except (jt=1b) �tJ •�••�•����• �� •• M •• sF� KO: • 2/2 plate Q 1=1583, 5=1377. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1613 Ib down and 382 Ib up at CJ 46340 0-11-4, 1602 Ib down and 385 lb up at 2-11-4, 1602 Ib down and 385 Ib up at 4-11-4, 1602 Ib down and 385 Ib up at 6-11-4, 1610 Ib down and 385 Ib up at 8-11-4, and 1610 Ib down and 385 Ib up at 10-11-4, and 1610 Ib down and 385 Ib up at 12-11-4 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. ; TQC LOAD CASE(S) Standard ee.••• \ Ss/0 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 A'iENG Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M 1.7473 mv. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 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 Heiahts. CA 95610 Job Truss Truss Type City Ply 715C CUSTOM 855573915 5292 QUAIL G3 Common Girder 1 n L Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:19 2018 Page 2 ID: S IdhdeW_CM W2Xf WOtr6eK2y42vJ-MbsdDNhCiCDGcExQY6XJf5Ijb4hEM77ntE8SVSyaSwc LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-1610(F) 9=-1613(F) 10=-1602(F) 11=-1602(F) 12=-1602(F) 13=-1610(F) 14=-1610(F) AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1ON32015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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 ei hts A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 855573916 5292_OUAIL V1 Valley 1 1 Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 6 except 7=-110(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 6 except 7=369(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:19 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-MbsdDNhCiCDGcExQY6XJf5lkd4ntMFuntE8SVSyaSwc 6-11-8 6-11-8 Scale = 1:15.5 2x4 I 4 2x4 % 2x4 11 2x4 11 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.26 BC 0.07 WB 0.16 Matrix -P DEFL. in (loc) Udell L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 6-11-8. (lb)- Max Horz 1=116(LC11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 6 except 7=-110(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 6 except 7=369(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/139 WEBS 2-7=-297/497 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) 0-10-13 to 3-10-13, Exterior(2) 3-10-13 to 6-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psi 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. DQ LIC 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Ot=1b) 7=110.06340 rif ms's OW -V September 24,2018 A WARNING - V ffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Haunts, A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr 855573917 5292_QUAIL V10 Valley 1 1 Weight: 25 Ib FT = 20 BRACING - Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:20 2018 Page 1 ID:SldhdeW_CMW2XfWOtr6eK2y42vJ-qnQ?QjhrTWL7DOWc6g2YCJlujU5B5jOw5ut?1 uyaSwb 5-0-8 10-1-0 5-0-8 5-0-8 Scale= 1:16.2 5x8 = 3x5 % LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YESES BCLL 0.0 _. Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=195/10-1-0, 3=195/10-1-0, 4=590/10-1-0 Max Horz 1=-31(LC15) Max Uplift 1=-54(LC 10), 3=-58(LC 15), 4=-109(LC 10) Max Grav 1=209(LC 20), 3=209(LC 21), 4=590(LC 1) 2x4 11 3x5 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.37 Vert(LL) n/a n/a 999 MT20 185/144 BC 0.20 Vert(CT) n/a n/a 999 WS 0.11 Horz(CT) 0.00 3 n/a n/a Matrix -R Weight: 25 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-429/325 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8, Interior(1) 8-0-8 to 9-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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 except (jt=lb) 4=109. PDO L/�I KO�.a`S�� 46340 NAL September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. " Design valid for use only with 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 passible 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 IA d Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 855573918 5292_OUAIL V11 Valley 1 1 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC20151TPI2014 Matrix -P Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:21 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-Iz_Nd3iTEgT_rY5ogXZnlWg4yuN3gBv4KYdYZKyaSwa r 3-11-0 7-10-0 3-11-0 3-11-0 Scale= 1:14.3 3x4 = 4.00 12 2x4 % 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC20151TPI2014 Matrix -P Weight: 16 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 9-9-7 oc bracing. REACTIONS. (Ib/size) 1=30217-10-0,3=302/7-10-0 Max Horz 1=18(LC 18) Max Uplift 1=-67(LC 10), 3=-67(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-412/417, 2-3=-412/417 BOT CHORD 1-3=-341/362 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. KO�.sFO ZP �: 46340 AL �� September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 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 Heiants. CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.27 (Roof Snow=30.0) Lumber DOL 1.15 R55573919 5292_QVAIL V13 Valley 1 1 WB 0.10 BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Job Reference (optional) Alpine Truss, commerce city, CO - 80022, 6.220 s May 24 201 o MI I eK industries, Inc. Mon Sep 24 09:23:22 2016 rage i ID:SldhdeW CMW2XfWOtr6eK2y42vJ-m9YmrPj5?7cgTif DF4OHkNFilnWZdeDZCM65myaSwZ 5-1-4 I 10-2-8 5-1-4 5-1-4 Scale: 3/4"=1' 4x8 = 4 3x4 2x4 II 3x4 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 TCDL 10.0 Rep Stress Incr YES WB 0.10 BCLL 0.0 Code IRC2015/TPI2014 Matrix -R BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=167/10-2-8,3=i67/10-2-8,4=508/10-2-8 Max Horz 1=26(LC 18) Max Uplift 1=-46(LC 10), 3=-50(LC 15), 4=-94(LC 10) Max Grav 1=178(LC 20), 3=178(LC 21), 4=508(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-369/299 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/144 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 23 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. NOTES - 1) Wind: ASCE 7-10; Vuit=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-1-4, Exterior(2) 5-1-4 to 8-1-4, Interior(1) 8-1-4 to 9-3-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. r 0 LIcF h v�OM. K02i :FO :" 46340 xe September 24,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 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 e' h A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 855573920 5292—QUAIL V14 Valley 1 1 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC20151TPI2014 Matrix -P Job Reference (optional) Alpine Truss, Commerce City, Go - 60022, 6.22u S May 24 2016 MITek Inoustries, Inc. Mon Sep 24 Ov:23:22 2076 Page l ID:SldhdeW CMW2XfWOtr6eK2y42vJ-m9YmrPj577cgTif DF4OHkNHMImPZe9DZCM65myaSwZ 3-1-4 6-2-8 r 3-1-4 3-1-4 Scale = 1:11.4 3x4 = 4.00 12 2 2x4 % 2x4 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 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC20151TPI2014 Matrix -P Weight: 12 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=221/6-2-8, 3=221/6-2-8 Max Horz 1=-13(LC 15) Max Uplift 1=-49(LC 10), 3=-49(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301/325, 2-3=-301/325 BOT CHORD 1-3=-266/265 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. M LICK_ VOA ; • M. Kp�. SFO :" 46340 N September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ;" Design valid for use only with MITekS 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 ANSI1TPII 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, 95610 D Job Truss Truss Type Qty Ply 715C CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 855573921 5292—QUAIL V15 Valley 1 1 BC 0.18 Vert(CT) n/a n/a 999 TCDL Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:23 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-FM682kkjmRkh4sEBnybFgxwPKh7614oNos6feDyaSwY i 5-7-8 11-3-0 r 5-7.8 5-7-8 Scale= 1:17.8 5x8 = 4 3x5 2x4 11 3x5 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 0.34 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -R Weight: 26 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 REACTIONS. (Ib/size) 1=187/11-3-0,3=187/11-3-0,4=571/11-3-0 Max Horz 1=29(LC 14) Max Uplift 1=-52(LC 10), 3=-56(LC 15), 4=-106(LC 10) Max Grav 1=201(LC 20), 3=201 (LC 21), 4=5711 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-415/315 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterlor(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-7-8, Exterior(2) 5-7-8 to 8-7-8, Interior(1) 8-7-8 to 10-4-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 except Qt=1b) 4=106. o\t�PD O LIC n: 46340 X? /0NM-V September 24,2018 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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 Helahts.CA 95610 Job Truss Truss Type City Ply 715C CUSTOM CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 855573922 5292_QUAIL V16 Valley 1 1 Lumber DOL1.15 BC 0.33 Vert(CT) n/a n/a 999 TCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:24 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-jYgWG41LXIsYi?pNLg7UM9Scr5Q01YeWOWrDAfyaSwX 3-7-8 7-3-0 3-7-8 3-7-8 Scale= 1:13.3 3x4 = 4.00 12 2x4 % 2x4 Plate Offsets (X Y)-- f2:0-2-0 Edgef 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 0.23 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.33 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015rTP12014 Matrix -P Weight: 15 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or M-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=273/7-3-0, 3=273/7-3-0 Max Horz 1=17(LC 14) Max Uplift 1=-60(LC 10), 3=-60(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/385, 2-3=-372/385 BOT CHORD 1-3=-315/327 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. _6�p,D0l1�- . s �O� K0 ZP 46340 AL September 24,2018 A wARN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV -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 ANSVTPII Quality Criteria, DSB-09 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 Helahts.CA 95610 4 Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 855573923 5292—QUAIL V17 Valley 1 1 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2015/rP12014 Matrix -P Job Reference (optional) Alpine Truss, Commerce City, Go - 80022, 2-4-8 4.00 12 2 1 , 2x4 6.220 S May 24 2015 MiTek Industries, Inc. Mon Sep 24 09:23:25 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-BkDuTQlzl2_PK9OZvNejvM7prVq_m?ufFAbmiSyaSwW 4-9-0 2-4-8 3x4 = Scale = 1:8.8 2x4 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2015/rP12014 Matrix -P Weight: 9 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=148/4-9-0.3-148/4-9-0 Max Horz 1=9(LC 14) Max Uplift 1=-33(LC 10), 3=-33(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. G ; eaeM'00 s0 O . K F zP� 0 46340 X. ONM September 24,2018 AWARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7479 nv. 10103/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Chus Helahts.CA 95810 Job Truss Truss Type Oty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 855573924 5292_OUAIL V2 Valley 2 1 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -P Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 S May 24 2U1 tS MI I eK Industries, Inc. Mon Sep 24 UV:2;5:2b 2U18 Page I ID:SldhdeW CMW2XfWOtr6eK2y42vJ-fxnGhmmb3M6GxJzmS49ySaYw6v9GVS8pUgKJEYyaSwV 4-11-8 4-11-8 2x4 % 2x4 11 Scale = 1:11.0 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 0.37 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.15 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -P Weight: 12 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=196/4-11-8,3=196/4-11-8 Max Horz 1=77(LC 11) Max Uplift 1=-46(LC 10), 3=-55(LC 14) Max Grav 1=198(LC 20), 3=205(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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. �p,DO CI�FC�j .0 Kp�. eF 46340 Ak- September 24,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/1015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSS49 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 ei A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 855573925 5292—QUAIL V3 Valley 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 S May 24 2018 MI I eK Industries, Inc. Mon Sep Z4 UV:ZJ26 2016 I -age 1 ID:SldhdeW CMW2XfWOir6eK2y42vJ-fxnGhmmb3M6GxJzmS49ySaY78vBKVS8pUgKJEYyaSwV 2-7-8 2-7-8 5x6 = A nn2 2x4 I Plate Offsets (X.Y)— [2:0-1-12.0-0-91.f2:Edoe.0-1-121.[3:0-1-12.0-0-0 3 Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC2015/TPI2014 Matrix -P Weight: 5 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=79/2-7-8, 3=79/2-7-8 Max Horz 1=31(LC 11) Max Uplift 1=-19(LC 10), 3=-22(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; 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=1.10 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. � MOK0 F�s``o :" 46340 �c t September 24,2018 AWARN/NG • Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h9F7471 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 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 95810 Job Truss Truss Type Qty Ply 715C CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. 855573926 5292—QUAIL V4 VALLEY 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.00 10 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:27 2016 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-77Lfu6nEggE7ZTYyOogB n40MJSwEpvyiU4tnyaSwU 5-0-8 10-1-0 1-0.0 5-0-8 5-0-8 11-0 00 4x6 = 4.00 12 2x4 II 2x4 11 20 19 18 17 le 15 14 13 12 46 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 11 2x4 11 4x6 6x6 = Scale = 1:38.3 Plate Offsets (X Y)— (12:Edge 0-3-81 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 0.66 Vert(LL) -0.00 10 n/r 120 MT20 1851144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.00 10 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.00 12 n/a n/a BCILL 0.0 Code IRC2015rrP12014 Matrix -R Weight: 78 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 10-1-0. (lb) - Max Horz 20=189(LC 13) Max Uplift All uplift 100 Ib or less at joints) 17, 18, 15, 14, 13 except 20=-395(LC 10), 12=-152(LC 11), 19=-304(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 12, 16, 17, 18, 15, 14, 13 except 20=335(LC 25), 19=352(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-873/1112, 3-4=-134/265, 4-5=-140/307, 5-6=-153/341, 6-7=-153/331, 7-8=-1411272,10-12--1581334 BOT CHORD 19-20=-361/371 WEBS 2-19=-935/920 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-0-8, Comer(3) 5-0-8 to 8-0-8, Exterior(2) 8-0-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 17, 18, 15, 14, 13 except (jt=1b) 20=395, 12=152, 19=304. Or��PDO LIEF KO :sFO SP na: 46340 ": �• NAL September 24,2018 ,& WARNING - Varfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W7473 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 WOW 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 ANSI1TPI1 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 HeinhIS, CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 855573927 5292 -QUAIL V5 VALLEY 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:29 2016 Page 1 ID:SldhdeW CMV+2XfWOtr6eK2y42vJ-3WrPJooUMHUroniL8Dif3CAPC69MilpFAoZzrsyaSwS -1-0-Q� 5-0-8 I 10-1-0 f 11-1-0 I 1-0-0 5-0-8 5-0-8 1-0-0 5x6 = 4.00 12 12 11 15 10 16 9 8 3x4 11 3x8 II 6x8 = 2x4 11 2x4 11 Scale = 1:31.6 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 0.45 Vert(LL) 0.00 6 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 6 n/r 120 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide truss to bearing capable of withstanding 100 Ib uplift al joints) 10, 9 except TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 8 n/a n/a 46340 BCLL 0.0 Code IRC2015rrP12014 Matrix -R Weight: 51 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 10-1-0. (lb) - Max Hoa 12=-154(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10, 9 except 12=-265(LC 10), 8=-102(LC 11), 11=-223(LC 11) Max Grav All reactions 250 lb or less atjoint(s) 12, 8 except 10=492(LC 2), 11=437(LC 24), 9=389(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-12=-543/670 BOT CHORD 11-12=-288/268 WEBS 4-10=-346/240,3-11=-283/183,5-9=-283/220,2-11=-602/604 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8, Interior(1) B-0-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) Gable requires continuous bottom chord bearing. 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 N00 LIC will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide truss to bearing capable of withstanding 100 Ib uplift al joints) 10, 9 except Qe F/Jl ••� mechanical connection (by others) of plate (jt=lb) 12=265, 8=102, 11=223. �� �•• M, KD �tO : 2/ 'e Q 46340 September 24,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ' h CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 855573928 5292 QUAIL V6 VALLEY 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:29 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-3WrPJooUMHUroniL8DIf3CARc6AGimdFAozzrsyaSwS -1-0-0 5-0-8 10-1-0 11-1-0 0.1 0 5-0-8 5-0-8 5x8 = 4.00 12 11 10 9 8 3x6 11 2x4 11 2x4 11 3x4 11 8x8 = Scale = 1:29.9 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) 0.00 7 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 6 n/r 120 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 8 n/a n/a -:.F46340 BCLL 0.0 Code IRC2015rrP12014 Matrix -R Weight: 46 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 pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 10-1-0. (lb) - Max Hoa 12=-118(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 8, 10, 9 except 12=-182(LC 10), 11=-148(LC 11) Max Grav All reactions 250 lb or less atjoint(s) 12, 8 except 10=431(LC 1), 11=354(LC 21), 9=367(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-12=-346/494 WEBS 4-10=-347/234, 3-11=-289/207, 5-9=-288/231, 2-11=-398/403 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-8, Extedor(2) 5-0-8 to 8-0-8, Interior(l) 8-0-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10, 9 except Qt=1b) 12=182, 11=las.e.O r -:.F46340 ONA- September 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10107/2015 BEFORE USE. sesses 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 antl/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-69 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Suite 109 Citrus Heiahts, CA 95610 Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2016 MiTek Industries, Inc. Mon Sep 24 09:23:30 2016 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-Xi1nW8p66bciQwHXhwDucQidTWX4RENOPSIXNJyaSwR -1-0-0 5-0-8 1 10-1-0 1�1-1-0 1-0-0 5-0-8 5-0-8 1-0-0 5x6 = 4.00 12 11 10 9 82x4 11 2x4 11 2x4 11 2x4 11 Bxe = Scale = 1:26.2 LOADING (pst) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Qty Ply 715C CUSTOM855573929 LUMBER- �V7 reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, r529b 2 QUAIL VALLEY 1 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS. All bearings 10-1-0. 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 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2016 MiTek Industries, Inc. Mon Sep 24 09:23:30 2016 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-Xi1nW8p66bciQwHXhwDucQidTWX4RENOPSIXNJyaSwR -1-0-0 5-0-8 1 10-1-0 1�1-1-0 1-0-0 5-0-8 5-0-8 1-0-0 5x6 = 4.00 12 11 10 9 82x4 11 2x4 11 2x4 11 2x4 11 Bxe = Scale = 1:26.2 LOADING (pst) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 CSI. TC 0.22 BC 0.10 WB 0.11 Matrix -R DEFL. in Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.00 (loc) I/deft L/d 7 n/r 120 6 n/r 120 8 n/a n/a PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20 LUMBER- BRACING - reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS. All bearings 10-1-0. 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 (lb) - Max Horz 12=-83(LC 12) LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10, 11 except Max Uplift All uplift 100 Ib or less at Joint(s) 8, 10, 11 except 12=-121(LC 10), 9=-1 08(LC 15) (jt=lb)12=1z1,9=108.txi Max Grav All reactions 250 lb or less atjoint(s) 12, 8 except 10=433(LC 1), 11=356(LC 21), 9=373(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-192/353 WEBS 4-10=-349/231, 3-11=-297/228, 5-9=-293/242 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8, Interior(1) 8-0-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10, 11 except (jt=lb)12=1z1,9=108.txi r-)4 4 September 24,2018 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109Citrus Heights, A 95610 Job Truss Truss Type Qty Ply 715C CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 855573930 5292 QUAIL V8 VALLEY 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:31 2018 Page 1 ID:SldhdeW CMW2XfW0tr6eK2y42vJ-Oub9kUgktukZ24rjFel79dFoCwtJAhyYd624wlyaSwQ -1-0-0 5-0-8 10-1-0 1 11=1-0 -� 1-0-0 5-0-8 5-0-8 1-0-0 Scale = 123.3 5x6 = 12 11 10 9 8 2x4 11 2x4 11 2x4 11 2x4 1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 7 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 6 n/r 120 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 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 n/a n/a 0���••"'iC'•F�`rtc BCLL 0.0 Code IRC2015/TP12014 Matrix -R 46340 xi Weight: 37 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - WEBS 4-10=-353/233, 3-11=-309/248, 5-9=-299/254 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 REACTIONS. All bearings 10-1-0. (lb) - Max Horz 12=-47(LC 12) non -concurrent with other live loads. Max Uplift All uplift 100 Ib or less at joint(s) 12, 8, 10 except 11=-115(LC 14), 9=-117(LC 15) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Grav All reactions 250 lb or less at joint(s) 12, 8 except 10=436(LC 1), 11=357(LC 21), 9=375(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-10=-353/233, 3-11=-309/248, 5-9=-299/254 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) Vasd=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) and C -C Extehor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8, Interior(1) 8-0-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 8, 10 except NDID L/C Ot=1b) 11=115,9=117. 0���••"'iC'•F�`rtc 46340 xi September 24,2018 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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 itrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715C CUSTOM Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 855573931 5292_QUAIL V9 Valley 1 1 WB 0.10 Horz(CT) 0.00 6 n/a n/a Max Horz 10=17(LC 11) BCLL 0.0 Code IRC20151TP12014 Matrix -R Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.220 s May 24 2018 MiTek Industries, Inc. Mon Sep 24 09:23:32 2018 Page 1 ID:SldhdeW CMW2XfWOtr6eK2y42vJ-U58YxprMeCsQfEQvpLGMhgoz2KDXv88hsmneSByaSwP 5-0-6 F 10-1-0 5-0-8 5-0-8 m d 2x, 5x6 = 10 9 8 7 6 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 Scale = 1:18.3 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 0.22 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a Max Horz 10=17(LC 11) BCLL 0.0 Code IRC20151TP12014 Matrix -R Weight: 29 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 10-1-0. (lb) - Max Horz 10=17(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6, 8 except 9=-132(LC 14), 7=-132(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 10, 6 except 8=425(LC 1), 9=392(LC 20), 7=392(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-340/239, 2-9=-326/292, 4-7=-326/286 NOTES - 1) Wind: ASCE 7-10; Vul1=152mph (3 -second gust) Vasd=120mph; TCDL=6,Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8, Interior(1) 8-0-8 to 9-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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=1.10 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) 10, 6, 8 except (jt=1b) 9=132, 7=132. •PDO CIcF"� �VO �. KO,.e`rF .0 az� 2%t 46340 �? LE September 24,2018 A WARNING- 11wify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0311015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 coo D W L/) (F L/)0 N D :�� Z D X mo I I -, m -p L r m O a 0 m01m�nfD� a D oa C O �_ =�nc� y 0 O Vi n nfpOnv�O �� coic o �c-n Z 5E; j �� pN� n-o� m �D�°C7 Z 03 m G7 _� aH a m -o 0,° 3 a° v QT.� ° n� fD d m N am c y = ((DD (D °-v 3 � o D 00 97 n O C) ry 7 N (D ? O N N Q j N '' %, N y o (D ,< O N X N N Z a n. v N (D C M Cl (O 3 N. _. O o. 3 » O N (7 IDCD N 'o,_ N O (n W O. N O n .0.. Q� O O C (D A O n 7 N -.. Q .-. fl1 a O 'W"i my 'Q'.°O °_�3 O nam 3 Non ov a°ryn7 Z Nw°���- y_ma�7o Z macro 3 °d 3 Do3a; N °' N (D (N N ° (D ° W CD ID N N C? N d ,O.F (D �" O ° O C O N< (D O n° O N O 7 N N N Q o (D N O O 3 m 7 n d �' j N O a (D O O d N X N Z N O _ ....0.. r 0 O 7 C '� N 7 (D O N O 29 (n C- Q 75. 0 a N v N O "(D X O 1 O 7 .C.. (n � 0 fD N y 7 (D 0 me m m n -u z n A D L. TOP CHORD o�3 m cx x�Q M � uci w� C7 p 3 0 p z °° ci-e (n c m a-' N a my mz(n /Z� CD ID CL ° WN vyi (p m' a rz xm (o ,� S (Q p Q- :Ll N O v O n �` 0 A M ° °° a cXD O(A< N N w N Rvt m co C m c v (D (D �_ 7 (Q N Vwi D y N y D -4 O y�2.7 2 CD 1 2 N N (D CL (mi>m m Dj O << M N a �. (D N N N O X (n M z < O N s �■ N 0 m = �� 0O m �c n W ti D (D o w. 5' �. m D z z 3 = In -60. N (a 3° �m r OW O f N r A y 0 D_ m W N T D O �y p V+ � O v v' m =v (n� mo x < y w m o OFNv j m _ (D C' N z O p x �L o (D p( Z n m N N D ' -� C? N Z (D m 0 cn N C Q N x N CJ C4-5 A (D CD(D N V N ON a O m TOP CHORD -n D C N' W ;U v m C � W 0 n o W N -i �+ �- 5'-v @ 'm 0 c C �+ C `s a 3-5' -0 0 day � Z 73 i� a D (Zj� um_,. n <. °. '<_. m v° ° m a° m m 3 (a(� d 3 v D' m° m y. � d1 m o m m m a 2 m a C t0 N 'O m p O O N° j' �i — D' N m -0 Q F N ] N = O p' D) ,�+ 3 �� G F �'� m N O O N fD a p' ° 0"NO C G V N f� m O D) f'/I a d 3 A m N X (N C N D 01 J (D Q N O ID t0. O_ M > > O _a N CD N d °i ut �-xp X N w (D O" O CD (p 0 -' y Cml p Q r _ (o � O > > o y o N o a m a .2 m m p m 3 c 3 w m "3 �. ° c m N O pm Qa m�° a oa o �'c a 3m coioo mN m� ^m mm� `� Nim y°. aQy= �o• - -n � u mo < �m m CD a^ � d 9: a m� IL N yam S g.. M- -12 p 3 v° L.3 � O .HN �c m�FNgy �n No 2 y2°° O y n (, Tmm�jn° —O Lm a< a HOam mO m Ho �y RN 0 mm N X. m3 m m Zm g CD a R:n3 E� : m ZnmM CD E m m 3 o M a H M ID 5- - 3 �ma 2 Q a Zf0 CG °� mmv ur n�n a m d w `< �' (7Cn j N V 7 O d Daj C Q N (°ND m N N O ^�` N p?j a f3D 7 d O d O O. �Z d o `f m a O — d N a m y c oa E. Q o v T. � a •°�"° .- � Q 2 m CM, 3 (n ..h N x J p NQ N 3 O d O O O = N ut -, �Z < ow m a v 2 N a ° �" p F ] N N N d N N f0 N. N m m M m O V N O co m a = v -O 4. d a 0 m m Q m n a1° (� ai T (� O N — d CD O J N N N ? N -n fD O V) 'Q y ° =M a� ° c o 3 m (D g 3 N m C !'F I'A Y) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT (A QUASI MUNCIPALITY) December 14, 2017 RECEIVED To Whom it May Concern: OCT 0 0 wi: Per (-., Re: 5292 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. Fonda Wilhelm Office Manager 4 241 8 010,17 o 2 city of CITY OF WHEAT RIDGE BUU DING 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: � 01 ,�� i� Project Address: on Name Name of Firm/ Individual submitting documents: L M'llC)P-dnC) Project Type/ Description: L� Signature of Firm Representative or Individual: WRITE BELOW THIS POINT - I' m a duly authorized representative of the agency indi ted 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 Rdge Water District o Consolidated Mutual Water District ley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Signat e: G Date: —4� (Agency Representative) � 20l goz47o2 August 23, 2016 RECEIVED .• ,r j 0n1.1 L, �' P `- Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 9, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D _.J 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 12 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 20.3 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. At- Za I Ir0 9?0Z 1971 West 12t' Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.2 to 2.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is 0.9 inch at the basement level and 1.7 inches at the ground surface. It is not cer- tain this movement will occur. If home buyers cannot tolerate movement of a slab - on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. A • REMINGTON OMES QUAIL RIDGE ESTATES ' LOT 9, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is taken. CTL I THOMPSON, REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 9, 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 Cate o Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 "Note: 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. °"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:\PROJECTSW7900\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:\PROJECTS447900\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:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 9, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 �•• I M C O R P O R A 7 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 12 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 20.3 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. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.2 to 2.2 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is 0.9 inch at the basement level and 1.7 inches at the ground surface. It is not cer- tain this movement will occur. If home buyers cannot tolerate movement of a slab - on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 9.BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary isltaken. CTL ( THOMPSON, I G REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 9, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 'Note: 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. "'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 I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doo Rev. 04/17 Quail Ridge Estates – Plan Review Worksheet Address: .j 2 TZ 0C.toa Quail Ridge Estates Subdivision, Lot #: Block: T Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%) (not including accessory structures) Total Proposed Building Coverage: sq. ft. U'LZ sq. ft. -L,705 sq. ft. -3;7' 1 % Accessory Building Coverage ►J /A sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' 2 Interior Side 5' S Side on street 10' 10 Rear 20' q,4- / Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 21 Side (if under 8' tall) Rear (8'-15' tall) 5' —_ Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' s Is the structure within 2 feet of minimum setbacks? i �� (if yes, add surveying conditiCFND'-) Rev. 04/17 Landscaping Required Provided Total Coverage 25% Front Yard 100% O 0% IW vvV Side/Rear adj . to street 100% Lo 0 -to � O/ Minimum Lot Width: 25' (street frontage) and 40' (at setback) %we- �A" eve✓ A+ 1e90A 2 t.A _.,,tcr✓s � Archit ctural review considerations(per ODP): Homes of lots siding to public ROW and/or open space tracts shall utilize same nummum / chitectural 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 ��`Ne street shall have the same front setback. o 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. fArchitectural 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. ti iA ❑ 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 Drive)jay review considerations: MI Driveways cannot exceed 24' in width. Landscaping requirements: Minimum landscaped coverage is 25% The front yard must be 100% landscaped Side or rear lots fronting a public street must be 100% landscaped Oeiscij 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. RFC. �f 1, Peru _ Manual S Remington Homes Quail Ridge 5292 Quail St NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 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 e)at. The cumulative static pressure loss value for a return trunk is with respectto 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. Su mms r Number of active trunks: 27 Number of active run outs: 24 Total runout outlet airflow: Main trunk airflow.- Largest irflow: Largest trunk diameter: Largest runout diameter: Smallest trunk diameter: Smallest runout diameter: 1,342 0.800 1,255 Supply fan device pressure losses: 22.4 SMT -100 7 SR -140 15.2 ST -340 4 SR -190 Supplyfanr external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available_ 0:500 Runout maximumcumutative static pressure lass: 0:442 SR -280 Return toss added to supply. 0.087 Total effective length of return (ft_): 1`90.1 Crawl RA Total effective length of sppply(ft.): 230.8 SR -280 Overall total effective length (ft j: 420.9 " Crawl RA to SR -280 Design overall friction rate per I'00 ft_ 0.119 '' (Available SP x 140 /TEL) System duct surface area (No Scenario): 1105.1 Total system duct surface area: 1105.1 ;41-200 Ir 0;�IO2 Heat Rise Used on the Program- 580 F 1e� tl�' aha Y' an C • y`y , .: _ �.. ,. - .. :: Cooling Tons P uH h Hea (6 H ) 4 00 40,0 0 6 0 6 ,000 8 ,000 0 0 0 t00.OD0 120,000 ,In Ou pu Hlg ea ( TU ) 3 000 37,00 56,000 56,000 75,000 PDjt93,000 93,000 112,000 e ie empera ure Rise Range °F (°C) High Heat (22 - 39) (19 - 36) (22 - 39) (19-36) (19-36) 4 - (22 - 39) (25 - 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN NVITH FELTEIR) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM / Ton Test Airflow Delivery (g7 Various External 0.1 02 0.3 0-4 0.5 0.6 0.7 10.8 essures 1 0.9 1 04010 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 660 880 615 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 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 blue 1 2.5 370 980 985 980 955 925 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1 1.5 430 750 730 705 680 645 605 555 MM 040-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 965 950 915 870 820 760 705 655 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 1 1505 1 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 2.5 394 1030 1025 1030 1010 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3-01 383 1205 1 1205 1165 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 BOTTOM or TWO-SjDES 4,5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 080-�0 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 '1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1 1120 1035 Blue Red Black 1 2.5 2A 4.0 426 433 373 1120 1715 1110 1660 1100 MMEN 1610 1090 1555 1065 1490 1035 14201 1WI 12451 1150 1065 100-16 SIDE/BOTTOM Yellow BCue Red 3.5 3.0 2.0 379 367 445 1535 13001255 1190 1480 1055 1435 1205 1005 1380 1160 1325 1100 12601 1035 11801 10951 1010 100 20 BOTTOM or TWO-SIDES4.5 Black 5.0 394 2270 2205 2130 2065 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1960 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3-5 421 1580 1550 1540 1515 4 1420 1 1280 1190 11 120-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 15255 1420 1305 Blue 4.0 416 1875 1840 1795 1735 1665 1580 14951 1410 1310 1205 Red 3.5 414 1610 1585 1555 1515 1450 1395 13251 1250 NOTE: t. A filter is required for each return -air inlet Airflow performance includes a 3J4 -in. (1 D mm) washable fitter media such as contained in a factory -author- ized accessory Tatler rack. See accemeoryfiat. To determine airflow performancewithout thie filter, assume an add8'anal 0.1 in. W.C. available external static pressure. 2.. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH'.. INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4.. Airflows over 1800 CFM require bottom return, two -aide return, or bottom and aide return. A minimum fuer size or 20' x 25' (508 x: 835 mm) is required_ 5. For upflow applioatons, air entering from one side into both the aide of the furnace and a return air bane counts as a side and bottom return. B. All airflows that are shown in BOLD exceed 0.58watts per CFM at the given external static pressure. Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in Svc.) PURON(D AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1600 1 700 1 800 1 900 I 1000 1 1100 1 1200 '1300" 1400-11500 1 1600 1 1700 1 1800 1 1900 12000 12100 2200 0.078 10.114 10.156 0.198 10.253 1814 Wet 0.096 1 0.138 10.183 10213 10.277 Dry 0.070 10103 0.143 10182 0.233 10290 1 A.354 2414 Wet 0.089 10.129 10.171 10.214 10.269 1 0.336 10.413 Dry 0.048 JOL68 10.090 10,112 10.140 0.170 1 0203 2417 Wet 0.064 10.091 10.122 10.150 10.1M 10M410263 Dry 0.065 10.097 10.135 10.173 10.223 10278 10.339 10.405 10.479 3014 Wet TO -78 --FO 1-14 10160 10.206 10.260 10.321 1 0.3$8 0.461 0.540 Dry 0.042 1 0.060 1 0.080 I 0.102 10.129 10.157 1 0.18$ 0.222 1 Q259 3017 Wet 0.055 10.076 JOAD4 10.127 10.158 10.190 1 0225 10.266 10.309 Dry 3617 0.043 10.061 10.082 10.103 10.128 1 0.157 1 0.184 10221 10,259 10.299 10,341 T3617 Wet 0.0560.079 10.107 10.133 10.166 0200 10.236 1 0276 1 0.315 10361 10.413 Dry A.035 OA4B 0.062 0.076 0.093 0.111 0.132 0.153 0.177 0.201 0.228 3621 Wet 0.049 1 0.066 10.085 10.100 10.122 10.144 10.171 10.192 0217 0.245 10.276 Dry 4221 0.030 0.041 0.054 10.066 10.082 10.099 10.118 10.137 10.1581 0,190 110.M 0.231 10.259 T422111- 0.043 0.059 0.078 0.101 0.126 0.153 0.181 0.207 0.234 0.260 0.288 0.319 A.354 Dry 4821 0.047 0.060 0.075 0.092 0.110 0.130 0.152 0,176 0.204 0.230 0256 0.284 0.318 T4821 Wet 0.053 10.067 10.085 0.104 10125 10.147 0.172 0.200 0.228 10.259 10292 10.327 1 0.365 Dry 0.015 0.046 0.057 0.069 0.094 0.019 0.119 0.124 0.140 0.158 0.175 0.195 0.214 4824 Wet 0.032 10.050 10.066 10.081 10.097 10.114 10.131 0.150 10.169 10.190 10.211 10.233 10.257 Dry 6024 1 10.062 0.073 10.084 1 0.097 10.111 10.126 10.138 10.154 0.172 10.190 10.210 1 0228 0.251 10.273 1 O. T6024 Wet 0.082 11096 10.112 10.129 1 0.145 1 0.163 10.171 10.191 0.212 10.235 10.258 10283 10.310 10,336 1 0.366 Detailed cooling capacity Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 24,617 BTUs 24,617/29,490 =.83 or 17% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs CONDENSER ENTERING All EVAPORATOR AIR 75 (23.9) 85 (29.4) 95 (35) CFM EWB "F ('C) 72 (22.2) Capacity MBtuh Total Sena* 40.22 21.00 Total System KVV** 2.54 Capacity Mill Total Sens# 38.50 20.34 Total System KW** 2.79 Capacity M13tuh Total Sens# Outdoor 19.65 Total System KW** 3.07 67 (19.4) 36.61 25.73 2.51 35.00 25.05 2.76 24.35 3.04 1050 63 (17.2)tt 34.02 24.88 2.49 32.50 24.20 2.74 23.49 3.02 62(16.7) 33.42 30.44 2.49 31.97 29.75 2.74 q:33.29 29.01 3.02 57(13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30.12 3.02 72(22.2) 40.90 21.97 2.60 39.11 21.31 2.85 20.61 3.13 67(19.4) 37.25 27.30 2.57 35.57 26.61 2.82 25.90 3.10 1200 63 (17.2)tt 34.63 26.36 2.55 33.04 25.66 2.80 31.38 24.94 3.08 62 (16.7) 34.19 32.60 2.55 32.73 31_85 2.80 31.24 31.24 3.08 57 (13.9) 33.87 33.87 2.55 32.61 32.61 2.80 31.27 31.27 3.08 72 (22.2) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 67 (19.4) 37.72 28.79 2.63 36.00 28.11 2.88 34.19 27.39 3.16 1350 63 (17.2)tt 35.09 27.77 2.61 33.47 27.07 2.86 31.76 26.34 3.14 62 (16.7) 34.90 34.90 2.61 33.63 33.63 2.86 32.22 32.22 3.15 57 (13.9) 34.96 34.96 2.61 33.64 33.64 2.86 32.23 32.23 3.15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 24,617 BTUs 24,617/29,490 =.83 or 17% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs AHRI Used Item Value 4 0 - IAir Conditioner Model Number (Combined) CA13NA036*� C+CNPV*4221AL*+TDR Outdoor Model Number CAI3NA036** C Indoor Model Number CNPV*4221AL*+TDR Tradename CARRIER AIR CON DIT11ONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 3.4000 Nominal Capacity High Speed 0 Nominal Capacity Low Speed G SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 63SW2 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil" Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Pa e 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - 5292 Qauil St Designed By: Andy O'Leary Project Date: Tuesday, September 18, 2018 Project Comment:'' Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC F'g _-_- Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -44 Check Figures Total Building Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 Building Loads Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 Tons (Based On Sensible + Latent) Noes 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge 5292 Qauil St Littleton, CO 80125 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data _ Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -43.84 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 A'ir bats Winter Summer Infiltration Specified: 0.277 AC/hr 0.250 AC/hr 132 CFM 119 CFM Infiltration Actual: 0.316 AC/hr 0.292 AC/hr Above Grade Volume: X 28,611 Cu.ft. X 28,611 Cu.ft. 9,033 Cu.ft./hr 8,356 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 151 CFM 139 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 17.17 = (1.10 X 0.821 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.49 = (0.68 X 0.821 X -43.84 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.35 = (1.10 X 0.821 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (119 CFM) Summer Infiltration Specified: 0.250 AC/hr (119 CFM) M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 _ Page 3 Load Preview Report Sys S Net ft. Sen Lai Net Sen HtgClg Ac Duc Scope To /To Are Gai Gai GainLoss CFM CFM CFM Siz Building 2.05 2,374 4,353 24,617 -2,610 24,617 45,758 873 1,265 1,265 System 1 2.05 2,374 4,353 24,617 -2,610 24,617 45,758 873 1,265 1,265 25x1 Humidification 4,492 Zone 1 4,353 24,617 -2,610 24,617 41,266 873 1,265 1,265 12x1 1-Foyer 244 2,019 -298 2,019 3,004 64 104 104 5,6 2-Study 185 1,756 -238 1,756 3,643 77 90 90 6,6 3-Bedroom 3/Opt Study 176 1,257 56 1,313 1,684 36 65 65 7 4-KitcherVDining 341 4,777 -449 4,777 4,837 102 245 245 6,6,6, 5-Mud Room 65 792 -101 792 754 16 41 41 4 6-Great Room 580 6,729 -570 6,729 7,530 159 346 346 7,7,7, 7-Master Bedroom 271 3,221 -212 3,221 3,984 84 166 166 6,6, 8-Master Bath 88 352 -69 352 774 16 18 18 5 9-WC 20 229 -67 229 604 13 12 13 4 10-Mstr WIC 120 477 -207 477 1,552 33 25 33 5 11-Unfinished Basement 1,662 2,574 -319 2,574 9,926 210 132 210 6,6, 12-Crawl Space 530 149 -102 149 2,517 53 8 53 Not 1 DD 1-4 13-Bath 1 71 286 -34 286 457 10 15 15 4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton CO 80125 E Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Trunk 0.0003 22.4 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: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 184.9 Trunk 0.0003 22.4 425 0.000 Up: Fan 55 25 0.012 0.021 Rect 0.8 17 184.1 0.322 Presize 1,255 5.8 0.392 0.408 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 89.7 Runout 0.0003 6 357 0.010 Up: ST -500 128 4.7 0.035 0.021 Rnd 28.3 6.6 61.4 0.031 Presize 70 44.5 0.360 0.440 ---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 81.8 Runout 0.0003 6 357 0.011 Up: ST -410 128 4.7 0.035 0.017 Rnd 33.0 6.6 48.8 0.028 Presize 70 51.8 0.361 0.439 ---Duct Name: ST -340, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 392 0.000 Up: SMT -100 55 20 0.017 0.000 Rect 1.2 10 0.0 0.000 Presize 544 5.8 0.391 0.409 ---Duct Name: ST -350, Feeds Into: Unfinished Basement, Effective Length: 0.5 Trunk 0.0003 16.9 410 0.000 Up: SMT -100 55 25 0.017 0.000 Rect 0.5 10 0.0 0.000 Presize 711 2.9 0.391 0.409 ---Duct Name: ST -360, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 222 0.000 Up: ST -500 55 20 0.006 0.000 Rect 0.7 10 0.0 0.000 Presize 308 3.3 0.391 0.409 ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 59.0 Runout 0.0003 6 311 0.007 Up: ST -520 55 4.7 0.030 0.011 Rnd 22.7 6.6 36.3 0.018 Presize 61 35.6 0.373 0.427 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 4-G, 2-I, Effective Length: 78.8 Runout 0.0003 6 311 0.009 Up: ST -460 55 4.7 0.030 0.015 Rnd 29.8 6.6 49.0 0.024 Presize 61 46.9 0.367 0.433 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 4-G, 2-I, Effective Length: 89.9 Runout 0.0003 6 311 0.009 Up: ST -550 55 4.7 0.030 0.018 Rnd 29.8 6.6 60.0 0.027 Presize 61 46.9 0.364 0.436 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes -Quail Ridge - 5292 Qauil St Littleton, CO 80125 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc, 0.0003 Runout 0.0003 5 242 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 -130, Supplies: Mstr WIC, Fittings: 8-A2, 8-A2, 8-A2, 4-I, 2-1, Effective Length: 39.7 0.0003 Runout 0.0003 5 242 0.001 Up: ST -430 128 3.9 0.022 0.008 Rnd 4.3 5.5 35.3 0.009 Presize 33 5.7 0.381 0.419 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 8-A2, 8-A2, 8-A2, 4-I, 2-I, Effective Length: 97.0 0.415 Runout 0.0003 7 322 0.010 Up: ST -480 55 5.4 0.026 0.016 Rnd 37.0 7.7 60.0 0.026 Presize 86 67.8 0.365 0.435 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 4-G, 2-1, Effective Length: 105.4 Presize Runout 0.0003 7 322 0.008 Up: ST -340 55 5.4 0.026 0.019 Rnd 31.8 7.7 73.5 0.028 Presize 86 58.3 0.364 0.436 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 4-G, 2-1, Effective Length: 84.1 52.6 Runout 0.0003 6 280 0.009 Up: ST -440 55 4.7 0.025 0.012 Rnd 36.3 6.6 47.8 0.021 Presize 55 57.1 0.369 0.431 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 59.5 Runout 0.0003 6 280 0.009 Up: ST -570 55 4.7 0.025 0.006 Rnd 36.3 6.6 23.1 0.015 Presize 55 57.1 0.375 0.425 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 48.3 Runout 0.0003 5 132 0.002 Up: ST -580 55 3.9 0.009 0.003 Rnd 19.0 5.5 29.3 0.004 Presize 18 24.9 0.385 0.415 ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-1, Effective Length: 36.5 Runout 0.0003 4 149 0.001 Up: ST -390 128 3.1 0.013 0.003 Rnd 11.5 4.4 25.0 0.005 Presize 13 12 0.385 0.415 ---Duct Name: SR -200, Supplies: Foyer, Fittings: 4-H, 2-I, Effective Length: 40.8 Runout 0.0003 5 381 0.001 Up: ST -590 55 3.9 0.055 0.021 Rnd 2.7 5.5 38.1 0.022 Presize 52 3.5 0.368 0.432 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 4-G, 2-I, Effective Length: 57.6 Runout 0.0003 7 243 0.001 Up: ST -520 55 5.4 0.016 0.008 Rnd 5.0 7.7 52.6 0.009 Presize 65 9.2 0.381 0.419 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Littleton, CO 80125 ® Elite Software Development, Inc, Remington Homes - Quail Ridge - 5292 Qauil St Page 6 _ _ Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc, 0.023 0.008 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 -220, Supplies: Foyer, Fittings: 4-H, 2-I, Effective Length: 49.5 Runout 0.0003 6 265 0.003 Up: ST -470 55 4.7 0.023 0.008 Rnd 14.5 6.6 35.0 0.011 Presize 52 22.8 0.379 0.421 ---Duct Name: SR -230, Supplies: Bath 1, Fittings: 8-A2, 8-A2, 8-A2, 4-I, 2-1, Effective Length: 45.3 Runout 0.0003 4 172 0.003 Up: ST -510 55 3.1 0.018 0.005 Rnd 16.8 4.4 28.5 0.008 Presize 15 17.6 0.383 0.417 ---Duct Name: SR -250, Supplies: Study, Fittings: 4-H, 2-1, Effective Length: 62.3 Runout 0.0003 6 229 0.005 Up: ST -540 55 4.7 0.018 0.006 Rnd 28.5 6.6 33.8 0.011 Presize 45 44.8 0.380 0.420 ---Duct Name: SR -260, Supplies: Study, Fittings: 4-H, 2-I, Effective Length: 75.5 Runout 0.0003 6 229 0.005 Up: ST -600 55 4.7 0.018 0.008 Rnd 28.5 6.6 47.0 0.013 Presize 45 44.8 0.378 0.422 ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 4-H, 2-I, Effective Length: 30.7 Runout 0.0003 4 470 0.003 Up: ST -450 55 3.1 0.105 0.029 Rnd 2.7 4.4 28.0 0.032 Presize 41 2.8 0.358 0.442 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-1, Effective Length: 68.6 Runout 0.0003 7 322 0.008 Up: ST -490 55 5.4 0.026 0.010 Rnd 31.8 7.7 36.8 0.018 Presize 86 58.3 0.373 0.427 ---Duct Name: SR -350, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 62.5 Runout 0.0003 6 280 0.009 Up: ST -420 55 4.7 0.025 0.007 Rnd 36.3 6.6 26.2 0.016 Presize 55 57.1 0.374 0.426 ---Duct Name: SR -360, Supplies: Kitchen/Dining, Fitting: 2-I, Effective Length: 47.1 Runout 0.0003 6 311 0.005 Up: ST -360 55 4.7 0.030 0.010 Rnd 15.5 6.6 31.6 0.014 Presize 61 24.3 0.377 0.423 ---Duct Name: ST -370, Feeds Into: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 15.2 289 0.000 Up: ST -470 55 20 0.010 0.000 Rect 3.5 10 0.0 0.000 Presize 401 17.5 0.390 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM FRhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. ith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St eton, CO 80125 _ Page 7 Manual D Ductsize Data - Duct System 1 - Supply (cont`d) --Duct Name, etc. Trunk 0.0003 15.2 9 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 -390, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 9 0.000 Up: ST -570 128 20 0.000 0.000 Rect 1.5 10 0.0 0.000 Presize 13 7.5 0.390 0.410 ---Duct Name: ST -400, Feeds Into: Unfinished Basement, Effective Length: 0.3 Trunk 0.0003 15.2 48 0.000 Up: ST -580 55 20 0.000 0.000 Rect 0.3 10 0.0 0.000 Presize 67 1.7 0.390 0.410 ---Duct Name: ST -410, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 93 0.000 Up: ST -420 55 20 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 129 5 0.390 0.410 ---Duct Name: ST -420, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 133 0.000 Up: ST -560 55 20 0.002 0.000 Rect 2.3 10 0.0 0.000 Presize 184 11.7 0.390 0.410 ---Duct Name: ST -430, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 151 0.000 Up: ST -440 55 20 0.003 0.000 Rect 1.3 10 0.0 0.000 Presize 209 6.7 0.390 0.410 ---Duct Name: ST -440, Feeds Into: Unfinished Basement, Effective Length: 3.0 Trunk 0.0003 15.2 190 0.000 Up: ST -450 55 20 0.005 0.000 Rect 3.0 10 0.0 0.000 Presize 264 15 0.390 0.410 ---Duct Name: ST -450, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 15.2 220 0.000 Up: ST -590 55 20 0.006 0.000 Rect 2.2 10 0.0 0.000 Presize 305 10.8 0.390 0.410 ---Duct Name: ST -460, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 76 0.000 Up: ST -520 55 20 0.001 0.000 Rect 1.2 10 0.0 0.000 Presize 106 5.8 0.391 0.409 ---Duct Name: ST -470, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 16.9 261 0.000 Up: ST -480 55 25 0.007 0.000 Rect 0.7 10 0.0 0.000 Presize 453 3.9 0.390 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads thte software ueveiopment, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil Littleton, CO 80125 Pagel Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk Trunk 0.0003 16.9 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 -480, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk Trunk 0.0003 16.9 311 Up: ST -610 55 25 0.010 Rect 1.2 10 0.0 Presize 539 6.8 0.390 ---Duct Name: ST -490, Feeds Into: Unfinished Basement, Effective Length: 2.8 20 Trunk 0.0003 16.9 410 Up: ST -350 55 25 0.017 Rect 2.8 10 0.0 Presize 711 16.5 0.391 ---Duct Name: ST -500, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 253 Up: ST -550 55 20 0.008 Rect 1.2 10 0.0 Presize 352 5.8 0.391 ---Duct Name: ST -510, Feeds Into: Unfinished Basement, Effective Length: 4.5 Trunk 0.0003 15.2 178 Up: ST -360 55 20 0.004 Rect 4.5 10 0.0 Presize 247 22.5 0.391 ---Duct Name: ST -520, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 15.2 167 Up: ST -510 55 20 0.004 Rect 3.8 10 0.0 Presize 232 19.2 0.391 ---Duct Name: ST -540, Feeds Into: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 15.2 32 Up: ST -460 55 20 0.000 Rect 0.8 10 0.0 Presize 45 4.2 0.391 ---Duct Name: ST -550, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 297 Up: ST -600 55 20 0.010 Rect 1.0 10 0.0 Presize 413 5 0.391 ---Duct Name: ST -560, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 Up: ST -430 55 20 Rect 1.3 10 Presize 184 6.7 ---Duct Name: ST -570, Feeds Into: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 15.2 Up: ST -400 55 20 Rect 1.7 10 Presize 67 8.3 133 0.002 0.0 0.390 48 0.000 0.0 0.390 0.000 0.000 0.000 0.410 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.409 0.000 0.000 0.000 0.410 0.000 0.000 0.000 0.410 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Commercial HVAC Loads Elite Software Development, Inc. LRIac-Residential&Light h &WillisHVACLLCRemington Homes - Quail Ridge - 5292 Qauil St ton, CO 80125 _ _ Page 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 Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -580, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 61 0.000 Up: ST -410 55 20 0.001 0.000 Rect 2.3 10 0.0 0.000 Presize 85 11.7 0.390 0.410 ---Duct Name: SR -370, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 39.3 Runout 0.0003 6 357 0.001 Up: ST -370 128 4.7 0.035 0.013 Rnd 3.2 6.6 36.1 0.014 Presize 70 5 0.376 0.424 ---Duct Name: ST -590, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 257 0.000 Up: ST -370 55 20 0.008 0.000 Rect 1.3 10 0.0 0.000 Presize 357 6.7 0.390 0.410 ---Duct Name: ST -600, Feeds Into: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 15.2 330 0.000 Up: ST -340 55 20 0.012 0.000 Rect 1.7 10 0.0 0.000 Presize 458 8.3 0.391 0.409 ---Duct Name: ST -610, Feeds Into: Unfinished Basement, Effective Length: 3.0 Trunk 0.0003 16.9 360 0.000 Up: ST -490 55 25 0.013 0.000 Rect 3.0 10 0.0 0.000 Presize 625 17.5 0.391 0.409 ---Duct Name: SR -380, Supplies: Great Room, Effective Length: 34.8 Runout 0.0003 7 322 0.009 Up: ST -610 55 5.4 0.026 0.000 Rnd 34.8 7.7 0.0 0.009 Presize 86 63.8 0.381 0.419 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. Summa u ; _ Number of active trunks: 27 Number of active runouts: 24 Total runout outlet airflow: 1,342 Main trunk airflow: 1,255 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -140 Smallest trunk diameter: 15.2 ST -340 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton. CO 80125 11 Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Summary Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.442 SR -280 Return loss added to supply: 0.087 Total effective length of return ( ft.): 190.1 Crawl RA Total effective length of supply ( ft.): 230.8 SR -280 Overall total effective length ( ft.): 420.9 Crawl RA to SR -280 Design overall friction rate per 100 ft.: 0.119 (Available SP x 100 / TEL) System duct surface area (No Scenario): 1105.1 Total system duct surface area: 1105.1 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 91 Page 11 Manual D Ductsize Data - Duct System 9 - Return ---Duct Name, etc. 0.0003 8 Trunk 0.0003 15.2 488 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 -240, Feeds From: Unfinished Basement, Effective Length: 3.8 0.0003 8 Trunk 0.0003 15.2 488 0.001 Up: RT -250 75 20 0.024 0.000 Rect 3.8 10 0.0 0.001 Presize 678 19.2 -0.034 0.009 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 2.0 150 25.1 Trunk 0.0003 16.9 296 0.000 Up: RMT -100 75 25 0.009 0.000 Rect 2.0 10 0.0 0.000 Presize 513 11.7 -0.036 0.087 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 0.161 0.012 Trunk 0.0003 15.2 164 0.000 Up: RT -270 75 20 0.003 0.000 Rect 1.2 10 0.0 0.000 Presize 228 5.8 -0.033 0.007 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 164 0.000 Up: RT -160 75 20 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 228 9.2 -0.033 0.007 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 164 0.000 Up: RT -150 75 20 0.003 0.000 Rect 1.5 10 0.0 0.000 Presize 228 7.5 -0.033 0.007 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 109 0.000 Up: RT -140 75 20 0.002 0.000 Rect 1.8 10 0.0 0.000 Presize 152 9.2 -0.033 0.007 ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 162.6 Trunk 0.0003 18.6 644 0.000 Up: Fan 75 25 0.031 0.051 Rect 1.0 12 161.6 0.051 Presize 1,341 6.2 -0.036 0.087 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 32.8 Runout 0.0003 8 430 0.004 Up: RT -280 75 6.2 0.036 0.008 Rnd 12.0 8.7 20.8 0.012 Presize 150 25.1 -0.024 0.012 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.1 Runout 0.0003 4 607 0.024 Up: RT -290 75 3.1 0.161 0.012 Rnd 14.7 4.4 7.5 0.036 Presize 53 15.4 0.000 0.036 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 0 Page 12 Manual D Ductsize Data - Duct System 1 - Return (cont'd) ---Duct Name, etc. 0.0003 Trunk 0.0003 15.2 488 Up: RT -280 75 20 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: Main High, Returns From: Foyer, Fitting: 6-L, Effective Length: 28.1 Runout 0.0003 12.9 473 Up: RT -170 75 14 0.027 Rect 1.0 10 27.1 Presize 460 4 -0.028 ---Duct Name: RT -250, Feeds From: Unfinished Basement, Effective Length: 3.7 0.0003 Trunk 0.0003 15.2 488 Up: RT -280 75 20 0.024 Rect 3.7 10 0.0 Presize 678 18.3 -0.035 ---Duct Name: Main Low, Returns From: Foyer, Fitting: 6-L, Effective Length: 31.1 Runout 0.0003 12.9 Up: RT -240 75 14 Rect 4.2 10 Presize 450 16.7 ---Duct Name: RT -270, Feeds From: Unfinished Basement, Effective Length: 7.5 Trunk 0.0003 15.2 Up: RT -240 75 20 Rect 7.5 10 Presize 228 37.5 ---Duct Name: RT -280, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RMT -100 75 20 Rect 1.0 10 Presize 828 5 ---Duct Name: RT -290, Feeds From: Unfinished Basement, Effective Length: 3.3 Trunk 0.0003 16.9 Up: RT -170 75 25 Rect 3.3 10 Presize 53 19.4 463 0.026 27.0 -0.026 164 0.003 0.0 0.033 0.000 0.007 0.008 0.008 0.001 0.000 0.001 0.010 0.001 0.007 0.008 0.008 0.000 0.000 0.000 0.053 596 0.000 0.035 0.000 0.0 0.000 -0.036 0.011 31 0.000 0.0 -0.036 ---Duct Name: Mstr High, Returns From: Master Bedroom, Fitting: 6-L, Effective Length: 33.8 Runout 0.0003 7 284 Up: RT -130 75 5.4 0.021 Rnd 21.0 7.7 12.8 Presize 76 38.5 -0.026 ---Duct Name: Mstr Low, Returns From: Master Bath, Fitting: 6-L, Effective Length: 32.6 Runout 0.0003 7 284 Up: RT -140 75 5.4 0.021 Rnd 19.8 7.7 12.8 Presize 76 36.3 -0.027 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fitting: 6-L, Effective Length: 33.8 Runout 0.0003 7 284 Up: RT -300 75 5.4 0.021 Rnd 21.0 7.7 12.8 Presize 76 38.5 -0.026 0.000 0.000 0.000 0.087 0.004 0.003 0.007 0.007 0.004 0.003 0.007 0.007 0.004 0.003 0.007 0.007 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 E _Pae 13 Manual D Ductsize Data - Duct System I - 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: RT -300, Feeds From: Unfinished Basement, Effective Length: 5.5 Trunk 0.0003 15.2 55 0.000 Up: RT -130 75 20 0.001 0.000 Rect 5.5 10 0.0 0.000 Presize 76 27.5 -0.033 0.007 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: 12 Number of active runouts: 7 Total runout outlet airflow: 1,341 Main trunk airflow: 1,341 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Main High Smallest trunk diameter: 15.2 RT -240 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.036 Crawl RA Return loss added to supply: 0.087 Total effective length of return ( ft.): 190.1 Crawl RA System duct surface area (No Scenario): 350.9 Total system duct surface area: 350.9 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM - Residential & Light Commercial HVAC Loads ith & Willis HVAC LLC [Rhvac Elite Software Development, Inc. Remington Homes - Quail Ridge - 5292 Qauil St tleton, CO 80125 Page 14 j Total Building Summary Loads Component Area Sen Lat Sen Total Descri tp ion _ _ _ Quan Loss Gain Gain _Gain Remington: Glazing- 439 9,093 0 11,902 11,902 Remington Door: Door- 17.8 246 0 89 89 R23: Wall-Frame, Custom, R-23 Wall 2316.4 9,912 0 2,052 2,052 R11 Draped-8: Wall-Basement, Custom, R11 Draped 1186.7 4,382 0 129 129 R11 Draped-9: Wall-Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped-4: Wall-Basement, Custom, R11 Draped 398.9 1,506 0 63 63 166-50: Roof/Ceiling-Under Attic with Insulation on Attic 2160.6 2,982 0 2,119 2,119 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1661.7 2,293 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21A-32: Floor-Basement, Concrete slab, any thickness, 2 529.7 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,879 0 16,371 16,371 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 151, Summer CFM: 139 9,387 -3,410 2,390 -1,020 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.25 gal/day : 4,492 0 0 0 AED Excursion: 0 0 2,436 2,436 Total Building Load Totals: 45,758 -2,610 24,617 22,007 Check Figures Total Building Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 Building Loads Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 15 System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain _ Gain Remington: Glazing- _ 439 9,093 0 11,902 11,902 Remington Door: Door- 17.8 246 0 89 89 R23: Wall -Frame, Custom, R-23 Wall 2316.4 9,912 0 2,052 2,052 R11 Draped -8: Wall -Basement, Custom, R11 Draped 1186.7 4,382 0 129 129 R11 Draped -9: Wall -Basement, Custom, R11 Draped 196.6 716 0 15 15 R11 Draped -4: Wall -Basement, Custom, R11 Draped 398.9 1,506 0 63 63 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2160.6 2,982 0 2,119 2,119 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1661.7 2,293 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21A-32: Floor -Basement, Concrete slab, any thickness, 2 529.7 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,879 0 16,371 16,371 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 151, Summer CFM: 139 9,387 -3,410 2,390 -1,020 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 12.25 gal/day : 4,492 0 0 0 AED Excursion: 0 0 2,436 2,436 System 1 Whole House System Load Totals: 45,758 -2,610 24,617 22,007 F Check Figures Supply CFM: 1,265 CFM Per Square ft.: 0.291 Square ft. of Room Area: 4,353 Square ft. Per Ton: 2,374 Volume (ft') of Cond. Space: 44,181 System Loads Total Heating Required Including Ventilation Air: 45,758 Btuh 45.758 MBH Total Sensible Gain: 24,617 Btuh 100 % Total Latent Gain: -2,610 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,617 Btuh 2.05 Tons (Based On Sensible + Latent) Notes Rhvac is an A_C_6X,4 proved 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 Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 E Page 16 Equipment 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 CA13NA036****C C N PV*4221 AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Pae 17 Detailed Room Loads - Room 9 - Foyer (Average Load Procedure) General - : ; . . Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 243.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 244.0 sq.ft. Supply Air: 104 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.5 AC/hr Volume: 2,458.0 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.: 13 CFM Actual Summer Infil.: 12 CFM Item` 2::'ti� }'; Area : »U- Hf Sen . CIS Lat Sen Desai. bion. ., `�'`" . ` - .. uan it Value . HTM os$ .. HT _ GainQ;Afnl E -Wall-R23 5.2 X 10.1 34.3 0.062 4.3 147 0.9 0 30 N -Wall-R23 12.3 X 10.1 124.3 0.062 4.3 532 0.9 0 110 E -Wall-R23 7.5 X 10.1 43.6 0.062 4.3 187 0.9 0 39 N -Wall-R23 1.7 X 10.1 16.8 0.062 4.3 72 0.9 0 15 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 E -GIs-Remington shgc-0.3 0%S 24 0.300 20.7 497 34.0 0 816 E -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-16B-50 243.8 X 1 243.8 0.020 1.4 336 1.0 0 239 Subtotals for Structure: 2,183 0 1,610 Infil.: Win.: 13.2, Sum.: 12.2 269 3.054 821 0.777 -298 209 AED Excursion: 200 Room Totals: 3,004 -298 2,019 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington MLittleton, Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 CO 80125 Page 18 Detailed Room Loads - Room 2 - Stud (Average Load Procedure) Genera) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 15.8 ft. System Number: 1 Room Width: 11.7 ft. Zone Number: 1 Area: 185.0 sq.ft. Supply Air: 90 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 1,863.0 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.: 19 CFM Actual Summer Infil.: 18 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 11.7 X 10.1 117.6 0.062 4.3 503 0.9 0 104 E -Wall-R23 15.8 X 10.1 159.6 0.062 4.3 683 0.9 0 141 S -Wall-R23 11.7 X 10.1 87.6 0.062 4.3 375 0.9 0 78 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-166-50 184.7 X 1 184.7 0.020 1.4 255 1.0 0 181 Subtotals for Structure: 2,437 0 1,045 Infil.: Win.: 19.3, Sum.: 17.9 395 3.054 1,206 0.778 -438 307 AED Excursion: 174 People: 200 lat/per, 230 sen/per: 1 _ _ _ _ _ 200 230 Room Totals: 3,643 -238 1,756 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 19 Detailed Room Loads - Room 3 - Bedroom 3/0pt Stud (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 176.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 176.0 sq.ft. Supply Air: 65 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,775.0 cuff 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.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain _ S -Wall-R23 12.8 X 10.1 99.3 _ 0.062 4.3 425 0.9 0 88 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-166-50 176 X 1 176 0.020 1.4 243 1.0 0 173 Subtotals for Structure: 1,289 0 802 Infil.: Win.: 6.3, Sum.: 5.9 129 3.054 395 0.781 -144 101 AED Excursion: 124 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 1,684 56 1,257 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 E _ Pa e 20 Detailed Room Loads - Room 4 - Kitchen/Dining (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 341.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 341.0 sq.ft. Supply Air: 245 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 3,440.0 cu.ft. Req. Vent. Clg: 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.: 20 CFM Actual Summer Infil.: 18 CFM Htg Sen Clg Lat Sen TM Loss HTM Gain Gain W -Wall-R23 11.3 X 10.1 74.2 0.062 4.3 317 0.9 0 66 S -Wall-R23 28.8 X 10.1 245.6 0.062 4.3 1,051 0.9 0 218 W -GIs-Remington shgc-0.3 0%S 40 0.300 20.7 828 34.0 0 1,361 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 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-16B-50 341.2 X 1 341.2 0.020 1.4 471 1.0 0 334 Subtotals for Structure: 3,600 0 2,789 Infil.: Win.: 19.8, Sum.: 18.3 405 3.056 1,237 0.778 -449 315 AED Excursion: 473 Equipment: _ _ _ _ _ 0 1,200 Room Totals: 4,837 -449 4,777 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018,11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Pa a 21 Detailed Room Loads - Room 5 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 9.0 ft. System Number: 1 Room Width: 7.2 ft. Zone Number: 1 Area: 65.0 sq.ft. Supply Air: 41 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 651.0 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 HTM Loss HTM Gain Gain E -Wall-R23 9 X 10.1 90.7 0.062 4.3 388 0.9 0 80 UP-Ceil-16B-50 64.5 X 1 64.5 0.020 1.4 89 1.0 0 63 Subtotals for Structure: 477 0 143 Infil.: Win.: 4.4, Sum.: 4.1 91 3.053 277 0.783 -101 71 AED Excursion: 78 Equipment: 0 500 Room Totals: 754 -101 792 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018,11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Pa e 22 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 580.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 580.0 sq.ft. Supply Air: 346 CFM Ceiling Height: 15.1 ft. Supply Air Changes: 2.4 AC/hr Volume: 8,752.0 cu.ft. Req. Vent. Clg: 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.: 34 CFM Actual Summer Infil.: 31 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 19 X 15.1 186.5 0.062 4.3 798 0.9 0 165 N -Wall-R23 15 X 5 75 0.062 4.3 321 0.9 0 66 N -Wall-R23 8.2 X 5 40.8 0.062 4.3 175 0.9 0 36 N -Wall-R23 5.3 X 5 26.6 0.062 4.3 114 0.9 0 24 E -Wall-R23 20.3 X 5 101.7 0.062 4.3 435 0.9 0 90 S -Wall-R23 26.5 X 5 132.5 0.062 4.3 567 0.9 0 117 S -Wall-R23 2 X 15.1 30.2 0.062 4.3 129 0.9 0 27 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 UP-Ceil-1613-50 580.2 X 1 580.2 0.020 1.4 801 1.0 0 569 Subtotals for Structure: 5,412 0 4,494 Infil.: Win.: 34.0, Sum.: 31.4 693 3.055 2,118 0.777 -770 539 AED Excursion: 666 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: - - -_ - 0 800 Room Totals: 7,530 -570 6,729 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St E Littleton, CO 80125 Page 23 Detailed Room Loads - Room 7 - Master Bedroom (Average Load Procedure) General W. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 271.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 271.0 sq.ft. Supply Air: 166 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 2,734.0 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 Description Area Q,uantit -U- Valua Hi g 'Sen H M boss' C1g, HTM . Lat Gain Sen Gain W -Wall-R23 15 X 10.1 97.2 0.062 4.3 416 0.9 0 86 N -Wall-R23 17.3 X 10.1 174.7 0.062 4.3 747 0.9 0 155 S -Wall-R23 4.5 X 10.1 45.4 0.062 4.3 194 0.9 0 40 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 UP-Ceil-166-50 271.2 X 1 271.2 0.020 1.4 374 1.0 0 266 Subtotals for Structure: 2,850 0 2,383 Infil.: Win.: 18.2, Sum.: 16.8 371 3.055 1,134 0.778 -412 289 AED Excursion: 319 People: 200. lat/per, 230 sen/per: _ 1 _ _ _ _ 200 _ 230 Room Totals: 3,984 -212 3,221 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM vac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 1 Smith &Willis HVAC LLC ® Remington Homes -Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 24 Detailed Room Loads - Room 8 - Master Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 87.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 88.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 885.0 cuff 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 Cig Lat Sen f Description Quantity Value HTM Loss HTM Gain Gain,, N -Wall-R23 6.2 X 10.1 50.2 0.062 4.3 215 0.9 0 45 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-16B-50 87.7 X 1 87.7 0.020 1.4 121 1.0 0 86 Subtotals for Structure: 584 0 269 Infil.: Win.: 3.0, Sum.: 2.8 62 3.055 190 0.772 -69 48 AED Excursion: 35 Room Totals: 774 -69 352 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St E Littleton, CO 80125 _ Page 25 Detailed Room Loads - Room 9 - WC (Average Load Procedure) j General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.3 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 20.0 sq.ft. Supply Air: 13 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 201.0 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 X 10.1 52.5 0.062 4.3 225 0.9 0 47 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-166-50 20 X 1 20 0.020 1.4 28 1.0 0 20 Subtotals for Structure: 419 0 159 Infil.: Win.: 3.0, Sum.: 2.7 60 3.059 185 0.777 -67 47 AED Excursion: 23 Room Totals: 604 -67 229 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential >£ Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 26 Detailed Room Loads - Room 90 - Mstr WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 120.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 120.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.6 AC/hr Volume: 1,213.0 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 Gat N -Wall-R23 10.7 X 10.1 107.6 0.062 4.3 460 0.9 0 95 E -Wall-R23 7.8 X 10.1 78.9 0.062 4.3 338 0.9 0 70 UP-Ceil-16B-50 120.2 X 1 120.2 0.020 1.4 166 1.0 0 118 Floor-R50 1 X 11.5 11.5 0.023 1.6 18 0.2 0 2 Subtotals for Structure: 982 0 285 Infil.: Win.: 9.1, Sum.: 8.5 186 3.057 570 0.778 -207 145 AED Excursion: 47 Room Totals: 1,552 -207 477 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qauil St Littleton CO 80125 _ ____Pa e 27 Detailed Room Loads - Room 19 - Unfinished Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,661.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,662.0 sq.ft. Supply Air: 210 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.8 AC/hr Volume: 16,756.0 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.: 14 CFM Actual Summer Infil.: 13 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R11 Draped -8 11.3 X 10.1 114.2 0.051 3.8 428 0.1 0 17 S -Wall-R11 Draped -8 2 X 10.1 20.2 0.051 3.8 76 0.1 0 3 W -Wall-R11 Draped -8 19 X 10.1 171.5 0.051 3.6 626 0.1 0 14 S -Wall-R11 Draped -8 4.5 X 10.1 45.4 0.051 3.8 170 0.1 0 7 W -Wall-R11 Draped -8 15 X 10.1 131.2 0.051 3.6 475 0.1 0 8 N -Wall-R11 Draped -8 19 X 10.1 191.5 0.051 3.8 718 0.1 0 28 N -Wall-R11 Draped -8 21.2 X 10.1 193.4 0.051 3.7 708 0.1 0 17 E -Wall-R11 Draped -9 19.5 X 10.1 196.6 0.051 3.6 716 0.1 0 15 S -Wall-R11 Draped -8 15.8 X 10.1 159.6 0.051 3.8 599 0.1 0 23 S -Wall-R11 Draped -8 17.8 X 10.1 159.7 0.051 3.6 582 0.1 0 12 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 Floor -21A-32 1 X 1661.7 1661.7 0.020 1.4 2,293 0.0 0 0 Subtotals for Structure: 9,047 0 2,095 Infil.: Win.: 14.1, Sum.: 13.0 288 3.056 879 0.779 -319 224 AED Excursion: 255 Room Totals: 9,926 -319 2,574 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 28 EDetailed Room Loads - Room 12 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 529.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 530.0 sq.ft. Supply Air: 53 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,737.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 53 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 610 ft./min. Percent of Supply: 0 % Runout Air Velocity: 610 ft./min. Actual Winter Infil.: 4 CFM Actual Loss: 0.304 in.wg./100 ft. Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Cg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped -4 12.3 X 5.2 63.7 0.051 3.8 241 0.2 0 10 E -Wall-R11 Draped -4 10 X 5.2 51.7 0.051 3.8 195 0.2 0 8 N -Wall-R11 Draped -4 13.3 X 5.2 68.9 0.051 3.8 260 0.2 0 11 E -Wall-R11 Draped -4 15.8 X 5.2 81.8 0.051 3.8 309 0.2 0 13 S -Wall-R11 Draped -4 25.7 X 5.2 132.7 0.051 3.8 501 0.2 0 21 Floor -21A-32 1 X 529.7 529.7 0.020 1.4 731 0.0 0 0 Subtotals for Structure: 2,237 0 63 Infil.: Win.: 4.5, Sum.: 4.2 92 3.052 280 0.774 -102 71 AED Excursion: 15 Room Totals: 2,517 -102 149 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential i£ Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC. Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 29 Detailed Room Loads - Room 93 - Bath I (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.8 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 71.0 sq.ft. Supply Air: 15 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 716.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen Clg Lat Sen Description, Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 6 X 5.2 23 0.062 4.3 98 0.9 0 20 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-166-50 71 X 1 71 0.020 1.4 98 1.0 0 70 Subtotals for Structure: 362 0 234 Infil.: Win.: 1.5, Sum.: 1.4 31 3.063 95 0.774 -34 24 AED Excursion: 28 Room Totals: 457 -34 286 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM -Residenial &Light Commercial HVAC Loads Elite Software Development, Inc. &WillisHVACLLCRemington [Rhc Homes - Quail Ridge - 5292 Qauil St on, CO 80125 Page 30 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Foyer 244 3,004 64 5,6 - 2,019 -298 112 104 2 Study 185 3,643 77 6,6 - 1,756 -238 97 90 3 Bedroom 3/Opt 176 1,684 36 7 - 1,257 56 70 65 Study 4 Kitchen/Dining 341 4,837 102 6,6,6,6 - 4,777 -449 264 245 5 Mud Room 65 754 16 4 - 792 -101 44 41 6 Great Room 580 7,530 159 7,7,7,7 - 6,729 -570 372 346 7 Master Bedroom 271 3,984 84 6,6,6 - 3,221 -212 178 166 8 Master Bath 88 774 16 5 - 352 -69 19 18 9 WC 20 604 13 4 - 229 -67 13 13 10 Mstr WIC 120 1,552 33 5 - 477 -207 26 33 11 Unfinished 1,662 9,926 210 6,6,6 - 2,574 -319 142 210 Basement 12 Crawl Space 530 2,517 53 11-4 610 149 -102 8 53 13 Bath 1 71 457 10 4 - ......._ . _. ........ 286 -34 _ _ 16 _ 15 Humidification4,492 _............ ... ......... ........- System 1 total 4,353 45,758 8.713 24,617 2610 1,362 1,265 System 1 Main Trunk Size: 25x17 in. Velocity: 425 ft./min Loss per 100 ft.: 0.012 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. CoolCool g tem Summary 77771 Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.05 112%/-12% 24,617 -2,610 24,617 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036****C Indoor Model: CNPV*4221AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. rRhvac mith & Willis HVAC LLC Remington Homes -Quail Ridge - 5292 Qauil St ttleton, CO 80125 Page 31 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces East At least one system with its System Air Type input set to Fixed was changed to Auto during the building rotation. If you want to change this behavior uncheck the option on the General tab of the Select Reports dialog called "Always use Auto for System Air Type for Building Rotation Report." Individual Rooms 00 450 900 1350 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Foyer *112 105 76 92 101 84 64 86 5,6 2 Study 97 *120 119 98 77 98 114 110 6,6 3 Bedroom 3/Opt 70 92 *93 73 52 73 89 84 7 Study 4 Kitchen/Dining 264 *277 238 232 222 244 243 265 6,6,6,6 5 Mud Room 44 *45 41 40 40 40 40 41 4 6 Great Room *372 319 220 282 336 310 247 321 7,7,7,7 7 Master Bedroom *178 149 97 132 161 147 113 152 6,6,6 8 Master Bath 19 29 *34 29 22 29 32 27 5 9 WC 13 19 *22 19 14 19 21 18 4 10 Mstr WIC *33 33 33 33 33 33 33 33 5 11 Unfinished *210 210 210 210 210 210 210 210 6,6,6 Basement 12 Crawl Space *53 53 53 53 53 53 53 53 1-4 13 Bath 1 16 22 *22 17 11 17 21 20 4 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East 1,362 24,617 *-2,610 2.05 45° Southeast *1,364 *24,645 -2,610 *2.05 90° South 1,122 20,272 -2,610 1.69 135° Southwest 1,180 21,320 -2,610 1.78 180° West 1,194 21,573 -2,610 1.80 225° Northwest 1,236 22,337 -2,610 1.86 270' North 1,148 20,752 -2,610 1.73 315° Northeast 1,306 23,604 -2,610 1.97 * Indicates highest value of all rotations. M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 E Page 32 Buildin Rotation Re ort (cont'd) 2.0 1.9 Building Rotation Tonnage East Southeast South Southwest West Northwest North Northeast Direction Front door Faces - Buildinq Net Tonnaqe M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC ERemington Homes - Quail Ridge - 5292 Qauil St Littleton, CO 80125 Page 33 Building Rotation Re ort cont'd Building Rotation Hourly Net Gain 30,000 29,000 28,000 27,000 26,000 25,000 24,000 L e23,000 (7 22,000 a 21,000 20,000 19,000 18,000 17,000 16,000 15,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm Time of Day —,1r— Front door faces East waw-- Front door faces Southeast ---�-- Front door faces South -- Front door faces Southwest --F— Front door faces West �— Front door faces Northwest Front door faces North —0— Front door faces Northeast 5 pm 6 pm 7 pm M:\ ...\Remington Homes - Quail Ridge - 5292 Quail St.rhv Wednesday, September 19, 2018, 11:06 AM 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