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HomeMy WebLinkAbout5246 Pierson Courti CITY'OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3!0- 64,+ er Rd e a�P_ Job Address: 5-Zq6 Evprk, c -t. Permit Number: 101go Z q13 ❑ No one available for inspection: TimeI PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: V —1 nspedt9r-&=,,,— DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Solar PERMIT - 201802993 PERMIT NO: 201802993 ISSUED: 11/20/2018 JOB ADDRESS: 5246 Pierson Ct EXPIRES: 11/20/2019 JOB DESCRIPTION: Installation of 12 solar panels on existing roof 3.6 kw. (12 Silfab SLA 300M Modules and 12 Ephase IQ7-60-2-INT Micro-interverters. *** CONTACTS *** OWNER (303)514-7305 FERRIN TARA M/RYAN SUB (888)781-7074 Dave Rasmussen 180349 Ion Developer 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: 5,220.00 FEES Total Valuation 0.00 Residential Solar 500.00 ** TOTAL ** 500.00 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications= applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thisppermit. I f rther attest that I am legally authorized to include al I entities named within this document as parties to the work to be pertormed�t► that all work be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of (T"ER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in thepermit application and accompanyingFlans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division, 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinaniejor regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. .zt w City of - W heat j�i%e COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29"' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permitsC&-ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # / , �i ` ! `J rec 1 Plan Review Fee: ` y Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 5246 Pierson Court, Wheat Ridge, Colorado 80033 Property Owner (please print): Ryan Ferrin Phone: (303) 514-7305 Property Owner Email: rdf04@hotmaii.com Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 5246 Pierson Court City, State, Zip: Wheat Ridge, Colorado 80033 Architect/Engineer: Architect/Engineer E-mail: Contractor Name: City of Wheat Ridge License #: 180349 Phone: Phone: 888-781-7074 Contractor E-mail Address: permit@ionsolar.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Emily Mckell Phone: 888-781-7074 x8521 CONTACT EMAIL(p/ease print): Permits@ionsolar.com Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL x0 RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Installation of solar panels on an existing residential roof. 3.60 kW (12) SILFAB SLA -300M MODULES AND (12) ENPHASE IQ7-60-2-INT MICRO -INVERTERS Sq. FULF Amps Squares BTUs For Solar: 3.60 Gallons KW 12 # of Panels _41Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: _ Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 5,220 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name):DATE: 11/8/2018 Printed Name: Emily Mckell DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT C MMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: Tuesday, October 9, 2018 Ion Solar 4801 North University Avenue, STE 900 Provo, UT, 84604 RE: ROOF EVALUATION FOR 5246 PIERSON COURT, WHEAT RIDGE, COLORADO I evaluated the support system for the proposed solar array for the residence located at 5246 Pierson Court, Wheat Ridge, Colorado. The information used to evaluate this structure is based off of a field visit done by Ion Solar on behalf of Epic Engineering. It is my understanding that the roof structure consists of pre -manufactured trusses at 24" o.c. where the solar panels will be located. The existing roofing material consists of asphalt shingles. The roof of the structure is 450 square feet and will be supporting 12 solar panels covering an area of 210 square feet. The following loads were used in the analysis: Dead Load 5400 lbs (12.0 psf design load) Snow Load 13500 lbs (30.0 psf design load) Solar Panels 630 lbs (3.0 psf design load) International Existing Building Code (IEBC) 2015 Section 807.4 indicates that alterations to a building that result in less than 5% increase in the gravity loads may be performed without a structural evaluation of the existing building. The proposed alteration to the required loading of the structure results a 3.3% increase over the current loading requirements, which is allowed by IEBC 2015. It is my recommendation that the existing trusses will safely and adequately support the solar panels. The roof attachments should be staggered such that the mounting hardware can be attached to each truss at 24" o.c. in order for the loads to be evenly distributed along the trusses. The racking should be installed per the manufacturer's specifications directly to the truss top chords. The attachments consist of a 5/16" or 18/8 SS lag screw with 2" minimum penetration into the truss top chord. The fasteners should be centered on the member width. I can be reached at 435-654-6600 extension 123 with any questions. Respectfully, Adam Huff, S.E. Epic Engineering, P.C. Heber City, UT 435-654-6600 ow of whee Ridge "*&ap 000 West Valley, UT 801-955-5605 Williston, ND 701-774-5200 Killdeer, ND 701-764-7131 Vernal, UT 435-781-2113 Mesa, AZ 480-309-6504 www.epiceng.net Flay® 50 East 100 South Heber City, Utah 84032 (435) 654-6600 (435) 654-6622 FAX Design Wind Speed 3 -Sec Gust 136 mph Risk Category 11 Wind Exposure C Area of Roof 450 ft2 Number of Solar Panels 12 Area of Solar Panels @ 17.5 sq. ft. per panel' 210 Number of connection points 37 5% Weight Increase Calculation,(Based on IEBC 2015 Section 807.4) Total Roof 6L (12 psf,design) 5400 lbs Total Roof SL (30,psf design) 13500 lbs PV Array Load (3..psf design) - 630 lbs Weight Increase w/ PV Array ; 3.3% PASS Solar Panel Attachment Calculations `(Based on NDS 2015. table 12.2A and table 12K) 5/16" lag 'Screw pullout capacity ,, 532 lbs _ 5/16" lagscrew shear papacity .190 lbs Tributary area per connection 3.6 ft Wind pressdrq 62.8 psf pullout on lag screw (Trib area.,* Pressure) 229.1 lbs ' PASS Minimum embed depth of 5/16" lag screw 2 in Shear on 5/16" lag screw ((SL+ Solar Load)* Trib Area)* sin(roof piic4) 92.2 lbs PASS i • City of Wheat Ridge Building Division Data Sheet Enphase Microinverters Region: APAC Enphase IQ 7 and The high-powered smart grid -ready Enphase IQ 7 Micro" and Enphase IQ 7+ Micro' IQ 7+ achieve the highest system efficiency. Microinverters Part of the Enphase IQ System, the IQ 7 and IQ 7+ Micro integrate seamlessly with the Enphase Envoy -S', and the Enphase Enlighten'" monitoring and analysis software. The IQ 7 and IQ 7+ Micro extend the reliability standards set forth by previous generations and undergo over a million hours of power -on testing, enabling Enphase to provide an industry-leading warranty. Easy to Install Lightweight and simple Faster installation with improved, lighter two -wire cabling Productive and Reliable Optimized for high powered 60 -cell and 72 -cell* modules More than a million hours of testing Class II double -insulated enclosure Smart Grid Ready Complies with advanced grid support, voltage and frequency ride -through requirements Remotely updates to respond to changing grid requirements Configurable for varying grid profiles * The IQ 7+ Micro is required to support 72 -cell modules To learn more about Enphase offerings, visit enphase.com/au a E N P H AS E, Enphase rQ 7 angIQ 7+ Microinverters t W., IN a INPUT DATA (DC) IQ7-60-2-INT IQ7PLUS-72-2-INT Commonly used module pairings' 235 W - 350 W + 235W -440W+ Module compatibility 60 -cell PV modules only 60 -cell and 72 -cell PV modules Maximum input DC voltage 48V 60V Peak power tracking voltage 27 V - 37 V 27V -45V Operating range 16V -48V 16 V - 60 V Min/Max start voltage 22V/48V 22 V / 60 V Max DC short circuit current (module Isc) 15A 15 A Overvoltage class DC port 11 II DC port backfeed under single fault 0 A 0 A PV array configuration AC side protection requires max 20A per branch circuit OUTPUT DATA (AC) IQ 7 Microinverter IQ 7+ Microinverter Peak output power 250 VA 295 VA Maximum continuous output power 240 VA 290 VA Nominal (L -N) voltage/range' 230 V / 184-276 V 230 V / 184-276 V Maximum continuous output current 1.04 A 1.26 A Nominal frequency 50 Hz 50 Hz Extended frequency range 45 - 55 Hz 45 - 55 Hz Maximum units per 20 A (L -N) branch circuit 16 (230 VAC) 13 (230 VAC) Overvoltage class AC port III III AC port backfeed current 0 A 0 A Power factor setting 1.0 1.0 Power factor (adjustable) 0.7 leading ... 0.7 lagging 0.7 leading ... 0.7 lagging EFFICIENCY @230 V @230 V EN 50530 (EU) weighted efficiency 96.5% 96.5% MECHANICAL DATA Ambient temperature range -40°C to +65°C Relative humidity range 4% to 100% (condensing) Connector type MC4 (or Amphenol H4 UTX with additional Q -DCC -5 adapter) Dimensions (WxHxD) 212 mm x 175 mm x 30.2 mm (without bracket) Weight 1.08 kg Cooling Natural convection - No fans Approved for wet locations Yes Pollution degree PD3 Enclosure Class II double -insulated Environmental category / UV exposure rating Outdoor - IP67 FEATURES Communication Power Line Communication (PLC) Monitoring Enlighten Manager and MyEnlighten monitoring options Compatible with Enphase IQ Envoy Compliance (pending) AS 4777.2, RCM, IEC/EN 61000-6-3, IEC/EN 62019-1, IEC/EN 62109-2 1. No enforced DC/AC ratio. See the compatibility calculator at https://enphase.com/en-us/suppo[t/module-compatibility. 2. Nominal voltage range can be extended beyond nominal if required by the utility. To learn more about Enphase offerings, visit enphase.com/au © 2018 Enphase Energy. All rights reserved. All trademarks or brands used are the property of Enphase Energy, Inc. E N P H A S E. 2018-01-23 Technical Datasheet (� 1 ms`s Si Ifs b SOLAR SILFAB SLA -M 280/285/290/295/300 The Silfab SLA -M 60 -cell monocrystalline module series is the result of the experience of the Sitfab technical team, specialized in the entire photovoltaic value chain, with modules produced and operating for over 33 years. The SLA -M modules are ideal for ground -mount, roof -top and solar tracking installations where maximum power density is preferred. Maximum Efficiency 60 of the highest efficiency, best quality monocrystaltine cells result in a maximum power rating of up to 300 Wp. Positive Tolerance (-0/+5W) module sorting achieves the maximum electrical performance of the PV system. Industry Experts Silfab's technical team has specialized experience in the entire photovoltaic value chain, with modules produced and operating for over 33 years. Highest Automation Strict quality controls during each step at one of the world's most automated module production facilities. Increased Quality Top quality materials and 100% EL testing guarantee a trustworthy 25 -year performance warranty. Reduced Weight Engineered to accommodate low load bearing structures while maintaining highly durable mechanical characteristics including a maximum loading of 5400 Pa. Available in Black �pDE �H BAA ARRA M � ;_+' �,b• TARRIF 1 1 1 OiPrH •A��� FREE HIGH ,]5-TERRGURMNTEE StandardElectrical Specifications - Test Conditions %/K -Q.35 NOCT (t 2'C) ° C _ , _, 45 Operating temperature Module Power (Pmax) _ I Wp 280 285 290 295_ 300 Maximum power voltage (Vpmax) _ V 31.7 32.0 32.4 32.7 32.9 Maximum power current (Ipmax) A 8.83 8.91 8.97 9.04 9.26 Open circuit voltage (Voc)_ V 38.7 39.1 39.6 40 40.53 Short circuit current (Isc) A 9.40 9.47_ 9.54 9.61 9.76 Module efficient % 17.1 17.4_` 17.8 18.06 _ 18.8 Maximum system voltaje (VDC) V 1000 Series fuse rating A 15 Power tolerance WD -0/+5 Measurement conditions: STC 1000 W/m1 • AM 1.5 • Temperature 25 'C ° Measurement uncertainty s 3% • Sun simulator calibration reference modules from Fraunhofer Institute Electrical characteristics may vary by t5% and power by -0/+5W. �[allll7:iC•\(11[:1 Cf•1�111• Temperature Coefficient Isc %/K 0.03 Temperature Coefficient Pmax %/K -Q.35 NOCT (t 2'C) ° C _ , _, 45 Operating temperature °C -40/+85 Mechanical Properties and Componentsn t Module weight (t 1 kg) kg 19 Dimensions (H x Lx D; t 1mm) mm 1650 x 990 x 38 Maximum surface load (wind/snow)• N/m2 _ _ 5400 Hail impact resistance o 25 mm at 83 km/h Cells C{ 60 - Si monocrystalline_- 3 or 4 bulbar - 156 x 156 mm Blau PraR11 Yew 3.2 mm high transmittance, tempered, antireflective coating Enca PID-resistant EVA Backsheet _N_' Multila_ yer polyester -based Frame Anodized At Junction Box 3 diodes-45V/12A, IP67 Cables and connectors* 1200 mm o 5.7 mm 4 mm , gzx connector, MC4 comparable • See installation manual Module product warranty 12 years 25 years t 97% end of 111 year Linear power performance guarantee a 90% end of 12th year t 82% end of 250, year Product Factory Caution: Read the safety and installation manual before using this product. Third -party generated pan files from PV Evolution Labs are available for 280M, 285M, 290M, 295M and 300M. SOLAR Silfab Solar Inc. 240 Courtneypark Drive East • Mississauga, Ontario Canada L5T 2S5 Tel +1 905-255-2501 • Fax +1 905-696-0267 info@silfab.ca ° www.sitfab.ca rating: lype z (type 'I on request ISO 9001:2008 C E ® E9 \1w) .� 751 Fraunhofer 38 D-0 681 ria. ' uwanq sWt I moo_ 5� gg di '6 C{ PraR11 Yew _N_' i` Silfab "" SOL" The recommended maximum series/parallel configurations (for 1000V Maximum Series Voltage) are as follows: Product Modules in Series* Modules in Parallel SLA -M 20 1 SSA -M 23 1 SLA -P 20 1 SSA -P 24 1 SLG -M 16 1 SSG -M 19 1 SLG -P 17 1 SSG -P 19 1 "Refer to NEC 690.7 or the relevant local codes and regulations for the correct V c correction factor according to the respective temperatures. If this information is not available, a 1.25 multiplying factor can be used as default value for correction of Va. ® Use only the same type of connectors, to ensure reliability of the electrical connection. ® For conductors, utilize suitable "Wet or Dry" type sunlight resistant cable (PV -Wire or USE -2 type) with temperature rating of 90°C or higher and sized 12 AWG or larger. Verify the junction box lid is firmly closed before installing the module. Before connection of the system to the grid, the PV system must be approved for correct installation, by all appropriate authorities. ® Lightning protection is recommended for PV systems that are to be installed in locations with high probability of lightning strikes. ® The design of the PV system should be done by a qualified person familiar with PV system design. Silfab does not assume any responsibility for how the modules are installed or how the system is designed. 0 2011.2015 Silfab Solar Inc. - Specifications in this manual are subject to revisions without notice SAFETY AND INSTALLATION MANUAL FOR PHOTOVOLTAIC MODULES ® Refer to the tables at the end of this installation manual for electrical parameters. 7d) Grounding A Silfab module with exposed conductive parts is considered to be in compliance with UL 1703 and/or IEC 61730 and 61215 only when it is electrically grounded in accordance with the instructions presented below and the requirements of the US National Electrical Code, Canadian Electrical Code, and/or any applicable local standards and codes. The module frame must be grounded before wiring. The grounding connection must penetrate the frame's anodized layer. ® The grounding should be performed by a qualified electrician using grounding methods in accordance with article 250 of NEC or Canadian Electrical Code requirements. • A ground hole is present on each module, marked with a ground symbol and/or green label. • Use a 6-12 AWG copper wire only. The bolts, nuts, flat washers, lock washers or other hardware should be made of stainless steel. • The bolted or screwed ground connection, should include the following: o A screw size of M4 (minimum)/#8 imperial (maximum) o A star washer under the screw head or serrated screw that must penetrate the frame's anodized layer. o A UL -listed grounding lug or UL approved ring terminal. o Torque the grounding connections to 25 inch -pounds eung, SiIfab' S" • SLA/SLG modules can be grounded using third party grounding devices as long as they are certified for their intended purpose, have been evaluated and tested with the system, and the devices are installed according to the requirements of American NFPA NEC 70, Canadian CSA C22.1 and/or relevant local codes and regulations. • Ensure that the grounding area for the connection is clean and free from oxides or any debris that could impede the electrical grounding. ® Always follow safety procedures when installing any grounding/mounting system. 7e) Silfab Smart Modules This section of the installation manual is specific to Silfab Smart Modules (SSA and SSG), which use Tigo Energy's integrated junction box. For residential, commercial and utility scale photovoltaic solar arrays, the Silfab Smart Modules and Tigo Optimizer System optimizes power output per -module. These modules also deliver module -level data for operational management and performance monitoring. The SSA and SSG modules have also been programmed to a maximum voltage output to allow for longer strings of modules to be connected in series when compared to the standard SLA or SLG modules. The maximum system voltage rating of 1000V for TUV/IEC and 1000V for UL must be maintained in accordance to the US National Electrical Code, Canadian Electrical Code, and/or any applicable local standards and codes. In addition to the SSA or SSG modules, the Tigo Optimizer System requires Gateways and Management Units (MMU) for proper operation. 10 O 2011-2015 Silfab Solar Inc. -Specifications in this manual are subject to revisions without notice SAFETY AND INSTALLATION MANUAL FOR PHOTOVOLTAIC MODULES For more information on the Tigo Optimizer System please contact Tigo Energy at: • www.TigoEnergy.com • (USA) 1.888.609.8446 • (outside the US) +1.408.402.0802 • skype: support. tigoenergy rD 9 ROCK -IT 4.0 MOI. nT ASSeMBLY NOTe: ITems 1-7 SHIP assemBLeD 1 5/16"-18 x 1.75' Hex Serrated Flange Bolt 300 Series SS 2 Rock -It 4.0 Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Shelf 6000 Series AL 4 Flange Level Nut 300 Series SS 5 Rock -It 4.0 Tie Plate 6000 Series AL 6 Rock -It Pedestal 6000 Series AL 7 5/16"-18 x 3/8" Hex Serrated Flange Bolt 300 Series SS 8 3/8" ID Star Washer 300 Series SS 9 3/8"-16 x 3" Hex Tap Bolt 300 Series SS r ROCK -IT SLIDes are aCCePTaBLe BraCKeTS FOr Use WITH ROCK -IT 4.0 (SOLD SeParaTeLY ) ROCK -IT 4.0 COUPLING aSSeMBLY NOTe: ITems 1-3 SHIP assemBLeD 1 5/16"-18 x 1.75" Hex Serrated Flange Bolt 300 Series SS _ -- 2 Rock -It 4.0 Coupling Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Coupling Shelf 6000 Series AL 4 Rock -It Load Bearing Foot Clip I 5 Rock -It Load Bearing Foot Base I www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 2 ROCK -IT 4.0 HYBRID MOl. nT ASSeI"1"1BLY NOTe: ITems 1 -lo SHIP assemBLeD 1 Rock -It 4.0 Shelf 6000 Series AL 2 Rock -It 4.0 Coupling Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Coupling Tie Plate6000 Series AL 4 Flange Level Nut 300 Series SS 5 Rock -It Pedestal 6000 Series AL 6 Rock -It Slide 6000 Series AL 7 3/8"-16 x 3" Hex Tap Bolt 300 Series SS 8 3/8" ID Star Washer 300 Series S 9 5/16"-18 x 3/8" Hex Serrated Flange Bolt 300 Series SS 10 5/16"-18 x 1.5" Hex Serrated Flange Bolt 300 Series SS ROCK -IT CLIP ss AsseMBLY ROCK -IT CLIP 2.0 AsseMBLy NOTe: ITems 1-3 SHIP assemBLeD 1 Stainless Steel Carriage Bolt -.313-18X.75 2 Rock -It Clip SS 3 Stainless Steel Flange nut .313-18 J% J -C3f NOTe: ITems 1-3 SHIP assemBLeD 1 Rock -It Clip 2.0 2 Stainless Steel Flange nut .313-18 3 Bolt .3125-18x1 x1 -S <::�> ]I/ - www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 3 Groun=G inFormaTion The rail -free Rock -It System may be used to mount and ground PV modules that comply with UL 1703, only when that specific module has been evaluated for mounting and grounding, in compliance with the included installation instructions. Note: Grounding lug must be visible to inspectors from the entire perimeter of the PV array. Multiple Use Grounding Pins Grounding pins within the Mid -Clamp are multiple use bonding/grounding devices. Modules will need to be adjusted if the Mid -Clamps are loosened to ensure there is "new" metal to pierce into upon retightening. Grounding Method Rock -It 4.0 Mount bonds N -S rows of modules Rock -It 4.0 Coupling bonds E -W rows of modules Rock -It Array Skirt bonds E -W along the entire array when installed One Burndy CL50-ITN ground lug is required per PV array, limited to 300 modules placed in either portrait or landscape orientation. BonDinG AssemBLY anD BonDinG haTH i Bond Path Grounding Lug r—Conduau`IEEGCnd`� Integrated Bonding piwaM to earth ground . Rock -ft Coupling II ■ Rock -it Mount - - ra� Rock -It Array Skirt Bond Path I Bond Path Grounding Lug Grounding Lug Equipment Grounding /— Gonduttnr{EGC} genmaiM tD eam Equipment Grounding Conductor (EGG} S�� genbaily tD Odrnl Rock -It Coupling grouts n Rock -It Coupling ■ Rock -It Mount Rock -It Array Skirt • Rock -it Mount Rock -It Array Skill www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 13 THermaL EXPansion anD BonDinG A thermal expansion gap is required per each continuous 40' length of modules. Omit a coupling and leave a 2" gap in the Rock -It Array Skirt and also between the modules at that point. BracKeT SPaonG Portrait Orientation Maximum east/west bracket spacing is 48"OC. Landscape Orientation Bond Path Grounding Lug Equipmen[ Groundng Conductor fEGC} generally to earth ground IN Rock -It Coupling ■ Rock -It Mount Rock -It Array Skirt Max east/west bracket spacing is 72"OC. 32mm modules: Max east/west bracket spacing is 48" OC. Spacing may vary depending upon project specific structural requirements; i.e. high snow and wind load areas may require lesser spacing E -W than the maximum. sTaGGereD LAYOUT canTILever anD oFFseT Staggered Mounting Points . Rock -It Mount -Rock-It Coupling The array layout instructions in this installation manual offer a general overview of layout. Periodically, due to a variety of factors (roof obstacles, shading, etc.) other layouts are required. Cantilever: Maximum cantilever is 1/3 bracket spacing. For portrait orientation installations, check layout prior to installing. Offset: Offset from all roof edges depends on wind speed, snow loads, local fire and building codes per location www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 14 ROCK -IT SYSTeM 4.0 SYSTem SPeclFlcaTlonS Max No. of Panels 300 Modules per ground lug Materials 300 Series Stainless, MfG R) coot cGI-Q2.2016 LORfoR6CT0IR' 7Z 6000 Series Aluminum Max System Voltage t000VDC Coating Black Andodization/Mill Finish Class A Fire Rating With UL1703 Type 1 Rated Lug Specifications Burndy CL50-ITN Ground Lug Modules, see note below. (UL Listing #KDER E9999) Leveling Range 3-4" Ground Wire 14 AWG- 4 AWG Copper Per above Lug spec. Ground Wire Rock -It Slide Comp Range 3" Max Module Size 64.96"(1650mm) x Rock -It Slide Tile 7" 39.05"(992mm) x 2"(50mm) Min/Max Roof Slope 1/2:12/12:12 Max Downforce/Uplift Rating 45 PSF Max Anchor Spacing (35mm/40mm) 72" Rock -It Mount Load Rating 547lbs with Single 5/16" Lag 3.0 Max Anchor Spacing (32mm) 48" Safety Factor Skirt Box QTY 6 units Slide Fastening Hole 5/16"diameter Mount Box QTY 12 units Module Cantilever Maximum cantilever is 1/3 Rock -It Slide Box QTY 50 units bracket spacing Coupling Box QTY 12 units Warranty 20 Year Material and Workman- ship Codes: National Electric Code, ANSI/NFPA 70, NEC 250, NEC 690, IRC, IBC Standards: UL 2703: First Edition, UL 1703 The EcoFasten Solar Rock -It System is a rooftop PV racking system consisting of 6000 Series Aluminum and 300 Series Stainless Steel components. The Rock -It System includes the rack components but does not include the PV panels, inverters or electrical components. The PV modules to be used with Rock -It shall be certified under UL 1703. The system shall be used on steep slope roofs mounted over a Class A fire rated roofing material and attached to the roof structure using 5/16" diameter, minimum 4" long 300 series Stainless Steel lag bolts with minimum thread embedment depth of 2 1/2" into the roof structure. Periodic re -inspection for loose components The system is subject to re -inspection as required by the PV module manufacturer or by the Authority Having Jurisdiction. Re -inspection, as required, should include evaluation of any loose components or loose fasteners. All loose components and fasteners should be secured in accordance with these instructions. The system should also be evaluated for any evidence of corrosion. Any corrosion should be removed. Any affected part should be cleaned or replaced in accordance with these instructions. 4 > C Fasten Solar5 dog www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 15 *Sdar I%�'a.tcn 4nl��e ROC—T yrSTEM MfG R) coot cGI-Q2.2016 LORfoR6CT0IR' 7Z COWORMS TOW 1703 _ ,�. r.m eOW New. xR W.tnsU�ah Y.RYWtfA1tUW MtI.Y.f ...^...—.=..0 ASSOM"TMTNY[Of1'C'wJIX�IES The EcoFasten Solar Rock -It System is a rooftop PV racking system consisting of 6000 Series Aluminum and 300 Series Stainless Steel components. The Rock -It System includes the rack components but does not include the PV panels, inverters or electrical components. The PV modules to be used with Rock -It shall be certified under UL 1703. The system shall be used on steep slope roofs mounted over a Class A fire rated roofing material and attached to the roof structure using 5/16" diameter, minimum 4" long 300 series Stainless Steel lag bolts with minimum thread embedment depth of 2 1/2" into the roof structure. Periodic re -inspection for loose components The system is subject to re -inspection as required by the PV module manufacturer or by the Authority Having Jurisdiction. Re -inspection, as required, should include evaluation of any loose components or loose fasteners. All loose components and fasteners should be secured in accordance with these instructions. The system should also be evaluated for any evidence of corrosion. Any corrosion should be removed. Any affected part should be cleaned or replaced in accordance with these instructions. 4 > C Fasten Solar5 dog www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 15 structural ENGINEERS January 24, 2018 EcoFasten 4741 West Polk Street, Ste. 4 Phoenix, AZ 85043 TEL: (877) 859-3947 Attn.: Engineering Department, Re: Engineering Certification for the EcoFasten Rock -it System Installation Manual This letter is to document that PZSE, Inc. -Structural Engineers has reviewed EcoFasten Rock -it System Installation Manual published October 12, 2015 and specifically the "Loading Tables". SCOPE OF THE SYSTEM: The EcoFasten Rock -it System is a solar panel support system for installing solar photovoltaic arrays on sloped roofs of buildings. Typically, such buildings are residential with shingle or tile roofs. The number and spacing of attachments to the roof structure can vary depending on various site-specific criteria including, but not limited to, roof slope, spacing of supporting structural members and environmental loading. SCOPE OF OUR REVIEW: PZSE, Inc.—Structural Engineers provided a review of the following • Rock -it System design methodology • Rock -it System Installation Manual • Rock -it System Loading Tables and has determined that all information, data and analysis contained within the Installation Manual are based on, and are in compliance with, the structural requirements of the following Reference Documents: • Minimum Design Loads for Buildings and other Structures, ASCE/SEI 7-10, ASCE/SE 7-05 • International Building Code, 2009, 2012, 2015 Edition, by International Code Council, Inc. • Aluminum Design Manual, 2005, 2010, 2015 Editions, by The Aluminum Association This letter certifies that the EcoFasten Rock -it System Installation Manual and Loading Tables are in compliance with the above Reference Documents. 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 916.961.3965 www.p7-se.com 1 of 2 DESIGN RESPONSIBILITY: The Rock -it System Installation Manual is intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases, the user of the Installation Manual has sole responsibility for the accuracy of the design and integrity of the system. The Installation Manual does not check the capacity of the building structure to support the loads imposed on the building by the array, such as bending strength of roof rafters spanning between supports. This requires additional knowledge of the building and is outside the scope of the Installation Manual and our review. If you have any questions on the above, do not hesitate to call. Prepared By: DO L / PZSE, Inc. - Structural Engineers �P CF'y Roseville, CA NNETyZ�cy��O A 45677 EXP. 10/31/2019 Q AL 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 916.961.3965 www.pzse.com 2 of 2 Array LaYOUT Find the required structural attachment points. Mark these using a vertical (N -S) chalk line on the center of the rafters. Spacing may vary depending upon project specific structural requirements; i.e. high snow and wind load areas may require lesser bracket spacing in the E -W axis vs. the maximum spacing. Max spacing is 48" for portrait orientation and 72" for landscape orientation. Consult project layout diagram for project specific bracket spacing on the roof. Install Rock -It Mounts to predetermined mount spacing. • The Rock -It Array Skirt sections are the width of a typical 60 cell module — use the Rock -It Array Skirt as a guide to lay out module placement. Note: The distance between the rows of mounts is calculated by the module dimension N -S plus 1 3/8" (35mm). Lag screw should be installed as close to center of exposed shingle as possible. The minimum distance between the lag screw and the edge of the shingle is 1/2". GreenFasTenTM FLasHnG insTaLL position for each GreenFasten flashing. vertical lines to mark the installation 2 Drill a pilot hole (1 /4" diameter) for the lag bolt. Backfill with sealant. EcoFasten Solar recommends an EPDM mastic. 3 Insert the flashing so the top part is under the next row of shingles and pushed far enough up slope to prevent water infiltration through vertical joint in shingles. The leading edge of flashing must butt against upper row of nails to prevent turning when torqued. 4 Line up pilot hole with GreenFasten flashing hole. Insert the lag bolt through the EPDM bonded washer, the Rock -It slide, the gasketed hole in the flashing and into the rafter. Torque: The range is between 100-140 torque inch -pounds depending on the type of wood and time of year. The visual indicator for proper torque is when the EPDM on the underside of the bonded washer begins to push out the sides as the washer compresses. If using an impact wrench to install the fasteners be careful not to over torque the fastener. You may need to stop and use a ratchet to finish the install. *The Engineer of Record shall check capacity of rafter to support lag screw loading. www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 4 ROCK -IT SCJ- STeM 4.0 inSTaLL Fig. A Install Eco Fasten Solar Flashing with Rock -It Mounts Follow EcoFasten Solar Install instructions for flashing and bracket install (GreenFasten shown above). Optimum vertical distance between lag bolts is 1 3/8"plus module dimension. Set mounts on eave most row so that the Rock -It Pedestal is on the South end of Rock -It Slide. Set mounts on all upper rows so that the Rock -It Pedestal is on the North end of Rock -It Slide. 2 Install Rock -It Array Skirt onto Eave Mounts Slide Rock -It Array Skirt into front channel on Rock -It Shelf. Array Skirt End Caps are pre-installed on the East end of each skirt section, and are used to couple the skirt sections where needed (see Fig. A ). Tighten Mid -Clamp bolt, clamping Rock -It Array Skirt to mount. Torque to 200 in -lbs. (130 in -lbs. when installing with 32mm modules). 3_/� Install Rock -It Couplings (when joining 4 panels with a Coupling, the use of a load bearing foot is required) 'T Prior to mounting on the roof, snap Load Bearing Foot into the bottom of Rock -It Coupling if required. (Each Load Bearing Foot is set to same height as the Rock -It Mounts - adjust accordingly) On eave row only, slide Rock -It Array Skirt onto Rock -It Coupling Shelf. Torque to specified value. NOTE: If a coupling lands on a rafter, the Hybrid Mount* should be used in place of the Rock -it Coupling (refer to image 3a). *Hybrid Mount can be made in the field by assembling a coupling to a mount pedestal, or by purchasing separately. 5 Align and Straighten First Row of the Rock -It System with Rock -It Array Skirt Use North-South adjustment of the Rock -It Pedestal to straighten Rock -It Array Skirt and align module with Array Skirt. Torque screw on side of Rock -It Pedestal to 150 in -lbs to secure it to the Rock -It Slide. Adjust Flange Level Nut to level the system (optional - can be leveled during or after installation). 69 Install 1st Row of PV Modules -9 Slide upslope Rock -It Mounts down to engage top of first module. Install Rock -It Couplings on the upslope side of 1st row of panels. Torque 2nd row of Mid -Clamps on Rock -It Mounts and Rock -It Couplings to specified value. Install balance of PV modules, ensuring that the Rock -It Pedestals are in the appropriate position, then torque Mid -Clamps to secure modules. 10 Level the Rock -It System • When assembly is complete, level the entire system by adjusting Flange Level Nuts (Flange Level Nuts have no torque value). • Height between roof surface and underside of modules should be 3"or less, when installed with Type 2 modules. INSTALLATION NOTE: Modules should be installed so that the junction box is installed upslope, away from the leading edge of the array. www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 Cut Sheet - Rock -It -4.0 -Mount 1. Installation to be completed in accordance with manufacturer's written specifications and installation instructions. 2. See spec sheet or contact manufacturer for detailed material, finishes, and configuration options. 3. Contact manufacturer for detailed layout. 4. Do not scale drawings. 5. Subiect to change without notice. O 3.17in [80.54mm] 2.50in -7 [63.50mm] F 2.02in 2.14in 2.34in [51.38mm] [54.37mm] [59.36mm] 32mm 4 35mm 40mm VSNALPINE 4741 W Polk Street Ste. 4 OWGUARD �: *EcoFastel� Solar-- Phoenix, AZ 85043 Toll Free Phone 1.888.766.4273 Toll Free Phone 1.877.859.3947 Material: See Spec Sheet Toll Free Fax 1.888.766.9994 Toll Free Fax 1.888.766.9994 Scale: 1:2 6/28/2017 ASG: - EFS: x v L4 L L Ln L u V V O L- 0. a i LL V C N L N LL c a v u Z O F— U `w v �Jrjos u�s�3o�� � o a _- ooa 117 cri N m n n N N OD N OD n N n N W N gym�}} N� N W N m 'V W CD O N co N m W N V N m Cl) v °D m � N p 'o W ri OD d N N m O N n t M .0 r c m Q N w; m L N C N T r pd �_ U ap d c Y 7 �p -o a m ui m � orn a 3 c ss c U a Q c °- a� � Co LLQ W a F- 0 ch N � c Lf)r 00W P 8 cow fV co N 1J W QJ Ul a_a u LO Q CV J W ,u OV) N u 2 V O L— CL i LL u c a� y rp LL c a� v V Mloo _ c Oe ^lam nl'2 x 6.lvjos C � M O 'C Z, LL O t r •C II U- II J J m N (Y) v L L O T a T CL U c O L n O y 4J Y u ro ML W L L N L U O O O N O N O CO O X H o O +1 00 00 t W O O M O s Jrjos uaIsrjo:��. m I ry i N LQ N N N CD N m c N n N 00 N m Lo L V N N m V T Oi O ro N m m N 00 m M � fOD cli nM co N p) SOA m �o jyn t Cl) CM 00c am L N C U) p C6 U p6 m .N.. � C C d 7 Co - a m vi ami � o m c ° c c U O 0 C O N m cu 0 N m LL 'Ci U O L1I O CL r-- R O O) U) M O) N Lo N op m LLL c O co W 07 LL c 0 a 0 v u ro rn .L� as Q) L N 7 U 9y S W n Ln Q' J Q Q W Z C4 = co F- X e" oelpojos ualsv3ojae_ a„a t c 0 X N m rLO O 0 O 0 N CD 0 10 -,ON 00 X 00 M +M1 W W M� `' J G \ P Q LU W N 10 m n LQ (ri N N oo 04m 7 n N co m L6 It N co N m V D1 N m N V N m M P-: 10 (D 00 N m N D0) co M W 0) cli N m O N n L M tT N .0 W Q L m N tmN pd (n O ap ID N ' C C N IL m vi U N =iO � a 3 � O d ,Q c M Q t6 O c a y� (0 N LL �] 8 W a n W It o m� M ao m LoLLo n U cow U1 v L V D .D O a i LL v c a L N m LL C Q) L u O x \ N 00 - „i N Z O Q o< LU V) 10 v oJvjos ual f 0 N co x �O N O O O O O p cy') ap S -Vklq sE3o:) a 4 a v au 72 tA 0- E O v 0 a 0 L v ro m N L cu cu L N L V E E C E c N Lq O 06 2 �/ V) Ii O 2 U- 0,0 N LO E c E N � LO O N ZD 00 X = 0 H 0 E N 90, NO N olrolos uajsrjoajlllllV;,��--- N r 04 N N co N m a n N n N co m a v N W N m v m Oi OD N m V 00 m M c0 �04 N M N � N � Z m N m �o y r r Cl) rnm .c WT aC14 L N C � T r pd �_ U dp d (N � C C Y 7 � ma vi (D a� r� 0 v cu - -6.2 c n Co LL (w5 U W `O a n � O M W Lo L y 0000 L LL r 8 0o w TW V u 2 U _ -a O a i LL v c (L) L LA ro LL C L LD O O O ry 2 ,9Ut - -„9 t / t J_ N QJ rl `O O U + - - - - - - - _ _ v> N ,91/t 8 cY) Cf) IM+ + + N O/<,/ oO Nt o w 0 J Q J L11 Q Z O = N I- ()0 _O X OC ^ t + O \ YMM (� W Y ^ o�rios uaIsr3o���' va M '41- M N CN \ I n fQ� J Q W Z O. = N r 00 'O N X O O O +_' O 00 +I M 00 �-"q (ED oeTrpjos uaIsu3oja, a i N m fl LO N N OD C13 v a0 N m N000 ppm d � a0 Ncli m LO �N. O L M m � 'C am L N C N T a CL3 (D N C d d m vi aUi � o m a 3 a> o c m U L Q � o� U0 �a N N N LLL '5 W 0 a r `m o rn co U) �c Lo .d. CO A LL n3 0o w MAP OF LOCATION r� •\�' Iit UI'ht ENT i' APPROVED Validity of ^ r"� �• nsuonrr of o p•n•'�r �. n5 .+I rhe hU. .x. , ;he' Grd"O"+5 of the City S.hCli '+Jr Lr SCOPE OF WORK: HE SYSTEM CONSISTS OF A 3.60 KW DC (2.88 KW AC) ZOOF-MOUNTED PHOTOVOLTAIC POWER SYSTEM OPERATING IN 'ARALLEL WITH THE UTILITY GRID. THERE ARE (12) SILFAB >LA -300M MODULES AND (12) EN PHASE IQ7-60-2-INT 4ICRO-INVERTERS, MOUNTED ON THE BACK OF EACH PV 4ODULE, CONNECTING TO THE UTILITY GRID THROUGH THE :XISTING MAIN LOAD CENTER. ELECTRICAL MODIFICATIONS WILL �E MADE TO THE MAIN LOAD CENTER. JTERCONNECTION METHOD: LOAD -SIDE BREAKER OOF MATERIAL: Composite Shingle ROJECT WILL COMPLY WITH THE 2015 IRC, 2015 IEC, AND D15 IFC. V SCALE: 1 " = 14' ALL CONDUIT WILL BE PAINTED TO MATCH THE EXISTING STRUCTURE. AC DISCONNECT LOCATED NEXT TO OR WITHIN 10 FEET OF MAIN SERVICE PANEL(LINE OF SIGHT MAINTAINED). ION(0 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 ? �o 0 w Z LL o- �o Z wit Q a It LL L0 PV IrutallaWn Professional rws i� • LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AurxoarcEn CONIMAC op_ 10304S93-5501 EXPIRATION: i/Q7iJ/�_y 11/30/2019 SYSTEM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES 0*%� DATE: 10/5/2018 (�� DRAWN BY: NN V ADDITIONAL NOTES: `�ity of Wheat Ridge Building Divisions Mum COVER PV 0.0 (12) PV ML_ MICRO -INVERTERS "'""" "' ""' ",WS 0.22 AMPS) V PANEL IECT SWITCH 'ION METER LOCATION SERVICE LOCATION/ OF INTERCONNECTION ITY METER LOCATION SCALE: E: 1" = 7'-11" ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z � o of 5 OCR 0O Of LU z LJ LL O Z w i—y Q a w n/ N = LL 1.0 > ;f PV Installation Professional cmy.. o.r.r ..ted......., LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AUMORLeo Co�oR 10 -5501 EXPIRATION - 11/30/2019 31J1 rim NILE: 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 DRAWN BY: NN� ADDITIONAL NOTES: ®- CIRCUIT 1 City of Wheat Ridge bolding Division SITE PLAN Pxi 1 n 3' 4' MAX 3' I I ECOFASTEN ARRAY COUPLINGS. REFER TO PAGE 4 FOR SECTION DETAIL & ATTACHMENT INFO. PV C O -I DULES AND MINVERTERS. J \' I I ...... 3' ROOF SECTION DATA I '.00F SECTION A B C D E F G H IODULES 7 3 2 ILT 40 23 21 .ZIWTH 180 180 90 DLAR ACCESS AVG. 99.00% 99.00% 99.00% STENING/MOUNTING. 4 FOR SECTION WENT INFO. SCALE: ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z O O 00 U o wz LLw ito Z Lu a N :r In = Y aarsrwe.t F�' ody.. o.ir LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AUTMCRUMD coN CTOa: 10304593-5501 EXPIRATION: 11/30/2019 SYSTEM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 DRAWN BY: NN FIRE CODE OFFSET 2" x 4" TRUSS SYSTEM 24" ON CENTER CANTILEVERS WILL BE NO MORE THAN 24" ATTACHMENT POINTS WILL BE NO MORE THAN 4' APART, STAGGERED ROOF PLAN PV 2.0 city O/ Wheat Ridge Building Division WEATHER DATA HIGH TEMP, 2% AVG. 33 °C MIN DESIGN TEMP _23 °C GROUND SNOW LOAD 30 psf WIND SPEED 136 mph FRnM 9(1(19 GRHRGF WAhdnannl! n wn—�AiTwi 1. HIGH TEMPERATURE 2% AVERAGE BASED ON ASHRAE HIGHEST MONTH 2% DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION 2. MINIMUM DESIGN TEMPERATURE BASED ON ASHRAE MINIMUM MEAN EXTREME DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION 3. ALTERNATE POWER SOURCE PLACARD SHALL BE PERMANENTLY ATTACHED TO A/C DISCONNECT 4. ELECTRICAL INSTALL SHALL COMPLY WITH 2014 NATIONAL ELECTRICAL CODE 5. ALL SOLAR MODULES, EQUIPMENT, AND METALLIC COMPONENTS SHALL BE BONDED 6. IF THE EXISTING MAIN SERVICE DOES NOT HAVE VERIFIABLE GROUNDING ELECTRODE, IT IS THE PV CONTRACTOR'S RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE 7. EACH MODULE SHALL BE GROUNDED PER MANUFACTURER INSTRUCTIONS AND APPROVED METHODS 8. PV INSTALLATION SHALL NOT OBSTRUCT ANY PLUMBING, MECHANICAL OR BUILDING ROOF VENTS 9. CONNECTORS THAT ARE NOT READILY ACCESSIBLE AND THAT ARE USED IN THE CIRCUITS OPERATING AT OR OVER 30V AC OR DC SHALL REQUIRE A TOOL FOR OPERATING AND ARE REQUIRED TO BE MARKED "DO NOT DISCONNECT UNDER LOAD" OR "NOT FOR CURRENT INTERRUPTING" 10. THIS SYSTEM IS IN FULL COMPLIANCE WITH THE COLORADO FIRE CODE FOR PHOTOVOLTAIC INSTALLATION AND ARTICLE 690 OF THE NATIONAL ELECTRIC CODE (NEC NFPA 70) 11. BUILDING CONSTRUCTION TYPE: TYPE V 12. BUILDING OCCUPANCY TYPE: R3 ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z O O 00 0 0 W1' Z LL U) 0 X 0 zCDw� Q a � N W L_ rz PV! Instaliadon Professional 1-„14 DMON Do" LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AMORUEDCONIIt OR 10TION: /�_!� -550EXPIRATION:/ `1� EXPIRATION: f/Q7iJ 11/30/2019 SYSTEM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 DRAWN BY: NN G:tv of Wheot Ridge Building pivision LOCATION NOTES PV 3.0 SOLAF ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z F- 00 0 0 LL1 Z LL 0(/)o 01- ❑ Z WFy d W Lo PV Installation Professional LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: Avreoe¢aocoxrew ok 10304593-5501 / `J� EXPIRATION: TION: J�_ff (JQ/7"j 11(3012019 'I"C 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 DRAWN BY: NN ADDITIONAL NOTES: City of WheOl Ridge Building Diyisic MOUNTING PV 4.0 ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 THIS PV SYSTEM WILL HAVE THE FOLLOWING MARKINGS: 3 -- MARKING STATING "WARNING: PHOTOVOLTAIC POWER SOURCE" WILL BE PLACED ALONG DIRECT CURRENT CONDUIT, z �a RACEWAYS, ENCLOSURES, CABLE ASSEMBLIES, AND JUNCTION BOXES. �wo 1 -- MATERIALS USED FOR MARKINGS WILL BE WEATHER RESISTANT. THE UNDERWRITERS LABORATORIES MARKING AND uj uj o 0 LABELING SYSTEM 969 (UL969) WILL BE USED AS STANDARD TO DETERMINE WEATHER LL OZ o RATING. LICENSED ELECTRICAL CONTRACTOR c COMPANY: ION DEVELOPER LLC CLASSIFICATION: z W' • ARIAL OR SIMILAR FONT, NON -BOLD EXPIRATION: 11/30/20193.60 SYSTEM srSIZE: kW DC 2 -- MARKING STATING "CAUTION: SOLAR ELECTRIC SYSTEM CONNECTED" WILL BE PLACED AT THE MAIN SERVICE o/ I..L N = DISCONNECT. 12 MODULES w 3 -- MARKING STATING "WARNING: PHOTOVOLTAIC POWER SOURCE" WILL BE PLACED ALONG DIRECT CURRENT CONDUIT, RACEWAYS, ENCLOSURES, CABLE ASSEMBLIES, AND JUNCTION BOXES. 4 -- THE MARKING WILL BE MADE TO THE FOLLOWING SPECIFICATIONS: p1/ Installation prod • RED BACKGROUND-� • WHITE LETTERING LICENSED ELECTRICAL CONTRACTOR • MINIMUM 3/8" LETTER HEIGHT COMPANY: ION DEVELOPER LLC CLASSIFICATION: • ALL CAPITAL LETTERS ELECTRICAL CONTRACTOR LICENSE NUMBER: Avr Oo CON -RAC op, 10304593-5501 • ARIAL OR SIMILAR FONT, NON -BOLD EXPIRATION: 11/30/20193.60 SYSTEM srSIZE: kW DC • REFLECTIVE, WEATHER RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (DURABLE ADHESIVE MATERIALS 2.88 kW AC MAY MEET THIS REQUIREMENT) 12 MODULES DATE: 10/5/2018 5 -- MARKING WILL BE PLACED ON ALL INTERIOR AND EXTERIOR CONDUIT, RACEWAYS, ENCLOSURES, CABLE DRAWN BY: NN ADDITIONAL NOTES: ASSEMBLIES, AND JUNCTION BOXES TO ALERT THE FIRE SERVICE TO AVOID CUTTING THEM. MARKINGS WILL BE PLACED ON ALL EXTERIOR DC CONDUIT, RACEWAYS, ENCLOSURES, AND CABLE ASSEMBLIES EVERY 10 FEET, AT TURNS AND ABOVE AND/OR BELOW PENETRATIONS AND ALL DC COMBINER AND JUNCTION BOXES. Cityot Wheat Ridge lUitding Livisic^ SYSTEM MARKINGS PV 5.0 SOLAR PV SYSTEM EQUIPPED WITH RAID SHUTDOWN TURN RAPID SHUTDOWN SWITCH TO THE ,.OFF- POSITION TO SHUTDOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN ARRAY NEC 690.15 & NEC 690.56 (B), (C) LOCATED ON THE AC DISCONNECT NEC 705.12 (B)(2)(3)(B) PLACED NEXT TO THE SOLAR PV BREAKER ON THE MAIN SERVICE PANEL FOR LINE -SIDE TAPS ONLY: LOCATED AT THE MAIN DISCONNECT IN MAIN SERVICE PANEL FOR LINE SIDE TAPS ONLY: LOCATED AT THE SOLAR BREAKER IN LINE SIDE TAP OCPD DISCONNECT BOX N- IN G ELECTRIC SMOCK HAZARD TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED r....1., IN THE OPEN POSITION NEC 690.13 & NEC 690.15 PLACED ON ALL JUNCTION BOXES WARNING PHOTOVOLTAIC SYSTEM COMBINER PANEL � DO NOT ADD LADS NEC 705.12 (B)(2)(3)(B) PLACED ON THE SOLAR COMBINER PANEL NEC 690.54 & NEC 690.13(A), (B) PLACED ON THE AC DISCONNECT ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 z �o 7E � o0 W Z w LL 0 o z owljE Q a lqt w n/ N = LL to Romagim PV IrmtWbtlonAwfessional LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: Ao OR¢ Dc NnACro, 10304593-5501 EXPIRATION: 11/30/2019 SYSTEM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 :)RAWNBY: NN City Of Wheat Ridge Building Division SYSTEM MARKINGS PV 6.0 ION 4801 N UNIVERSITY AVE, SUITE 900 THIS PV SYSTEM WILL HAVE THE FOLLOWING MARKINGS• PROVO, U94604 T • (888) 781-7074 2 --PV PRODUCTION METER SHALL HAVE THE PV GENERATION WIRED TO ITS LINE SIDE TERMINALS (TOP OF METER BLOCK). 3 --PV PRODUCTION METER SHALL HAVE A STAMPED BRASS, ALUMINUM, OR STAINLESS W�f STEEL TAG INDICATING THE ADDRESS INCLUDING UNIT, AND "PV PROD" IN ACCORDANCE .� WITH THE REQUIREMENTS FOR METER IDENTIFICATION IN SECTION 4.14.4 OF THE XCEL LICENSED COMPANY: ELECTRICAL CONTRACTOR ENERGYSTANDARD. ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AUINo�roNTR Crok 10304593-5501 EXPIRATION: (/Q/7frAl_ry 11/30/2019 SYSTEM SIZE: 3.60 kW DC --PV PRODUCTION METER SHALL BE LOCATED WITHIN 10 FEET OF THE MAIN BILLING METER. 2.88 kW AC 12 MODULES DATE: 10/5/2018 5 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PHOTOVOLTAIC SYSTEM DRAWNBY. NN CONNECETED" REQUIRED AT THE MAIN BILLING METER. ADDITIONAL NOTES: 6 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT City of THE AC DISCONNECT. Wheat Ridge 7 --PV PRODUCTION SHALL BE RATED AT 200A. Building Division UTILITY MARKINGS PV 7.0 z O � O UO UUJ 1 --PRODUCTION METER SOCKET SHALL BE IN COMPLIANCE WITH SECTION 4.11 OF THE XCEL 'l z � o ENERGY STANDARD. W W< IL a W N In 2 2 --PV PRODUCTION METER SHALL HAVE THE PV GENERATION WIRED TO ITS LINE SIDE TERMINALS (TOP OF METER BLOCK). 3 --PV PRODUCTION METER SHALL HAVE A STAMPED BRASS, ALUMINUM, OR STAINLESS W�f STEEL TAG INDICATING THE ADDRESS INCLUDING UNIT, AND "PV PROD" IN ACCORDANCE .� WITH THE REQUIREMENTS FOR METER IDENTIFICATION IN SECTION 4.14.4 OF THE XCEL LICENSED COMPANY: ELECTRICAL CONTRACTOR ENERGYSTANDARD. ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AUINo�roNTR Crok 10304593-5501 EXPIRATION: (/Q/7frAl_ry 11/30/2019 SYSTEM SIZE: 3.60 kW DC --PV PRODUCTION METER SHALL BE LOCATED WITHIN 10 FEET OF THE MAIN BILLING METER. 2.88 kW AC 12 MODULES DATE: 10/5/2018 5 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PHOTOVOLTAIC SYSTEM DRAWNBY. NN CONNECETED" REQUIRED AT THE MAIN BILLING METER. ADDITIONAL NOTES: 6 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT City of THE AC DISCONNECT. Wheat Ridge 7 --PV PRODUCTION SHALL BE RATED AT 200A. Building Division UTILITY MARKINGS PV 7.0 PV MODULE SPECIFICATIONS MODULE MAKE AND MODEL SILFAB SLA 300M MAXIMUM POWER (DC) 300 WATTS MAX POWER -POINT VOLTAGE (VMPP) 32.8 VOLTS MAX POWER -POINT CURRENT (IMPP) 9.16 AMPS OPEN CIRCUIT VOLTAGE (VOC) 39.85 VOLTS SHORT CIRCUIT CURRENT (ISC) 9.71 AMPS TEMPERATURE COEFFICIENT VOC 0.3 %/°C MAXIMUM SYSTEM VOLTAGE 1000V DC (UL) THWN-2 OR NM (ROMEX) (EGC) PV CIRCUIT 1: 12 MODULES/PARALLEL • • • lv uV vvi fH MICRO -INVERTER ATTACHED AC PHOTOVOLTAIC SYSTEM RATINGS MAX AC OPERATING CURRENT 12.48 AMPS MAX AC OPERATING VOLTAGE 240 VOLTS IROMEX WILL BE RAN THROUGH THE ATTIC WHERE POSSIBLE *IF REQUIRED PER MANUFACTURE SPECIFICATIONS A MINIMUM OF 6AWG WIRE OR [,EDUCING LUGS WILL BE USED GOING INTO THE PRODUCTION METER `* IF MORE THAN 12 CONDUCTORS, TWO SEPARATE ,ACEWAYS MAY BE INSTALLED WITH NO MORE THAN 12 'ONDUCTORS IN EACH RACEWAY OTHERWISE, #8 WIRE kND 3/4" CONDUIT MUST BE USED WHERE APPLICABLE ENVOY IQ (DRAWS 0.22 AMPS) JUNCTION BOX LOCATED ON ROOF A g COMBINER PANEL 125A/240V 10A MICRO -INVERTER SPECIFICATIONS INVERTER MAKE AND MODEL ENPHASE IQ7-60-2-INT RATED OUTPUT POWER (AC) 240 WATTS NOMINAL OUTPUT VOLTAGE (AC) 240 VOLTS MAX OUTPUT CURRENT (AC) 1.04 AMPS MAX INPUT VOLTAGE (DC) 48 VOLTS MAX INPUT CURRENT (DC) 15 AMPS MAX OCPD RATING (AC) 20 AMPS MAX NUMBER OF PANELS PER CIRCUIT 15 THWN-2 OR NM (ROMEX) (EGC) VISIBLE LOCKABLE "KNIFE" A/C DISCONNECT 30A/240V C C M 200 A XCELENERGY PRODUCTION METER (RATED FOR 200 AMPS) .1II I A 120 A C EXISTING 240V/200A BUSBAR RATED LOAD -CENTER (NON -CENTER FED) PANEL. BREAKER WILL BE FURTHEST POSITION AWAY FROM DISCONNECT. KAq_hWAY XND CONDUCTOR SCHEDULE TAG CONDUCTOR TYPE MINIMUM WIRE SIZE # Of CONDUCTORS RACEWAY / CABLE TYPE MINIMUM CONDUIT SIZE A ENPHASE Q -CABLE (USE -2) 12 2 USE -2 / FREE AIR N/A BARE COPPER (EGC) 6 1 BARE / FREE AIR B THWN-2 OR NM (ROMEX) * 10 2 EMT/ROMEX 3/4" THWN-2 OR NM (ROMEX) (EGC) 10 1 C THWN-2 6 3 EMT 3/4" THWN-2 (EGC) 8 1 ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z � o CD 00 CO W Zuw LLO 0 Z w Fe Q Fe a H N W U')_ `r PV Installation Professkmi t D. LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: Acm Oo D mxrnncroa: 10304593-5501 EXPIRATION:EXPATION:TION: ffo 11/30/2019 SYSTEM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES DATE: 10/5/2018 DRAWN BY: NN ADDITIONAL NOTES City of Whew Ridge Building Division SHEET: 1 -LINE EL 1.0 2. THE ENPHASE IQ6, IQ7, M250, M215 (M215-60-2LL-SXX-IG), AND C250 FOURTH GENERATION MICROINVERTERS MEET THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE ARTICLE 690.35 FOR UNGROUNDED PHOTOVOLTAIC POWER SYSTEMS. NEC 690.35 ALLOWS FOR PHOTOVOLTAIC POWER SYSTEMS TO BE INSTALLED WITH UNGROUNDED PHOTOVOLTAIC SOURCE AND OUTPUT CIRCUITS. SYSTEMS THAT MEET THE REQUIREMENTS OF NEC 690.35 ARE EXEMPT FROM THE SYSTEM GROUNDING REQUIREMENTS OF NEC 690.41 SYSTEM GROUNDING. NEC ARTICLE 690.43 EQUIPMENT GROUNDING SPECIFIES THAT ALL EXPOSED NON -CURRENT -CARRYING METAL PARTS OF PV MODULE FRAMES, ELECTRICAL EQUIPMENT, AND CONDUCTOR ENCLOSURES SHALL BE PROVIDED WITH EQUIPMENT GROUNDING. 690.43(C) STRUCTURE AS EQUIPMENT GROUNDING CONDUCTOR ALLOWS FOR EQUIPMENT TO BE USED AS THE EQUIPMENT GROUNDING CONDUCTOR IN A PHOTOVOLTAIC SYSTEM SPECIFICALLY, "DEVICES LISTED AND IDENTIFIED FOR GROUNDING THE METALLIC FRAMES OF PV MODULES OR OTHER EQUIPMENT SHALL BE PERMITTED TO BOND THE EXPOSED METAL SURFACES OR OTHER EQUIPMENT TO MOUNTING SURFACES." THE DEVICES LISTED AND IDENTIFIED FOR GROUNDING THE EQUIPMENT MAY BE STAND-ALONE GROUNDING COMPONENTS OR UL -2703 LISTED MOUNTING HARDWARE. IN AN 1�� ION ENPHASE MICROINVERTER SYSTEM, IF THE 4801N"NI`OVO, T84604UITE900 PROVO, UT 84604 (888) 781-7074 MICROINVERTERS AND MODULES ARE BONDED TO THE RACKING ASSEMBLIES THE MICROINVERTERS THROUGH THE ENPHASE ENGAGE CABLE MAY ALSO BElusculdlaisrol Z �o WITH THE USE OF LISTED AND APPROVED 0 co PHOTOVOLTAIC SYSTEM COMPONENTS. ICENSED ELECTRICAL CONTRACTOR OMPANY: ION DEVELOPER LLC °o GROUNDING CLIPS OR GROUNDING o Z of 0 w COMPONENTS, THE EQUIPMENT a �W GROUNDING CONDUCTOR PROVIDED TO THE MICROINVERTERS THROUGH THE ENPHASE ENGAGE CABLE MAY ALSO BElusculdlaisrol ` USED TO GROUND THE OTHER Prof fessorwl c ati PHOTOVOLTAIC SYSTEM COMPONENTS. ICENSED ELECTRICAL CONTRACTOR OMPANY: ION DEVELOPER LLC ELECTRICAL CONTRACTOR ISE NUMBER: AU HOo DCoxr OR: 10304593-5501 :ATION: 11/30/2019 BM SIZE: 3.60 kW DC 2.88 kW AC 12 MODULES 10/5/2018 "TB_ Y NN TIONAL NOTES City of Wheat Ridge Building Division ELECTRICAL NOTE EL 2.0 City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director 00 > W H ° O �b u (y m \ u �. � b Hw m w v 4i O H M$4 m m m .0 w V rti w a O Q H m iJ 8 U b o o \ N O -H a '1 o z U U —1 U a q w ro b 0 p 0 o x b o 14P4 4J L m O U (0 rl Ur1 4) Sd O !�A m O d-) H ai is W yr ^ 1 'C o m a .,i ro w U H a s x O H ri 'd u ma P4 0Oi bi F� O a N 41m w F is -rl x m o > ''� W w b b) y w U O o E41 41 �+.. •rl s o m o N O rte` U Q o o O o p v t� h� C OO'�Q' Ab QNb aUrmNa W Nro ' U dp; o F 11 ai �N° Q H 44 o m w� O rl rom a H O '0 m zp 1d Ci W w � •moi m � b � � :� N •0 z O 3 u E Wco aj b mo U O N b O C V 0 ° a +' U p xi, � m O O V O H m P x U a Q z E+ O b +� W m a R1 U] ra a .m N b Hm 4 a o o w o a ° V w N aU N y a 0 3 0 .. w U W O O z ro H x m z bw m o --H w ac N U4 Q o x a o •H w aF m d -H s b HA x w w m4.) U N y4 m a 0 Ix o 0 o p+ U • E a 10O V W P. ECORD 61*?W� C 1 PL IV INSPECTION ONLINE FORM: http://w,,,rw.ci.wheatridge.co.us/forrns.aspx?fid=79 INSPECTION REQUEST LINE: (3013) 234-5933 Occut.nnc�TXpe Inspections will not e performed unless this card is hosted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Wall Sheathing - -47, Concrete Encased Ground (CE 7 pr / 7 Foundation / P.E. Letter C t -c L' to L t t,L- Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Initials Comments Electrical Wall Sheathing - -47, Sewer Service Mid-RoofDC7%i'r'12 Plumbing Do Not Cover Underground or Below/It(#S1ab Work Prior To Approval Of The Above Insnpctinnc Rough Inspections Date Inspector Initia Comments Wall Sheathing - -47, (rV , Mid-RoofDC7%i'r'12 Lath / Wall Tie /I t Rough Electric Rough Plumbing/Gas Line /`; Z.j y o Rough Mechanical ; L- �,1 �:,. j ' l �i •z . % °�, % c . Rough Framing Rough Grading ; 1 InsulationL..- ,+ i Drywall Screw I Nail E /,/9//7 Final Inspections Date Inspector Initi Is Comments Landscaping & Parking / Planning Dept. ROW & Drainage / Public Works Dept. _. ' - /C -�u� Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical Roof C. - Final Window/Doors Final Building NOTE; All items must be completed and ap roved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. Fur iow voltage permits - Hease be sure that rough inspections are completed trom the Fire District and electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather a kflow Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backfiowconsulting.com Assembly Serial #: T261566 Test Date / Time: 1/2/2018 1:19:34 PM Tester Certification #: 06-00282 Assembly Test Results ® Pass ❑ *Fail sem` Water Supplier: Meter #: Service Location: REMINGTON HOMES Facility Address: 5246 PIERSON CT City:WHEAT RIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES to Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 c: p. Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑Domestic ❑Containment El Horizontal ® I `. Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' qn ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' ® Irrigation Previous Assembly #: Recycled Location: OUTSIDE - AGAINST SOUTH WALL -. Feeds To: Feeds Line Initial Test Results Repairs Re -Test Results PSI: 60 Tightness Differential Tightness Differential Check Valve #1 ❑, Leak 1.8 Leak a`. (RP, (RP, DC, PVB) ❑ Tight ❑ Tight 4 Check Valve #2 ❑Leak ❑ Leak Q, (RP, DC) LI Tight ❑ Tight Relief Valve (RP) Buffer (RP) Air Inlet 3.4 OPENED FULLY .: 1 (PVB) Shutoff Valve #1: ><Ti ht ❑Leakin ❑Re laced Shutoff Valve #2: XTi ht ]Leaking❑Re laced Back Pressure: ❑Yes ❑No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: .:cam Comments: • ci•t Alarm Company/Fire Department: DFS Certification #: 17-B-04270 j Contacted By: ;. Turn Off Date/Time: Turn On Date/Time: !2 --'Test Kit Make: Model: 7 Serial #: Last Calibration Date: Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Jesse BockhousePhone: (303) 537-0126 Signature: Certificate Expiration Date: 5/31/2018 Date: 01/04/2018 5246 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 6/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 715 Prepared by: lanergyLogic analysis, insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: / Xcel Energy - F' INSPECTION RESULTS: This report certifies the items inspected meet the program/code requirements. Categories Passed: V IECC and Energy Star Air Sealing V Insulation Inspection @ Final V HVAC Inspections te Ventilation Systems Water Heaters +� Mechanical Systems V Room by Room Air Pressure Balancing Blower Door Diagnostics EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N, Berthoud, CO 80513 Categories to Address: Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: DASH Remington Homes I 5246 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 6/2 Collect, Store and Verify HVAC Contractor Checklists and/or Design ESv3 - 4.1 RDRC Reports Result: V 1/4/2018{ Nice Work --Items corrected on re -inspection r Mechanical System #1 reviewed 01/08 Passed Prepared By: Mark Lane Builder Sign Off - Builder will correct item without re -inspection 719-243-5147 - mark.lane@nrglogic.com Failed �/► EnergyLogic, Inc - www.nrglogic.com (970) I� 556-0839 `" Failed - Builder must submit photo of correction in lieu of re -inspection PO Box N Berthoud, CO 80513 V-_ Date: 1/4/2018 5246 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 6/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 715 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: ner yLo is analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energys� Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: em D �C,? H. 'A Remington Homes" BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A 2x6 Walls B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 23 inch Insulated Sheathing N/A Common wall to garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 23 inch Party Wall N/A Framed Basement Walkout/Garden N/A Knee Wall BUILDING SHELL/BLOWIER DOOR TEST 23 Target Measured 4,959.85 CFM@50 2009 IECC 1078 CFM50 CFM50 Box Sill CFM/Envelope 0.00 CFM/SF N/A ACH@50 7.00 ACH50 1.52 ACH50 33 nACH 0.00 nACH 0.00 nACH Insulation Type House to Garage Connection N/A N/A HVAC (CAZ) to Garage N/A N/A Cantilever House to CAZ N/A N/A BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A 2x6 Walls B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 23 inch Insulated Sheathing N/A Common wall to garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 23 inch Party Wall N/A Framed Basement Walkout/Garden N/A Knee Wall B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 23 inch Skylight Shaft Wall N/A Box Sill B6 - Open Celled Foam - R3.7 per inch 33 Rim Joist B6 - Open Celled Foam - R3.7 per inch 33 Floor Systems Insulation Type R- Value Floor System Over Garage N/A Cantilever B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 50 inch Adiabatic N/A Crawl Ceiling N/A Ceiling Insulation Type R- Value Blown Attic Attic - Blown Fiberglass - Avg 2.7/Inch--Verify 50 Card Vaulted Ceiling N/A Batted Ceiling N/A Cathedralized Attic/Roof Deck N/A Foundation Insulation Type R- Value Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl 19 .- Framed Foundation Wall N/A Conditioned Crawl Space Wall B4 - Fiberglass Blanket Vinyl 19 Slab Edge Under Slab BUILDING SHELLMlINDOWS Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATION Flow Volume SPOT VENTILATION master bath shared bath Window Type 1- Dbl Vinyl Low -E 1- Dbl Vinyl Low -E N/A N/A U Value SHGC 30 30 34 31 Target Measured 67 CFM to CFM 67 CFM Measured 50 CFM 50 CFM ROOM AIR PRESSURE BALANCING master bedroom bedroom Measured 2.0 Pa 0.2 Pa 0.6 Pa MECHANICAL SYSTEM #1 Furnace - Conditioned Area MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 1/4/2018 INSPECTION RESULTS: PASS PREPARED BY: Mark Lane - 719-243-5147 mark.lane@nrglogic.com EnergyLogic, Inc PO Box N Berthoud, CO 80513 (970) 556-0839 www.nrglogic.com LwJ *71 00 N Om 0 N �A- co IT 0 ppE :3 ;1- m w m cc cc cr 4' 0 0 — 0 0 IT U% 0 zo 4; in M >%. 3— q -7 — 0 "1 0 0 0 Ln rN r oG vo D "ap s C- E m E iA M to #A0 tn u E 0 C: 0 X (u < v M <U M 0 w o o w 0 X 0 F - 4" 0 c ro rn m 0 0 0)- 0 to u 4.0 a) 1 0 >,Oo -j 00 >100 47 OJ C -W 0) 0 0 2)Q) w ui E Ac C CL L.0 w *j 461- N) '7 (Y) 'o -C o -C E 0 > > rn 0 4- 41 co E (D co 9 In Z �o F- z x In 0 tm x V) 0 c a) c 0 0 4) V) r- Lu CoO .0 Q3 0 v uj U-1 N LU CC = a. =a- 4' 0 0 — 0 0 IT U% 0 zo 4; in M >%. 3— q -7 — 0 "1 4, C5 o rA 00 0 0 Ln rN r oG vo D s C- E m E iA to #A0 tn u E 0 C: 0 X (u < 3- M <U M 0 w o o w 0 1: u3: -j Ln 0 F - s C- E 0v T ENERGY STARO CERTIFIED NEW HOME 1j IIS ;` • '.... Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5246 Pierson Ct Rating Date: 01/04/2018 Wheat Ridge, CO Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includesA comprehensive water management system to comprehensive air sealing: quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved LI comfort and lower utility bills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air infiltration Test: 1078 CFM50 (1.5ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency: U -Value: 0.29 SHGC:0.23 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 -]quality performance, optimal performance. ENERGY STAR Qualified Lighting, 100% Total Duct Leakage Duct Leakage to Outdoors: 120 CFM25 Rough -In, with Air 1 CFM25 ENERGY STAR Qualified Appliances and Fans. Handler Refrigerators:0 Dishwashers:1 Primary Heating (System Type • Fuel Type • Efficiency) Ceiling Fans: 0 Exhaust Fans:4 Furnace • Natural Gas - 92.1 A FUE Primary Water Heater (System Type • Fuel Type • Efficiency). Primary Cooling (System Type • Fuel Type • Efficiency): Water Heater • Natural Gas • 0.68 Energy Factor N/A This provides at the major energy and csiber surrthis HERS l„1.... res tient o home Y STAR, s Herrucuon features that contribute la this hone taming the ENERGY STAR including Is Home Energy Rating System (HERS) SCora-, as delernlined through independent Inspection and verilaimn Zero Energy Reference U15t1ng performed by a trained professional. The Homo Energy Rating System is a nationally-recogetred Home Home Homes uniform measurement of the energy efficiency of fomes. .1 A Note that when a homenns maniple performance levels fora particular feature (e ,vmy �tlow erficiancy or insulatiolation levels) the predominant value is Shown Also homes may the cartified to earn the ENERGY STAR using 3 sampling protocol, whoroby one home is rancicmly 4ss O a Moro selected from a set of homes far re pre entalive inspections and leslin In such cases the F PQ' D 1 Enegy Energy fcaaturas found in each home within the sat —nionded to meat fpr exceed the value, presented • on this certificate The actual values for your home may differ, put offer equivalent or better performance This certificate was printed using Fkofrape"' 1.831), This Home amss Msrar Learn more at www.energystar, govlhamefeatures IECC 2009 Performance Compliance Property Organization Remington Homes EnergyLogic 5246 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01104/2018 Rater ID (RTIN): 8664221 Remington 715 PAR Leyden Rock EI Builder RESNET Confirmed 5246 Pierson Ct Remington Homes I Remington Homes Annual Energy Cost Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total 405.3 442.4.2.1 Performance-based compliance Air Leakage Testing passes by 30.8% 0 IECC 2009 Performance $820 $130 $135 $1,085 $829 $0 $1,913 nergyLogic nnolY •i v. Invlyhl.. ontvr.tt. 402.5 Area -weighted average fenestration SHGC 402.5 403.2.2 Mandatory Checklist Area -weighted average fenestration Duct Testing L -Factor ', 21 As Designed Design exceeds requirements for IECC 2009 Performance compliance by 30.8%. Name: Organization: Mark Lane EnergyLogic Signature: /,tl " L A, . Date: Jan 04, 2018 Ekotrope RATER - Version 2.2.0.1831 IECC 2009 Performance compliance results calculated using Elm trope's energy algorithm, which is a RES NET Accredited HERS Rating Tool $492 $125 $135 $751 $814 $0 $1,565 $ � � � $ LL 0) c ■ f \ \ p A U- L) h g R 04 M cm k (U f � v \ / / O / \ / k o d k § 2 LL « / 0 0 \ \ 3 M 0~C= =009 Label 5246 Pierson Ct HERSOIndex Score: 58 Building Envelope Specs Ceiling: R'58 Above Grade Walls: F-23 Foundation Walls: R'1Q Exposed Floor: R-50 Slab: R-0 Infiltration: 1O78CFyW5O(1.SACH5U) Duct Insulation: R-) Duct Lea FK425 WJ��`���� - '��»�_ 'Door_-_P��a Window: U=(l28O.SHSC=0.230 Door: R-7 Mechanical Eq ' n$em� Specs- Heating: Furnace ^ Natural Bas^A21 AFUE Cooling: N/A Hot Water: Water Heaten^ Nubunsy 8oa ~ 0,88 Energy Factor Builder or Deslign Pr9fes4lonal__ _ _ 2005 EPAct Energy Efficient Horne Tax Credit (13-001) Property Organization Remington Homes EnergyLogic 5246 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/04/2018 Rater ID (RTIN): 8664221 Remington 715 PAR Leyden Rock EI Builder RESNET Confirmed 5246 Pierson Ct Remington Homes I Remington Homes RESNET Confirmed Rating. Normalized Modified End -Use Loads (MBtu 1 year) Category 2006 IECC 50% As Designed Target Heating 32.9 28.6 Cooling 4.4 6.1 Total 37.3 34.7 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 nergyLogic anelvals. Cn s�ghi. unav sra. Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 59.2 37.3 Cooling 7.9 7.4 Total 67.1 44.7 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 1.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2016. Name: Organization: Mark Lane EnergyLogic Signature: o!AA 4 (" ,,,, Date: Jan 04, 2018 Ekotrope RATER - Version 2.2.0.1831 This information does not constitute a warranty or guarantee of home enercty performance Air Leakage Report Property Organization Remington Homes EnergyLogic 5246 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/04/2018 Rater ID (RTIN); 8664221 Remington 715 PAR Leyden Rock EI Builder RESNET Confirmed 5246 Pierson Ct Remington Homes I Remington Homes Air Leakage Measurement Unit Measured Infiltration ACH50 (Calculated) ELA [sq. in.] (Calculated) CFM50 (Calculated) CFM at 50 Pa 1078 1.5 59.3 1078 Duct Leakage Number of Duct Systems Leakage to Outdoors [CFM @ 25 Pa] Leakage to Outdoors [CFM25 f 100 s.f.] Leakage to Outdoors [CFM25 / CFA] Total Leakage Test Type Total Leakage [CFM @ 25 Pa] Total Leakage [CFM25 / 100 s.f.] Total Leakage [CFM25 / CFA] 1 System(s) 1.0 0.0 0.000 Rough -In, with Air Handler 120.0 3.2 0.032 Mechanical Ventilation Rate [CFM] 67.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 firs? true Average Rate [CFM] 67.0 2010 ASHRAE 62.2 Req. Cont, Ventilation 67.6 Ekotrope RATER - Version 2.2.0.1831 nergyLogic ono 1'.1" 1—gh,. .-- RESNET HOME ENERGY QnergyLagic RATING Standard Disclosure ... A"°a For home(s) located at: 5246 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page.- Wj 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design 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 El E. Other(specify) 3. The Rater of the Rater's employee is: []A. The seller of this home or their agent F] B. The mortgagor for some portion of the financed payments on this home C. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home [:]4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products MVAC systems Installed in this home by DRater Employer OR is in the business of Rater Employer Thermal insulation systems Rater Employer Rater Employer Air sealing of envelope or duct systems Rater Employer Rater Employer Energy efficient appliances DRater Employer DRater Employer Construction (builder, developer, construction contractor, etc) Rater Employer Rater Employer Other (specify): E]Rater Employer Rater Employer 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 8664221 41 Name: Mark Lane Signature: Organization: EnergyLogic Date: Jan 04, 2018 I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet. us/standards/RESNET_Mortgage_lndustry_National_HERS_Sta nd ards.pdf The Horne Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: o�kn , — Job Address: C74- Permit omPermit Number: 2662 0z/,)t?, All ❑ No one available for inspection: Time I U,'_50.)AWPM Re -Inspection required: Yeslo When corrections have been made, call for re -inspection at 303-234-5933 / f \ � 1 Date: 6 A / b Inspector:,, !'��/ t-, iIIyh DO NOT REMOVE THIS NOTICE City of � WheatNjge `OMMUNITY DEVELOPMENT Landscaping Escrow Agreement This agreement made this 11th day of January 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5246 Pierson Court In the event that the installation of front yard landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: Business Address / P one / 1 I 1 ` / I � s� + Date Title City of Wheat Ridge, Colorado By: AA-,�—� Title: Date: /-[(-/g City of Escrow/Letter of Credit Wheatji e Transmittal Sheet COMMUNITY DEVELOPMENT An escrow agreement has been executed for front yard landscaping at 5246 Pierson Court. The escrow is in the amount of One thousand dollars and zero cents ($1500.00) for installation of front yard landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: ❑ Other: Escrow expires June 1, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: Name -- / / -- l �3 Date i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � I QA>L- LOQ ' Job Address: 5tZAp Permit Number: govt ®®4-,�b ❑ No one available for inspection: Time Re -Inspection required: Yes U When corrections have been made, call for re -inspe ction at 303-234-5933 D01X4'C.4_ ate: I2 I� i 1-1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION )NOTICE Inspection Type: "�' �' V-) Job Address: / �' % C T Permit Number: %Q0 ❑ No one available for inspection: Time -1 ,% : %r`AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: 4� ' /7 Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: TAI S U 1 ` z �C­ L/ Job Address: S� z/ G �,�_sG�zJ C Permit Number: ``/0 0 �/ Z Re -Inspection required: Yes /No./ r When corrections have been made, call for re-inspeof 303-234-5933 ry f� Date: / / (9_-� 6 `%Inspector: Z& -� i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection -,-,Time AM/PM 0 Re -Inspection required: Yes No j When corrections have been made, call for re'`$pe on at 303-234-5933 �? 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Nr a w U awomo OJ �'a4 o a gwa n:xF-mxwN�a<� �oN O N ,z6w-1 �UWOW o 'U=�owJa�av zz o rr t-��-'i l_nm z m p 5 3 0 O p= j Yn o 0 LD OO ow =gi�ao Jo�CUpU fA <V 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: / if y t/20 J0 4� Job Address: S V Permit Number: -2-01 ❑ No one available for inspection: Time`s AM/PM Re -Inspection required: Yes` No When corrections have been made, call for /�re-insp� b`o at 303=234-5933 Date: L-�`l7 Inspector: W DO NOT REMOV HIS NOTICE y A i CITY OF WHEAT RIDGE Building Inspection Division <(303) 234-5933 Inspection line _1�9r(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M I-`-,-) A-00 F~ _ Job Address: V'6 ' C ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -in Date: '- /,� '' Inspector: at AM/PM r i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE � �Cfi Inspection Type: o Fi r Job Address: �� ��s�� C7 Permit Number: -L.0/ WIM �_% ❑ No one available for inspection: Time ��✓ AM/PM Re -Inspection required: Yes t Njo When corrections have been made, call for re-inspptfion at 303-234-5933 Date: fr <- % 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: 5,W6 s� Job Address: Permit Number: f ❑ No one available for inspectiorr:---Re// 7 '! AM/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234- Date:- q///// 7Inspector: 0 7 /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: F -M l Job Address: 52IL4G PhZ-Sary CT Permit Number: Z01 % 004 ZS ❑ No one available for inspion: Time V1 AM/PM Re -Inspection required: 6,S) No When corrections have been made, call forre-inspectionat 303-234-5933 Date: —_,-Inspector: lfy DO NOT REMOVE THIS NOTICE CITY OF VWEAT RIDGE ��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office e (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: kI Job Address: 2 C /C K-1, c, Permit Number: ZGl V J No one available for inspection �Time -1 _>(AAM/PM Re -inspection required: Yes Noy When corrections have been made, call for re-inspoctlon at 303-234-5933 c-)-6 Date:- I —inspector:b ZZ42�­-� 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: )2(; 6' Job Address: 1/ 6- ; y tZ It 5 Cn1 C Re -Inspection required: Yes :OX When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: rr DO NOT REMOVE THIS NOTICE M, i /.y CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: A Ct_ Job Address: a QL V (.9 P1 e e. S Permit Number: a o 1-7 D o y a. X R09116V41) NUJ i I` U J►t 1-4C r -D f, M ❑ No one available for inspection: TimeAM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date.-)- Inspector: DO NOT REMOVE THIS NOTICE iu CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: it t) V Job Address: S :1 4 C -T Permit Number: a o 1 -2 Pry K 0 U e P 6,e -4o ,� w P, l 1!5 Pte► f3 Y PO U 7 r e) ❑ No one available for inspection: Time f / ' (AK&PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: l Inspector: DO NOT `REMOVE THIS NOTICE 114 City of Wheat Ridge Single Family - New PERMIT - 201700428 i?00 PERMIT NO: 201700428 ISSUED: 06/28/201.7 JOB ADDRESS: 5246 Pierson CT EXPIRES: 06/28/2018 JOB DESCRIPTION: New Single Family detached with 2 car front load and 1 car side load garage. Unfinished basement. 3 bedrooms, 2 baths; Unfinished basement 1,469 sq ft; main floor 2,147 sq ft; garage 658 sq ft; covered porch 88 sq ft; 4,362 total sq ft *** CONTACTS *** OWNER (303)295-1216 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 M. Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 270,761.94 FEES Total Valuation 0.00 Plan Review Fee 1,452.75 x Use Tax 4,873 .71 Permit Fee 2,235.00 Engin. .Review Fee 150.00 ** TOTAL ** 8,711.46 *** COMMENTS *** *** CONDITIONS *** A1.1 roughs to be done at Framing Work shall comply with 2012 IRC & 2014 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public'Wo.rks Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. I, by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ppermit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be pertortt�Id and that all work to e performed is disclosed in this document and/or its' accompanying approved plans and specifications. SignaturJ o OWNERt or CONTRACTOR (Circle one) Date I. This pe it was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any m ce or regulati f thi jur' diction. Approval of work is subject to f eld inspection. Signature of Chief Building Official Date ` REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSP ON THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by-, ly. Please t equests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of ht✓at1e COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 PIan,Peranit# �%11 zN�� Plan Review Fee: ) 1 LIG % ` Building Permit Application Please complete all highlighted areas on both sides of this form. incomplete applications may not be processed. Property Address: � `1 �l �CSr C1 C4 Owner (please print): Phone: Property Owner Email: Mailing Address: (if different than property address) Addres: s? �t ��� �`1�t—�y� City, State, Zip:C�ia�a Architect/Engineer: C(' WA En��c� ��. — nC , , Architect/Engineer E-mail: Contractor: Contractors City License #:I (P L()w_7?� Phone: Contractor E-mail Address: Sub Contractors: Electrical: L (-a no) E UU_ f n ' W.R. City License # C { %-75 Other City Licensed Sub: City License # Plumbing: n -% lit , 1l (Yi� oo, 1 0 W.R. City License # U�q'6� Other City Licensed Sub: City License # Mechanical:Sits k�� o� i W.R. City License # $0D 5(p 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.)�� �m �I\I'.1,! ® 1 L'f Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE. (OWNER) (CONTRACTOR) or AUTHORIZED REPRESENTA TIVO ofWNERJ(CONTRACTORf PRINT NAME:{��� � tl j� i SIGNATURE: LL,3 -t�S 1 BATE: 1J, - DEPARTMENT USE ONLY ZONING COMMMENTS: �- \ OCCUPANCY CLASSIFICATION: Reviewer: v BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS CQYMENTS: Reviewer: , CA _-jJ\l m Ic 1/�( -t o �l� ' c:c,�' c5 �-c� c�w� l—.> p ��� >✓5 PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of SINGLE FAMILY/DUPLEX Wheat "I ge BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: � ll Location: 6-14L, C,`i ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a IJew %,. AArF located at the above referenced address. Please note the comments checked below. 1. V, Drainage: a. Drainage Letter & Plan required: Yes ✓ No b. Site drainage/grading plan have been reviewed and are: ✓ OK refer to stipulations. 2. _✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes No Completed b. curb & gutter: Yes ✓ No Completed c. sidewalk: Yes __ZNo Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. _Z Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Applicatio subject to the stated requirements and/or attached stipulations. ( '' ze Signature Date 5. _ NOT APPROVED: The Public Works Department ha)reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. t//� Stipulations: �> t/�,C_-C 7. V A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 - City of �BWh6atRjd,e LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: _ L Location of Construction: Purpose of Construction: Single Family _y,' Commercial Multi -Family Development Review Processing Fee: ........ ....................................... $100.00 $ i cSc� /X 4 (Required of all projects for document processing) Single Family Residence/Duvlex Review Fee:. .................................... $50.00 po $ o Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents :........................ $200.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the 1 n and 2"d submittals): .......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2"d submittals):. . ........................ $500.00 $ • Trip Generation Study Review Fee: .................................................. $200.00 $ • O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (%i initial review fee): .................................................... $300.00 $ 4d' submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. wwwxi.wheatridge.co.us Rev 12/12 (ity cel Wheat k1,CC VU81 IC WORKS �— City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: 5�Z I ADDRESS: Z 4(- Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File "f Vv.ci.wheatridge.co.us Rev 2108 Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: ° Z -Y P I I fr'S 6 -vi C-+ Quail Ridge Estates Subdivision, Lot #: (p Block: 2 Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: �-'` 14 sq. ft (minimum lot size is 6,250 sq. ft.) �b Maximum Building Coverage (45%): sq. ft. (not including accessory structures) Total Proposed Building Coverage: $ °(3 sq. ft. 3$.5 % Accessory Building Coverage r1 k sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' p . S� Interior Side 5' S 5 Side on street 10' Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? u c S (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25%o - 3'f q2 if Cab/ Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side facade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ 04scii 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. WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED ✓x-� ;rte-�, THIS DEED, Made this February I-V . 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: �Z(40t/�w Name: Robert R. Short Title: President State of Colorado ) County of��' ��i' f� )ss The foregoing instrument was acknowledged to before me this February,,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seal.—�, M commission expires: Notary!'Public JANET S JACKSON NOTARY PUBLIC STATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No, 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3of3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording-, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and bender covenant and. agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "PropertX"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; IVES- '1,5C*Y-cv (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of I.,ender's Security), and the balance in accordance with the terms and conditions of the Note. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are tiled. 2 1353913/ 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and. expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall he payable upon notice froth Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913.^. thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized. to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability: Captions. "The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability, The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, M WROM this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property; second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/1.00 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility_ Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 6 1353913.2 and cable) including the costs of pennits, fees, demolition, relocation and installation ("Dil Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall rine with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof: The issuance on behalf of Lender of a routine statement 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. (Remainder of page intentionally left blank. Signature page follows.] EXECUTED BY BORROWER. REMINGTON HOMEy� OF COLORADO, INC., a Colorado cori�oratio By: Title: _ -.J 4 —S ' STATE OF COLORADO § COUNTY 01`4Q. The for ping instrument was acknowledged before me this 26th day of February, 2016, by X4'1 1`� S_ NQS ('2 of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. Witness my hand and official seal. SHANNM Q� R -BUCIA My commission NotaryPubitt ` expires: State of Colorado Notary 10 20064037048 My Commission Expires Se 23, 2017`+'`---- ____ ._ Notary Public 9 1353913.2 City of -Wheat"I ge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: Project Address: k�l ��� T iQTnt—"D Name of Firm/ Individual submitting documents: i�p MIM, AT�n k�--�QLz Project Type/ Description: c� .1 Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, 11411am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o !Consolidated Mutual Water District o, - Valley Water District o Denver Water Agency Notes: o Wheat Rdge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Signa YNre. / G Dat e: (Agency Representative) *;P, W4 H 0 M OE S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 June 5, 2017 City of Wheat Ridge 7500 W. 291h Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5246 Pierson Ct. PLAN CHECK: 201700428 Dear Mr. Slusser, We have addressed and/or corrected the list of items that were specified in reference to the above plan check number. Please review the following responses: 1. The building codes have been provided on sheet A-1. 2. Square footage summary has been provided on sheet A-1. 3. A sheet index is provided on sheet A-1. 4. The engineer has stamped and signed the structural drawings 5. A note for the basement bathroom rough in has been added. 6. A note has been added to sheet A-4 for the address numbers. 7. A window and door schedule has been provided on sheet A-2. 8. Note #57 has been added to sheet A-2 to separate 1 -car garage from residence by use of 5/8" Type "X" G.W.B. 9. We have submitted the manuals with the original submittal, we have added the HERS rating for this home with this re -submittal package. 10. A note has been added to sheet A-2 for third party inspection of backflow preventer. 11. The isometric on sheet A-2 has been updated to show all cleanouts. 12. The design calculations for the steel beams are with this submittal package. 13. Sheet D-2 has been updated to show a l Omil polyethylene vapor retarder is required 14. Sheet S-1 has been updated to specify basement floor reinforcement. 15. Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. Respectfully, 4qW� Mega Sparks Remington Homes PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) December 2, 2016 Re: 5246 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, Fonda Wilhelm Office Manager Wheat Ridge 1/151�ily'of Community Development WheatNige Building Plan Review Plan Information Project Address: 5246 Pierson Court Plan Check: 201700428 Date: 5/29/17 —1sT Check Date: 2012 International Building Code with Wheat Ridge Amendments Provide Building Code data on plans: 2012 International 2012 International Residential Code with Wheat Ridge Amendments Al 2012 International Plumbing Code with Wheat Ridge Amendments 2012 International Mechanical Code with Wheat Ridge Amendments NEC, City of Wheat Ridge local amendments 2014 National Electrical Code with Wheat Ridge Amendments 2012 International Fuel Gas Code with Wheat Ridge Amendments Applicable Codes 2012 International Energy Conservation Code with Wheat Ridge following: livable area, unfinished basement, Amendments 2012 International Fire Code with Wheat Ridge Amendments G3 2012 International Property Maintenance Code with Wheat Ridge Provide sheet index. Amendments Please be aware that: 2015 NFPA 99 Standards for Health Care Facilities 1997 Uniform Code for the Abatement of Dangerous Buildings Design Criteria Frost Level: 36" Below Grade Snow Load: 30 Lbs Per Sq Ft, 30 Lbs Drift I Wind Load: 105 MPH W 3 Sec Gust Exposure: C Seismic Zone: B Building Code Summar Occupancy Classification: R3 I Sprinkled/Non-Sprinklered: NS I Type of Construction: VB Contact Information Structural Engineer: Gerard Meiser Phone: (3031940-0996 Email: office@geistructural.com Contractor: Remington Homes Phone: 303 420-2899 Email: msparks@remimgtonhomes.com Review Comments General Item Number Sheet Number Description Provide Building Code data on plans: 2012 International G1 Al Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge local amendments Provide a square footage summary for each of the G2 Al following: livable area, unfinished basement, garages, patio, and covered porch. R106) G3 Al Provide sheet index. G4 Please be aware that: All structural sheets, prior to permit issuance, shall be stamped and signed by the engineer. Review is limited to the contents of the plans submitted G5 Please be aware that: and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. Wheat Ridge 'Rcitlryof Community Development WheatR�e Building Plan Review Architectural Item Number Sheet Number It is the responsibility of the architect to install corrected G6 Please be aware that: sheets in the plans. The old sheets must stay with the Al A-1 building department for comparison. G7 Please be aware that: Prior to CO or final, the GC shall provide as built in PDF. Approved: Yes No Architectural Item Number Sheet Number Description Submit for review a project specific completed ResCheck EN1 Clarify if bathroom is to be installed in basement. Al A-1 Provide keynote if just for rough in plumbing only. Approved numbers or address shall be provided in such P2 A-2 a position as to be plainly visible and legible from the A2 A-4 street or road fronting the property. Address to be a min. of 4" in height. (R319.1. Note on sheet. Please provide window and door schedule A3 A-2 The 1 -car garage shall be separated from the A4 A-2 residence by not less than W' gypsum board applied to the garage side. (IRC Table: R302.6) Provide key note. Approved: Yes No Enerev Item Number Sheet Number Description Description Submit for review a project specific completed ResCheck EN1 or Energy Compliance Report from an energy rating P1 company. Approved: Yes No Plumbing Item Number P1 Sheet Number Description On sheet A-2 please note back flow preventer with third P1 A-2 party inspection. Show water closets on waste plumbing isometric and P2 A-2 fixture schedule. Noted as Lav on plans. Approved: Yes No Wheat Ridge i Itry 0f Community Development Wheat1 �' Building Plan Review Structural Item Number Sheet Number Description S1 S-1 Submit design calculations for steel beams at main floor. Note : (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than S3 S-1 6" shall be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). S4 S-1 Specify slab reinforcement in basement floor S6 S-2 Provide statement of required special inspections and structural observations. (IBC 1701) Approved: Yes No if you have any questions or need assistance please contact me at 720.404.4538 or email me at randyslusser@caaprofessionals.com Thank You Randy Slusser MlI MiTek IV Re: 44074 715A 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: R46638575 thru R46638616 My license renewal date for the state of Colorado is October 3l, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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 -pre arinq de#qnf Suitability of truss designs for any particular bui s Wheatkic e responsibility of the building designer, not the T u"l'IietorM¢atr per ANSI/TPI-1, Chapter 2. APPROVED RevIewed for Code Compliance �9'Pp0 LICF2 c>�\.' p •SoaN ' . U ' 4PIans4Exanery Date PE -44018 • i � Vo6d_?Y o annk: The bsuonce of o pe mit w OpprOVOI of pbm SpetiPKOti011f �j ••• • `� and con •na/afbM shall not be a permit for, or on Opprcm, cy,, any violation to O� ••• •••• \� onyof:'eptpylonsofthe building code orofany Otyordinances.Permits �d •���\ presun, q ro @W outhwuy to violate Of concel the P,*W,, ns of the suitdNp codes or othp ordinances Of the City shot not be void. �— February 24,2016 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Cdy of Wheat Ridge CB cu n fE U) 5W 0 2 Z 0 V 5Z �W w E 0 CD W J N L a v O NN V/m N �`1 Cf)O .�� 0Ou C« -N m Mier O O `1 u c? mm C EN r c; 00 M N L a T Job Truss Truss Type Qty Ply 715A 44074 Al Roof Special Supported Gable 1 1 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 TCDL10,0 Lumber DOL 1.15 Job Reference o tional l� 22-3-10 an io IU 10 Mn eK industries, Inc. wea reo 24 1u: 11:11 2016 Page 1 ID:CYHD1gYxHPPz3CROFKMItr A2s-52iYCeWrLOORFRFGBDMWPVFDdo7tlzT5AwT5lDzhyhU 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.2 6 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 46 45 44 43 42 41 40 39 38 37 46 = 4x6 = 3x4 II 3x4 = LOADING (psf) TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 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 0.05 Vert(LL) n/a n/a 999 MT20 197/144 TCDL10,0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 36 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 356 Ib FT=20 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E 'Except` 25-46: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 18-54, 17-55, 16-57, 19-53, 20-52 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 47-0-0. (lb) - Max Horz 1=-189(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except 45=-112(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 46, 36, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 45, 44, 43, 42, 41, 40, 39, 38, 47 except 37=340(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-44/253, 13-14=-43/269, 14-15=-44/285, 15-16=-44/303, 16-17=-46/319, 17-18=-43/312, 18-19=-42/308, 19-20=-45/306, 20-21=-43/280, 21-22=-43/253 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 47 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except (jt=lb) 45=112. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard City of Wheat Ridge Building Divison . o�y,ND 0 L1 CF�s VS00,y F� 0 02 4018 • 10 0. 0-N O0N February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W-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 w A IT�1.IC" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI] 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 715q 44074 A2 Roof Special 5 1 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 Job Reference (optional) Alpine Lumber Co., Commerce COy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:14 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-WdOggfYkeJP06v_rtLvDQ8ffO?z8V91XsuhlvYzhyhR 7-7-9 14-11-9 22-3-10 27-0-131-8-8 39-2-8 47-0-0 7-7-9 7-4-1 7-4-1 4-8-7 4-8-7 7-6-0 7-9-8 b 5x6 = 5.00 12 Scale = 1:80.0 2x4 II 3x5 = — 5x8 = 11 10 46 = 4x6 I 4x6 = 3- 0 -8 7-1-9 7-4-1 7-4-1 9-3-14 04-0 7-6-0 7-9-8 Plate Offsets (X Y)-- 15:0-3-0.0-3-81 '[8:0-4-0.0-4-121 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 12 n/a n/a FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 1-16 >999 240 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-11: 2x4 HF Stud 6-0-0 oc bracing: 10-11,9-10. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 2-15, 4-13, 6-12, 8-12 2-16,4-15,8-10: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1386/Mechanical, 9=321/0-3-0 (min. 0-1-8), 12=2974/0-5-8 (min. 0-4-14) Max Horz 1=-190(LC 11) Max Uplift 1=-221(LC 10), 9=-106(LC 11), 12=-325(LC 11) Max Grav 1=1501(LC 14), 9=409(LC 15), 12=2974(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. City Ut TOP CHORD 1-2=-2929/423, 2-3=-2074/300, 3-17=-1870/329, 4-17=-1840/331, 4-5=-1064/223, 5-6=-875/246, 6-18=-22/1210, 7-18=-36/1075, 7-8=-110/1270, 8-9=-320/390 BOT CHORD 1-16=-422/2590, 15-16=-422/2590, 15-19=-201/1817, 14-19=-201/1817, 13-14=-201/1817, Wh28t Ridge 7-12=-531/223, 9-10=-286/219 WEBS 2-16=0/312, 2-15=-901/244,4-15=-20/520, 4-13=-1341/307, 6-13=-104/1221, D iVISOn 6-12=-2237/270,10-12=-206/288,8-12=-1168/298,8-10=0/311 gUilding NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1,1 3) Unbalanced snow loads have been considered for this design. F00 tI 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q`����••••�C 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 fit between the bottom Soo .• F C> N Q will chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. • O • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=221,9=106,12=325. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 018 referenced standard ANSUTPI 1. • 0 06 �0,� LOAD CASE(S) Standard �� '•• •: �SS�ONAL E��\� February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/072015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel hts CA 95610 Job -77 Type Qty Ply 715A 44074 [T1u7ss___JT_1uss Roof Special 2 1 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 10 BCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:15 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s--py227ZMPdXtk3Z1Q3QSzLPgzPLSEdag5YRIR_zhyhQ 7-7-9 14-11-9 22-3-10 26-6-1 30-8-8 36-0-8 41-4-8 47-0-0 7-7-9 7-4-1 7-4-1 4-2-7 4-2-7 5-4-0 5-4-0 5-7-8 Scale = 1:80.0 5x8 Q o 5.00 I12 2x4 II 6x6 = 5x8 = 11 5x8 = 4x6 = 46 11 4-- 7-7-9 7-4.1 7-4.1 8-3-14 0- -0 I. d LOADING (psf) TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 ) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 10 BCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 1-15 >999 240 Weight: 239 lb FT=20% LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x4 SPF 1650F 1.5E `Except' WEBS 6-11: 2x4 HF Stud WEBS 2x4 SPF No.2 `Except' 2-15,3-14,7-12,7-10,8-10: 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 3-13, 4-13, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=1315/Mechanical, 9=370/0-3-0 (min. 0-1-8), 12=2996/0-5-8 (min. 0-4-15) Max Horz 1=-190(LC 11) Max Uplift 1=-212(LC 10), 9=-111(LC 11), 12=-328(LC 11) Max Grav 1=1438(LC 14), 9=459(LC 15), 12=2996(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2775/399, 2-16=-1917/305, 3-16=-1685/307, 3-4=-903/200, 4-5=-704/224, 5-17=-26/1224, 6-17=-38/1103, 6-7=-97/1268, 7-8=-227/379, 8-9=-581/207 BOT CHORD 1-15=-399/2449, 14-15=-401/2446, 14-18=-178/1672, 13-18=-178/1672, 6-12=-473/178, 9-10=-123/480 WEBS 2-15=0/310, 2-14=-905/246, 3-14=-20/533, 3-13=-1346/305, 5-13=-126/1317, 5-12=-2176/268, 10-12=-502/143,7-12=-885/254, 7-10=-51/633, 8-10=-492/203 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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 (jt=1b) 1=212, 9=111, 12=328. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard GViA O e V ti area SP ��Ng0 LIc �OO 0 2 i % G i 018 February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job SPACING- 2-0-0 CSI. Qty Ply 715A44074 Plate Grip DOL 1.15 LT1U,_1s__�_T1uS8.Type Commn Supported Gable 1 1 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) nipine LUmoe1 co., s.ommerce s y,­ouuzz b.uuu S Jan 1 b ZUlb mi I eK Industries, Inc. wea t-eb 24 10:11:19 2016 page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-saBZuNcsSrl JCgtofvVO7BabdotfAbQGOAPWalzhyhM 11-0-0 20-3-10 37-6-8 1-0 0 20-3-10 17-2-14 Scale: 3/16"=1' 5x6 = 17 18 19 62 61 60 59 58 57 56 55 54 53 52 51 50 4948 47 46 45 44 4342 41 40 39 38 37 36 35 34 33 32 3x4 = 3x6 = 3x6 = 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 0.05 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 32 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight 292 Ib FT = 20 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 37-6-8. (lb) - Max Horz 62=131(LC 7) Max Uplift All uplift 100 Ib or less at joints) 62, 32, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 61=-141(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 62, 32, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34.33 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-33/256,16-17=-35/272, 17-18=-33/269,18-19=-35/264, 19-20=-38/259 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 61-62. 1 Row at midpt 18-46,17-47, 16-48, 19-45, 2043 F iTek rcommends that Stabilizers and required cross bracing installed dur ng truss erection, in accordance with Stabilizer stallation uide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 113-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 62, 32, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (jt=1b) 61=141. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10,2 and r NUO LIC 5O0F•y•SF�• Q =z Q %��_%i p G i 010 i SSS/ONAL Ems' rolerenucu bmnualu ANSii I rI I. reDfuary Z4,ZU-1 b A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MnekO 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, DSB-8y 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 Heirints, CA 95610 Job Truss�Tuss.Type Qty Ply 715A 44074 B1 Supported Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cay,CO.80022 LOAD CASE(S) Standard 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:20 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-Lnlx5jdUD999ggR?DcOdgP7mNQDuv2gPEg836BzhyhL A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 B2 Common 7 1 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.89 11-12 >499 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:21 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-pzJK13e7THOS_OBnJXsDcftcgJPeMPZTUudfezhyhK 6-11-9 13-7-9 20-3-10 F 25-11-6 31-7-3 37-6-8 1-0-0 6-11-9 6-8-1 6-8-1 5-7-13 5-7-13 5-11-5 1 s Scale: 3/16"=1' 6x6 = 5.00 12 13 -14 10 1r 11 ltl IV lu 9 4x8 = 3x4 = 6x12 — 3x4 = 4x8 = LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.41 11-12 >999 360 MT20 185/144 10) TCLL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.89 11-12 >499 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.15 9 n/a ri BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.1011-12 >999 240 e Weight: 2001b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF 165OF 1.5E *Except* 9-11: 2x4 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 'Except' 3-12,7-10,7-9: 2x4 HF Stud, 2-13,8-9: 2x6 SPF 1650F 1.5E WEBS REACTIONS. (Ib/size) 13=1954/0-5-8 (min. 0-3-3), 9=1853/Mechanical Max Horz 13=133(LC 7) Max Uplift 13=-283(LC 10), 9=-237(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-662/139, 3-4=-2830/436, 4-14=-2086/309, 5-14=-2068/340, 5-6=-2061/361, 6-15=-2145/337, 7-15=-2279/324, 7-8=-308/66, 2-13=-623/175, 8-9=-334/90 BOT CHORD 12-13=-426/2570,12-16=-309/2366,16-17=-309/2366, 11-17=-309/2366, 11-18=-181/2048, 18-19=-181/2048, 10-19=-181/2048, 9-10=-243/1840 WEBS 4-12=-26/378, 4-11=-886/279, 5-11=-110/1020, 6-11=-570/196, 7-10=0/377, 3-13=-2416/307, 7-9=-2174/313 Structural wood sheathing directly applied or 5-1-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-11. 1 Row at midpt 4-11, 6-11, 3-13, 7-9 FInsMiristTe1 recommends that Stabilizers and required cross bracing ialledduring truss erection, in accordance with Stabilizer tallation uide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=283,9=237. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �'PD 0 L/CF�s V ;'•p So0/v; •'• " 4�E­44018 O 0.•G • i/ OAF •�'•.••••�'••�\�� SS�ONAL E� February 24,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ 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 ANSI/TPII Quality Criteria, DSO -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 2- 7 2 Truss Type Qty Ply 715q 44074 �Tuss Roof special Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-hkZg8Qhd2hnSwbKyO9coNSgVtRrca8c806sqoPzhyhG 3-8-15 7-2-6 8 0-1 12-1-8 16-2-9 20-3-10 25-11-6 31-7-3 37-6-8 3-8-15 3-5-7 0-10- 4-0-12 4-1-1 4-1-1 5-7-13 5-7-13 5-11- 5X6 11 Scale = 1:68.3 10x10 MT20HS 11 8x12 = 3x6 I 10x14 = 10x10 = 4x6 = 5x6 = 4x6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2- 7 2 TOP CHORD 1-17=-11474/1368, 1-20=-9134/1049, 2-20=-9134/1049, 2-21=-9143/1050,O 31-7-3 37-6-83B15 -1-1-6 21-22=-9135/1049, 3-22=-9126/1049, 3-23=-17255/1897, 23-24=-16816/1861, r✓�\� gQi 24-25=-16467/1821, 4-25=-16425/1830, 4-26=-16735/1920, 5-26=-16656/1937,\a I i 5-11-53-815 Plate Offsets (X Y)-- 11:0-3-12,0-2-121 [3:0-2-12,0-4-01, [5:0-1-4,0-2-81, 1113:0-5-0 0-6-01 114:0-1-10 0-5-01 [16:0-6-0,0-3-81 LOADING (psf) BOT CHORD 16-17=-119/514, 15-16=-1824/16342, 14-15=-1 822/16340, 14-29=-1101/10612, Vv� A� 29-12=-63915626110-139014871110612, 061 2, 13-31=-730/7049, 12-31=-730/7049, 9-12=-639/5626'1 3 �10N 0 1 1 90/4871/1 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.21 14 >999 360 MT20 174/144 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.40 14 >999 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WE 0.84 Horz(TL) 0.07 10 n/a n/a 0 •+• • ••••,,,,••• BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.12 14 >999 240 Weight: 906 Ib FT = 20% LUMBER- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BRACING - TOP CHORD 2x6 SPF 1650F 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3: 2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 OF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' 1-17,9-10: 2x6 SPF 165OF 1.5E, 1-16:2x4 SPF 1650F 1.5E 4-14: 2x10 OF 195OF 1.7E, 5-14,5-13,6-13,7-13: 2x4 SPF No.2 18-19: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 17= 11940/0-5-8 (min. 0-4-4), 10=4947/Mechanical Max Horz 17=-186(LC 6) Max Uplift 17=-1409(LC 10), 10=-582(LC 11) Max Grav 17=11940(LC 1), 10=4948(LC 15) _ FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11474/1368, 1-20=-9134/1049, 2-20=-9134/1049, 2-21=-9143/1050,O 21-22=-9135/1049, 3-22=-9126/1049, 3-23=-17255/1897, 23-24=-16816/1861, r✓�\� gQi 24-25=-16467/1821, 4-25=-16425/1830, 4-26=-16735/1920, 5-26=-16656/1937,\a 5-27=-8133/1012, 6-27=-8032/1021, 6-7=-8187/1004, 7-28=-7585/940,8-28=-7722/927, 9-10=-4727/588 e`d� P8-9=-6208/734, -n,�(\ `ANS BOT CHORD 16-17=-119/514, 15-16=-1824/16342, 14-15=-1 822/16340, 14-29=-1101/10612, Vv� A� 29-12=-63915626110-139014871110612, 061 2, 13-31=-730/7049, 12-31=-730/7049, 9-12=-639/5626'1 3 �10N 0 1 1 90/4871/1 WEBS 1-16=-1470/12864, 2-16=-1698/281, 3-16=-10906/1220, 3-14=-1362/230, 4-14=-8293/982, 5-14=-1156/10251, 5-13=-6835/859, 6-13=-629/5664, 7-13=-359/1035, 7-12=-1185/206, 8-12=-186/1918, 8-11=-2166/325, 9-11=-592/5550 p Q L iL'�'U NOTES- 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: OQ�P O� •,•+• �Q ••• t�F s Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Co : Q N •, Q O Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. i- 0. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc. G 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. 018 ; 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; ; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ; DOL=1.33 0 •+• • ••••,,,,••• 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 �� 5) Unbalanced snow loads have been considered for this design. <1�� ONAL 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 83 Roof Special Girder 1 3 Job Reference O tional Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-hkZg8Qhd2hnSwbKyO9coNSgVtRrca8c806sqoPzhyhG NOTES - 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 17=1409, 10=582. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Graphical puffin representation does not depict the size or the orientation of the pudin along the lop and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 lb down and 140 Ib up at 10-0-12, and 7384 Ib down and 796 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7342(F)20=-998 21=-998 22=-998 23= -899(F)24= -899(F) O'Ll of Wheat Rid9e A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 fruss web and/or chord members only. Additional temporary and permanent bracing M iTekT is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiglits, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 C1 Roof Special 2 1 b Reference (optional)_ Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:27 2016 Page 1 I D: CYH D1 gYxHPPz3CROFKM 1 DzzIA2s-d7gbZ6itaJ1 AAvU L7aeGStvtC FTP25DRrOLxsHzhyhE i 4-2-1 83-010 31-70 16-5-8 21-9-8 27-1-8 2-9 4-2-1 I -10-9 -6-6 4-10-8 5-4-0 5-4-0 -7-80 5X6 — 5.o0 12 16 — " 10 5x8 = 46 = 4x6 11 Scale = 1:64.9 0 uS ]d 5-11-4 5-7-12 4-4-0 0-6-8 8-0-0 Plate Offsets (X,Y)— [5:0-5-0.0-3-121, [11:0-4-0.0-2-121, [13:0-2-0,0-3-01 8-3-8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.17 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2012fTP12007 (Matrix) Wind(LL) 0.03 8-9 >999 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. 9-11: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=569/0-3-0 (min. 0-1-8), 11=2081/0-5-8 (min. 0-3-7),15=597/Mechanical Max Horz 15=-317(LC 11) Max Uplift 8=-148(LC 11), 11=-285(LC 11), 15=-93(LC 10) Max Grav 8=578(LC 15), 11=2081(LC 1), 15=853(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-722/130,5-6=0/711, 6-7=-506/239, 7-8=-851/292, 1-15=-273/54 city of BOT CHORD 14-15=0/689,13-14=0/436, 4-13=-375/154, 5-11=-914/71, 8-9=-199/723 WEBS 3-14=-30/352, 3-13=-416/40, 11-13=-774/206, 5-13=0/694, 6-11=-844/238, 6-9=-30/545, wheat 7-9=-457/198, 2-15=-793/106 Ruga NOTES- OTES- B(Jildiq 1 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; g 1DivisQn enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O <<t^�� 5) • 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 fit between the bottom OPD will chord and any other members. 6) Refer to for truss to truss connections. ••••'•••• cr •• 500/l% ••• FQ girder(s) V� ; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15 except (jt=1b) 8=148,11=285. 2 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and • �• • referenced standard ANSI/TPI 1. 4018 LOAD CASE(S) Standard �p� �• :•�IQZ ONAI, February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 C2 Roof Special 7 1 Job ReferencA (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:28 2016 Page 1 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-6J Ezm Sj WLc91 n23Xhl9V?5S 1 LfsRnWjjb444UPkzhyhD 4-2-1 8-0-10 11-7-0 18-8-8 25-10-0 29-1-12 32-9-0 3-9- 4-2-1 3-10-9 3-6-6 7-1-8 7-1-8 3-3-12 3-7-4 -0-0 5x6 11 5.00 12 19 12 11 3x4 = 2x4 3x4 = 5-11-4 5-7-12 M. 7-0-8 0- -0 3-3-12 3-7-4 Plate Offsets (X Y)-- [6:0-6-0.0-4-8], [13:0-4-8.0-3-41, [16:0-3-4Edgel 0 Ia Scale= 1:65.5 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) -0.11 4 >999 360 MT20 185/144 (Roof Snow=30.0) • moi• • 7) Refer to girder(s) for truss to truss connections. 4018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 13=312,18=116, �O •••� 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �: ��� •••.���e••.•\ TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.25 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 13 n/a n/a Code IRC2012ITP12007 (Matrix) Wind(LL) 0.06 4 >999 240 Weight: 180 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E 'Except' 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 0 rC 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD WEBS 2x4 HF Stud "Except' non -concurrent with other live loads. V� 0••O SOOAj 14-16,5-13: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 9=257/0-3-8 (min. 0-1-8), 13=1833/0-5-8 (min. 0-3-0), 18=1247/Mechanical Max Hoa 18=-322(LC 11) Max Uplift9=-69(LC 11), 13=-312(LC 11), 18=-116(LC 10) Max Grav 9=263(LC 16), 13=1833(LC 1), 18=1325(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1484/207, 3-19=-2447/378, 4-19=-2456/361, 4-5=-2526/302, 5-6=0/435, 6-7=0/424, 7-8=-28/493, 1-18=-301/55 BOT CHORD 17-18=0/1220, 16-17=0/1350, 4-16=-433/195, 13-14=-82/1234, 7-13=-547/224 WEBS 2-17=0/317, 3-16=-240/1515, 14-16=-105/1441, 5-16=0/994, 5-14=-645/151, 5-13=-18781235,8-13=-372/100, 2-18=-1479/154 Structural wood sheathing directly applied or 5-5-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12,9-11. 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. City of Wheat Ridge NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 0 rC 3) Unbalanced snow loads have been considered for this design. �D � F 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. V� 0••O SOOAj 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 • 2 will fit between the bottom chord and any other members. • moi• • 7) Refer to girder(s) for truss to truss connections. 4018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 13=312,18=116, �O •••� 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �: ��� •••.���e••.•\ referenced standard ANSI/TPI1. \ ONA'L. �N�? LOAD CASE(S) Standard February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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, 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 _Heii h�CA 95610 Job Truss Truss Type Qty Ply 715A 44074 C3 Roof Special 1 1 WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:29 2016 Page 1 ID: CYH D 1 gYxHPPz3C ROFKM 1 DzzIA2s-aVoL_ok86wluP CdjF?gkXI?AF26S Wx9kJkg2xAzhyhC 1 4-2-18-0-10 11-7-0 18-3-8 25-3-8 4-2-1 3-10-9 3-6-6 6-B-8 7-0-0 3x4 4x6 = 5.00 12 3 14 9 8 7 2x4 II 4x12 = 3x4 II 0 N c� N Scale = 1:58.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPi20070 CSI. TC 0.55 BC 0.72 WB 0.87 (Maty x) DEFL. in (loc) I/deft L/d Vert(LL) -0.12 9 >999 360 Vert(TL) -0.31 11-12 >980 240 Horz(TL) 0.13 7 n/a n/a Wind(LL) 0.08 9 >999 240 PLATES GRIP MT20 185/144 Weight: 127 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-10 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. 8-10: 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stat a i n Acle. REACTIONS. (Ib/size) 7=1250/Mechanical, 12=1250/Mechanical Max Horz 12=-223(LC 6) Max Uplift 7=-198(LC 11), 12=-132(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1519/252,3-14=-1508/245, 4-14=-1518/228,4-5=-2565/386, 5-6=-1433/242, 6-7=-1187/231 BOT CHORD 11-12=-44/1189, 10-11=-183/2255, 4-10=-99/877 WEBS 2-11=-4/312, 3-11=-118/848, 4-11=-1306/294, 8-10=-226/1493, 5-10=-16/1035, 5-8=-1144/283, 2-12=-1516/208, 6-8=-161/1246 (iD NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 t�(;�n' will fit between the bottom chord and any other members. 6) Refer to for truss to truss Op �PUU girder(s) connections. �•••••'•••.�• cS Soo/l/ FQ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) C>� ; Q •e 7=198, 12=132. i Q Q 0 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and • 2 0. referenced standard ANSI/TPI 1. G 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4018 LOAD CASE(S) Standard '0 •� o�FSS�ONAI. February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, russ not a tsystem. 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 D7 Common Supported Gable 1 1 TC 0.07 Alpine Lumber Co., Commerce C8y,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:32 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1D7zlA2s-_4UUcpm00rgSGgMlw7ER9xco2GJ3jVnA?h2iYVzhyh9 -1-0-0 9-11-12 19-11-8 20-11-8 1-0-0 9-11-12 9-11-1201 0 Scale = 1:35.3 61' 4x6 = 10 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II 3�9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 90 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-8, Right 2x4 SPF No.2 1-6-8 REACTIONS. All bearings 19-11-8. (lb) - Max Harz 2=71 (LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 Max Grav All reactions 250 Ib or less at joint(s) 2, 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Cly °f 0 February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors, This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and. to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 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 2-0-0 Qty Ply in (loc) D2 7,,uss.Type 4 1 L5A44074 b Reference (ootionall Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:33 2016 Page 1 ID:CYHD t gYxH PPz3C ROFKM 1 DzzIA2s-SH 1 sg9ne99oJugxUUrlgi89upg WHSuzKELoF4xzhyh8 1 0 0. 5-1-10 9-11.12 14-9-14 19-11-8 20-11-8 1-0-0 5-1-10 4-10-2 4-10-2 F 5-1-10 1-0-0 26' d Scale = 1:35.3 5x6 = 412 = 4x12 = 3x9 - Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def) L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 2-10 >999 360 MT20 185/144 TCDL10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 2-10 >656 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 74 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x4 HF Stud 2-8-8 REACTIONS. (Ib/size) 2=1078/0-5-8 (min. 0-1-12),8=1078/0-4-8 (min. 0-1-12) Max Horz 2=71(LC 10) Max Uplift 2=-156(LC 10), 8=-156(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1741/248, 3-4=-1606/270, 4-11=-1340/154, 5-11=-1272/175, 5-12=-1272/175, 6-12=-1340/154, 6-7=-1606/270, 7-8=-1741/248 BOT CHORD 2-10=-241/1513, 8-10=-170/1513 WEBS 5-10=0/531, 6-10=-477/200, 4-10=-477/199 Structural wood sheathing directly applied or 4-5-15 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=156,8=156. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard or 0*11 of Wheat R;dge 6�p,D 0 C fA�'F�so i •�• SOO'V .•• F O0 02 n. 4018 Off, •••• ••i �� 0-N. *A* E��\ February 24,2016 A WARNING. Var1/y design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A 44074 D3 Common 2 1Job RQ11-emore (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:34 2016 Page 1 ID:CYHDtgYxHPPz3CR0FKM1DzzIA2s-wTbE1VOGWSWAVzVVh2YGVEMi4t3stBLFTS?XpcNzhyh7 5-1-109-11-12 14-7-10 19-7-0 r 5-1-10 4-10-2 4-7-14 i 4-11-6 Scale: 3/8"=1' 5x6 = LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 1650F 1.5E 2-8-0 REACTIONS. (Ib/size) 1=979/0-5-8 (min. 0-1-10),7=979/Mechanical Max Horz 1=70(LC 12) Max Uplift 1=-133(LC 10), 7=-130(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1716/249, 2-3=-1580/271, 3-9=-1303/153, 4-9=-1234/171, 4-10=-1234/174, 5-10=-1296/155, 5-6=-1560/253, 6-7=-1655/230 BOT CHORD 1-8=-244/1493, 7-8=-151/1400 WEBS 3-8=-474/202,4-8=0/504,5-8=-386/183 NOTES - 1) Wind: ASCE 7-10; VuIt= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=133, 7=130. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard City of Wheat Ridge ilding o�o�PD 0 LIOF�s v S��N'•.FO O .0 0 G) : 4018 SO ON. AL ENS\ February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSII 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 his CA 95610 d 5x6 8 5x8 11 9-11-12 3x9 = r 19-7-0 9-11-12 9-7-4 _-- Plate Offsets KY)— f1:0-3-0.0-1-31. r7:0-6-1.Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 1-8 >999 360 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.38 1-8 >614 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.04 1-8 >999 240 Weight: 72 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 1650F 1.5E 2-8-0 REACTIONS. (Ib/size) 1=979/0-5-8 (min. 0-1-10),7=979/Mechanical Max Horz 1=70(LC 12) Max Uplift 1=-133(LC 10), 7=-130(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1716/249, 2-3=-1580/271, 3-9=-1303/153, 4-9=-1234/171, 4-10=-1234/174, 5-10=-1296/155, 5-6=-1560/253, 6-7=-1655/230 BOT CHORD 1-8=-244/1493, 7-8=-151/1400 WEBS 3-8=-474/202,4-8=0/504,5-8=-386/183 NOTES - 1) Wind: ASCE 7-10; VuIt= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=133, 7=130. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard City of Wheat Ridge ilding o�o�PD 0 LIOF�s v S��N'•.FO O .0 0 G) : 4018 SO ON. AL ENS\ February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSII 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 his CA 95610 Job Truss Truss Type Qty Ply 715A 44074 04 Common Girder 1 WEBS 2x4 HF Stud *Except* Job Reference (ootionall Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MIT ek Industries, Inc. Wed Feb 24 10:11:35 2016 Page 1 ID: CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-Of9cErovhm21775tbGn8nZEFWTADwgtdhfHM8gzhyh6 1 5-6-2 9-11-12 14-5-6 i 19-7-0 5-6-2 4-5-10 4-5-10 5-1-10 61 d Scale = 1:31.4 4x12 = 3x12 II 10x10 = 3x12 II 4x12 -- LOADING (psi) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.38 BC 0.69 WB 0.79 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.15 7-8 >999 360 Vert(TL) -0.28 7-8 >817 240 Horz(TL) 0.08 5 n/a n/a W rid(LL) 0.08 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 210 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-7 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 WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 1=6547/0-5-8 (min. 0-5-6), 5=7422/Mechanical Max Horz 1=66(LC 27) Max Uplift 1=-718(LC 10), 5=-785(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12258/1289, 2-9=-9135/951, 3-9=-9025/970, 3-10=-9171/974, 4-10=-9172/956, 4-5=-12480/1291 City of BOT CHORD 1-11=-1176/11084, 11-12=-1176/11084, 12-13=-1176/11084, 8-13=-1176/11084, 8 -14= -1176/11084,14 -15=-1176/11084,7-15=-1176/11084,7-16=-1105/11220, 16-17=-1105/11220, 6-17=-1105/11220, 6-18=-1105/11220, 18-19=-1105/11220, VIP R Id9e - 19-20=-1105/11220, 5-20=-1105/11220 V WEBS WEBS 3-7=-619/6424,4-7=-3222/417, 4-6=-239/3020, 2-7=-3091/424, 2-8=-223/2724 D,V,Spi1 Bu;,ain9 NOTES- 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 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 0 ,D LlCF O••••'/s ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �� ,ND 3) Wind: ASCE 7-10; VuIt= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; V� •O S0OAI+••• CLQ enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Q 02 • • 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 • G 5) Unbalanced snow loads have been considered for this design. 401$ 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 -:0 ••• will fit between the bottom chord and any other members. •� 000 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 (jt=lb) 08/ 1=718, 5=785. aN AL 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 24,2016 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Tek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A 44074 D4 Common Girder 1 Alpine Lumber Uo., UommerCe Uay,CU.80022 8.000 s Jan 15 2016 MiTek Intlustries, Inc. Wed Feb 24 10:11:36 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI D7zlA2s-tsj_SBpXS4AulHg39zINJnnQGtWSf76mwJOvhGzhyh5 NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 835 Ib down and 111 Ib up at 1-0-4, 833 Ib down and 113 Ib up at 3-0-4, 1305 Ib down and 136 Ib up at 5-0-4, 1305 Ib down and 136 Ib up at 7-0-4, 1305 Ib down and 136 Ib up at 9-0-4, 1305 Ib down and 136 Ib up at 11-0-4, 1305 Ib down and 136 Ib up at 13-0-4, 1305 Ib down and 136 Ib up at 15-0-4, and 1305 Ib down and 136 Ib up at 17-0-4, and 1233 Ib down and 148 Ib up at 18-10-4 on bottom chord. The 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 (pit) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 11=-835(F) 12=-833(F) 13=-1305(F) 14=-1305(F) 15=-1305(F) 16=-1305(F) 17=-1305(F) 18=-1305(F) 19=-1305(F) 20=-1233(F) City Of Wheat Ridge A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not �A 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply MA 44074 E, Roof Special Supported Gable 2 1 TC 0.30 Alpine Lumber Co., Commerce Chy,C0.80022 8.000 5 Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:38 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-pEdttm_hQc_bpSHOLrPCsn?hK77AT3NdVO19zhyh3 -3-0-0 4-0-0 11-3-0 20-0-0 �1-0-0 3-0-0 4-0-0 7-3-0 8-9-0 1-0-0 46 = IE 3x4 I I 910 Scale = 151.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 19 n/r 90 BCDL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.00 19 n/r 120 Weight: 129 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5: 2x6 SPF 165OF 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer I s tallatim guide REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=299(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except 20=-104(LC 9), 2=-301 (LC 6), 34=-104(LC 6), 35=-247(LC 14), 21=-236(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 20, 27, 28, 29, 30, 31, 32, 35, 26, 25, 24, 23, 22, 21, 33 except 2=740(LC 27), 34=278(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except (jt=lb) 20=104, 2=301, 34=104, 35=247, 21=236. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard city of Wheat Ridge 6�PD0 LI... 0 0 0.. ' E-.Nsh' F' •10 �� O O?!i 44018 ONAI.E February 24,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTek(D 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 E2 Roof Special 5 1 .Inh Refer a (nntinnan Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:39 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-HQP74CrPl?YTcIOeg5s4xPPr74c6sSuCcHFZHbzhyh2 I -3-0-0 + 4-0-0 11-3-0 15-5-12 20-0-0 �1-0-0 3-0-0 4-0-0 7-3-0 4-2-12 4-6-4 6x6 O 2x4 II 3x9 = 5x6 = Scale= 1:51.2 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.09 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.23 8-9 >999 240 3) Unbalanced snow loads have been considered for this design. BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.04 8 n/a n/a O�N�a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.05 9-10 >999 240 Weight: 96 lb FT=20% LUMBER- referenced standard ANSI/TPI 1. • -44018 BRACING - e •� �� TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 44-5 oc purlins, 1-3: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud •Except•MiTek recommends that Stabilizers and required cross bracing 3-9,4-9: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer sallatign guidQ. REACTIONS. (Ib/size) 2=1258/0-5-8 (min. 0-2-1),8=1054/0-5-8 (min. 0-1-12) Max Horz 2=299(LC 9) Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1763/248, 3-11=-989/158, 4-11=-764/186, 4-12=-730/201, 5-12=-883/171, 5-6=-475/117, 6-8=-505/152 City of BOT CHORD 2-10=-300/1531, 9-10=-293/1536, 8-9=-25/730 WEBS 3-9=-953/323,4-9=-78/516, 5-8=-716/88 What iltig0 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Building ❑IVISOTi DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. LIC 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for live load 20.Opsf the bottom in O�N�a a of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .••••'••. �f� �� ; 'O SOOA/ ••• FO 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) : Q Q 2=198, 8=128. • 'L i 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. • -44018 LOAD CASE(S) Standard e •� �� 0.ONAk- February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 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 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/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G1 Common Supported Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:41 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-DpWtVutfHcoBr2Y1 yWuYOgUK?uMeKYVW3bkgMTzhyhO OO 10-0-0 20-0-0 1-0- 10-0-0 10-0-0 1-0-0 4x6 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 3x4 = 3x4 II Scale = 1:57.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 0.0 BCL1 L 0.0 B DL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.12 BC 0.12 WB 0.14 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 18 n/r 120 Verl(TL) 0.00 17 n/r 120 Horz(TL) 0.01 19 n/a n/a PLATES GRIP MT20 197/144 Weight: 139Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-27 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 34=323(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except 34=-168(LC 4), 19=-184(LC 7), 33=-167(LC 8), 20=-310(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21, 20 except 34=305(LC 15), 19=338(LC 9) City of FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; $Uilding Divison enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 LIC non -concurrent with other live loads. 5) All 2x4 MT20 indicated. o�Pp plates are unless otherwise \, •••"'••• S SQQA '% FQ 6) Gable requires continuous bottom chord bearing. V� 0'• 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). *0(�� 000 8) Gable studs spaced at 1-4-0 oc. 2 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q' 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 . 4018 will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, ; ; �41Z 31, 32, 26, 25, 24, 23, 22, 21 except Qt=1b) 34=168, 19=184, 33=167, 20=310. 0 ••• 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �� '•••��••••' \ Fss'�ONAk- referenced standard ANSI/TPI 1. LOAD CASE(S) Standard February 24,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 G2 Common 2 1JQb Reheirence (opt one!) Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:42 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-h?4GiEul2ww2TC7DWEPnZ21 Solcs3urflFTEuwzhyh? s 0� 5-1-12 10-0-0 14-10.4 20-0-0 21-0-0 1-0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0� 4x6 = 10 9 8 4x8 - 3x9 = 4x8 - Scale = 1:56.8 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 IRC2012rrP12007 CSI. TC 0.31 BC 0.50 WB 0.58 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 8-9 >999 360 Vert(TL) -0.29 8-9 >814 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.02 9 >999 240 PLATES GRIP MT20 185/144 Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 2x4 SPF No.2, 2-10.6-8: 2x6 SPF 1650F 1.5EMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allatio ouide, REACTIONS. (Ib/size) 10=1075/0-5-8 (min. 0-1-12),8=1075/0-5-8 (min. 0-1-12) Max Horz 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-536/129, 3-4=-845/214, 4-5=-845/214, 5-6=-535/129, 2-10=-557/167, 6-8=-557/167 O{ BOT CHORD 9-10=-136/807,8-9=-27/717 i�ty WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 NOTES- R�d9e a ^'eat 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 6 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O L/ will fit between the bottom chord and any other members. 6 Provide mechanical b truss to bearing late 100lb -Ib N C c� 0� connection others of capable of uplift at'oint s except t (Y ) 9P P 9 P 1 O PG- ) 10=134,8=134. ••••••'•• •O S00N ••• FO 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and : 0 ; referenced standard ANSI/TPI 1. ' 2 • G LOAD CASE(S) Standard 4018 r •� \� ONM_ February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/072015 BEFORE USE. Design volid for use only with MnekO 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, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G3 Flat Girder 1 �f 2 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 5-0-14 2x4 11 4-11-2 8.000 5 Jan 15 2016 MiTek industries, Inc. Wed Feb 24 10:11:44 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-e0007wvYZXAmiWHcdfSFeT6n25DhXmWxlZyKyozhygz 3x9 = 4-11-2 2x4 11 14 Scale = 1:33.7 4x12 = 10 3x5 II 5x10 = 2x4 II 5x10 = 3x5 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 LumberDOL 1.15 Rep Stress Incr NO Code IRC2012rTP12007 CSI. TC 0.33 BC 0.80 WB 0.76 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.25 8 >940 360 Vert(TL) -0.46 8 >510 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.17 8 >999 240 PLATES GRIP MT20 185/144 Weight: 179 to FT 20% 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 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-10,5-6: 2x6 SPF 1650F 1.5E, 1-9,5-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=2640/0-5-8 (min. 0-2-3),6=2824/0-5-8 (min. 0-2-5) Max Horz 10=73(LC 7) Max Uplift 10=-506(LC 4), 6=-602(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2544/523, 1-11=-6133/1307, 11-12=-6133/1307, 2-12=-6133/1307, 2-13=-6133/1307,13-14=-6133/1307, 3-14=-6133/1307, 3-15=-6550/1392, 15-16=-6550/1392, 4-16=-6550/1392, 4-17=-6550/1392, 17-18=-6550/1392, 011:1 011 5-18=-6550/1392, 5-6=-2721/618 BOT CHORD 9-10=-161/547, 8-9=-1769/8269, 7-8=-1769/8269, 6-7=-154/666 R1dg e WEBS 2-9=-1119/321, 3-9=-2249/479, 3-7=-1811/383, 4-7=-1365/372, ` 5 7=-1320/6206 V^'heat NOTES- D1vj5o6 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: g�i\dlr9 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; PD 0 LI�F� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ••••••••• cr DOL=1.33 �� •' SOON ••• FQ 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 ; Q� 0 5) Provide adequate drainage to prevent water ponding. • 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 44018 will fit between the bottom chord and any other members. • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) '4 10=506,6=602. �� •'•e•••••••••'�• 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and \� Fss/ referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ONAL February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with M0ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Crlteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G3 Flat Girder 1 Alpine Lumber Co., Commerce Gay,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:44 2016 Page 2 ID:CYHD 1 gYxH P Pz3C ROFKM 1 DzzIA2s-e0007wvYZXAm i WHcdfSFeT6n25DhXm WxlZyKyozhygz NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 Ib down and 101 Ib up at 2-0-12, 349 Ib down and 101 Ib up at 4-0-12, 349 Ib down and 101 Ib up at 6-0-12, 349 Ib down and 101 Ib up at 8-0-12, 349 Ib down and 101 Ib up at 10-0-12, 399 Ib down and 106 Ib up at 12-0-12, 399 Ib down and 106 Ib up at 14-0-12, and 518 Ib down and 143 Ib up at 16-0-12, and 518 Ib down and 143 Ib up at 18-0-12 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: 1=-109 3=-329 11=-329 12=-329 13=-329 14=-329 15=-379 16=-379 17=498 18=-498 0*11 Ok i rek\-"\d9eo� A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A (loc) 44074 N1 Common 3 1lQb Reference top Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:45 2016 Page 1 ID:CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-6amOLGwAKrJcKgsoBMzUBgfuEVf6Glv5_DiuUFzhygy r1-0-01 4-6-4 8-9-0 12-11-12 i 17-6-0 �8-6-Oi '1-0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0 46 = 10 9 8 5x6 = 3x9 = 5x6 = I9 Scale = 1:50.7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 9-10 >999 360 MT20 185/144 1 0.0 TCDL 1 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 9-10 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDBCDL 10.0 Code IRC2012fTP12007 (Matrix) Wind(LL) 0.01 9 >999 240 Weight: 87 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 4-9: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=952/0-5-8 (min. 0-1-9),8=952/0-5-8 (min. 0-1-9) Max Horz 10=291(LC 7) Max Uplift 10=-119(LC 8), 8=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/112, 3-4=-739/189, 4-5=-739/189, 5-6=-441/112, 2-10=-478/146, 6-8=-477/146 BOT CHORD 9-10=-120/703, 8-9=-22/622 WEBS 4-9=-106/451, 5-9=-257/204, 3-9=-257/203, 3-10=-557/94, 5-8=-557/93 Structural wood sheathing directly applied or 6-0-0 oc pudins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=119, 8=119. 7) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Ok eat 1W February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi1ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �A 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 ANSUTPII Quality Criteria, DSB-89 and BC$I 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 LUMBER- BRACING - 44074 H2 Common 2 1 WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or Alpine Lumber Co., Commerce Cdy,C0.80022 3x6 11 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:46 2016 Page 1 ID: CYHD 1 gYxHPPz3CR0FKM1 DzzIA2S-anKmYcxo58RTypR_13UjjuC3zv?L?16EDtRROhzhygx 4-6-4 8-9-0 12-11-12 17-6-0 8 4-6-4 4-2-12 4-2-12 4-6-4 4x6 = 9 6 7 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.62 BC 0.40 WB 0.44 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.08 8-9 >999 360 Vert(TL) -0.19 8-9 >999 240 Horz(TL) 0.02 7 n/a n/a Wnd(LL) 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8: 2x4 SPF No.2 recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [MiTek tallation guide. REACTIONS. (Ib/size) 9=857/0-5-8 (min. 0-1-8), 7=955/0-5-8 (min. 0-1-9) Max Horz 9=-281 (LC 6) Max Uplift 9=-95(LC 8), 7=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-488/109, 2-3=-744/189, 3-4=-743/189, 4-5=-441/112, 1-9=-422/119, 5-7=-477/146 BOT CHORD 8-9=-120/712, 7-8=-22/625 City of WEBS 3-8=-106/458, 4-8=-257/204, 2-8=-265/204, 2-9=-506/99, 4-7=-561/93 NOTES- Wheat �l�`9e 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip t3uildi DOL=1.33 ng DIVISQn 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Ol=1b) 7=119. 4 a C r C�C'U 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. O�P ••••""••� ' SOO/v '•. FO �� OO Oti LOAD CASE(S) Standard O• 4018 O��SS/ONAL February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 �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. WOW l.1�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 H3 Common 2 1Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries,. Inc. Wed Feb 24 10:11:47 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-2zu9myyQsSZKZz?Bln?yG5kEkJKZkB_OSXB?Z7zhygw 1 4-6-4 B-9-0 12-11-12 17-6-0 4-6-4 4-2-12 4-2-12 4-6-4 4x6 = 8 f 6 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 TCDL 10)0.0 1 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 7-8 >999 240 will fit between the bottom chord and any other members. BCLL 0.0 Rep Stress Incr YES WE 0.40 Horz(TL) 0.02 6 n/a n/a 0 CIOF� B DL 10.0 Code IRC2012frPI2007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 84 Ib FT=20 LUMBER- 4018 BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7:2x4 SPF No.2 recommends that Stabilizers and required cross bracing FMTek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 8=860/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Horz 8=-261 (LC 6) Max Uplift 8=-94(LC 8), 6=-94(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/110, 2-3=-748/189, 3-4=-748/189, 4-5=-488/109, 1-8=-422/119, 5-6=-422/119 BOT CHORD 7-8=-137/699, 6-7=-39/635 WEBS 3-7=-106/464,4-7=-265/205,2-7=-265/204,2-8=-510/99,4-6=-510/98 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Wheat U('O'oe enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 0 CIOF� LOAD CASE(S) Standard O�pD ;•0.••5 ON O VO •s(CO i•�O 02i 4018 �SSIONM_ February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nj 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 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply115A LOADING (psf) TCLL 30.0 44074 H4 Common Girder 1 PLATES GRIP Job Reference footionall Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:49 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s- M?vAdzhO3p2pH9ZQC1QLWgaY6_?C?khvrg5dOzhygu 4-5-6 8-9-0 13-0-10 17-6-0 4-3-10 4-3-10 5x8 I I 8x12 1 8 7 6 -- 8x12 I I 3x12 II 8x8 = 3x12 II Scale = 1:50.6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4-5-6 4-5-6 8-9-0 13-0-10 17-6-0 4-3-10 4-3-10 4-5-6 Plate Offsets KY)— [1:Edae.0-1-111. [2:0-1-4.0-1-12], [4:0-1-4.0-1-12] [5:Edge,0-1-111, [7:0-4-0,0-4-41 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. 14 -15= -914/7229,6 -15=-914/7229,6-16=-914/7228,16-17=-914/7228,5-17=-914/7228 DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.60 NOTES- Vert(LL) -0.06 1-8 >999 360 MT20 174/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.13 1-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Horz(TL) 0.03 5 n/a n/a 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; BCDL 10.0 Code IRC2012/TPI2007 (Matrix) O� O Wind(LL) 0.04 1-8 >999 240 Weight: 368 Ib FT = 20 LUMBER- • O 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 BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 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 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1833 lb down and 257 Ib up at 3-5-4, 1833 Ib down and 257 Ib up at 5-5-4, 1833 Ib 3-7: 2x4 SPF No.2 down and 257 Ib up at 7-5-4, 1833 Ib down and 257 Ib up at 9-5-4, 1833 Ib down and 257 Ib up at 11-5-4, and 1833 Ib down and LOADS SHOWN IN NOTES BELOW. ALL NAIL HOLES MUST BE FILLED AS WEDGE Left: 2x6 SPF 1650E 1.SE, Right: 2x6 SPF 1650E 1.5E ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7471 rev. 10/01/2015 BEFORE USE. PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Design valid for use only with MirekO 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 MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER REACTIONS. (Ib/size) 1=12219/0-5-8 (min. 0-4-6),5=8471/0-5-8 (min. 0-3-0) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. Suite 109 Max Horz 1=-241(LC 19) Citrus Heights. CA 95610 Max Uplift 1=-1610(LC 8), 5=-1121(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12260/1631, 2-3=-7308/1080, 3-4=-7289/1078, 4-5=-10268/1381 BOT CHORD 1-9=-1180/8722, 9-10=-1180/8722, 10-11=-1180/8722, 8-11=-1180/8722, 8-12=-1180/8723, 12-13=-1180/8723, 7-13=-1180/8723, 7-14=-914/7229, 14 -15= -914/7229,6 -15=-914/7229,6-16=-914/7228,16-17=-914/7228,5-17=-914/7228 WEBS 3-7=-1230/8753, 4-7=-2279/455, 4-6=-483/3873, 2-7=-4364/715, 2-8=-821/6585 n NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 2 rows staggered at 0-5-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. L%G'FA' 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; �P90 �� ••••••••• '`s enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �� ••� SOOti •• FQ DOL=1.33 O� O 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 2 • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • O 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 4018 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 lb uplift at joint(s) except (jt=lb) 'Q �Q'•• 1=1610, 5=1121. �• ✓�� 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and ��C'•••.�••••••' referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at ON AL 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1833 lb down and 257 Ib up at 3-5-4, 1833 Ib down and 257 Ib up at 5-5-4, 1833 Ib down and 257 Ib up at 7-5-4, 1833 Ib down and 257 Ib up at 9-5-4, 1833 Ib down and 257 Ib up at 11-5-4, and 1833 Ib down and 257 Ib up at 13-5-4, and 1833 Ib down and 257 Ib up at 15-5-4 on bottom chord. The design/selection of such connection February 24,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7471 rev. 10/01/2015 BEFORE USE. • Design valid for use only with MirekO 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, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 H4 Common Girder i Alpine Lumber Co., Commerce Cay,CO.80022 8.000 s Jan 15 2016 Mi7ek Industries, Inc. Wed Feb 24 10:11:49 2016 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-_M?vAdzhO3p2pH9ZQC1QLWgaY6_?C?khvrg5dOzhygu LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 9=-1230(B) 10=-4928(B) 11=-1833(B) 12=-1833(B) 13=-1833(B) 14=-1833(B) 15=-1833(B) 16=-1833(B) 17=-1833(B) City of Wheat Ridge uilding A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev- 10/0312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply PLATES GRIP MT20 197/144 Weight: 77 Ib FT = 20 44074 J1 Common Supported Gable 1 1 ��optionall Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:50 2016 Page 1 I D: CYHD 1 gYxH PPz3CROFKM 1 DzzIA2s-SYZHOz_J9NxvQRkm_vYfujMt3 WS5xeGg8VPf9Szhygt -1-0-0 7-9-0 15-6-0 16-6-0 1-0-0 7-9-0 7-9-0 4x6 = Scale = 1:30.7 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BC LL 0.0 B L L 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.10 BC 0.03 WB 0.04 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Udell Lid 0.00 15 n/r 120 -0.00 14 n/r 120 0.00 16 n/a n/a PLATES GRIP MT20 197/144 Weight: 77 Ib FT = 20 LUMBER- BRACING - 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 recommends that Stabilizers and required cross bracing O L r 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for 10.0 bottom live load live FMTek installed during truss erection, in accordance with Stabilizer a psf chord nonconcurrent with any other loads. �, ••••"'••• S SOON* O% tallation guide. REACTIONS. All bearings 15-6-0. will fit between the bottom chord and any other members. i QO Q 06 (lb) - Max Horz 28=-59(LC 8) 2 0. 25, 26, 27, 21, 20, 19, 18, 17. Max Uplift All uplift 100 Ib or less at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 e 4018 : Max Grav All reactions 250 Ib or less at joint(s) 28, 16, 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard��� NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry UftildingDiviscn Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). O L r 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for 10.0 bottom live load live i� C O� F� a psf chord nonconcurrent with any other loads. �, ••••"'••• S SOON* O% 11) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V4 ; will fit between the bottom chord and any other members. i QO Q 06 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 16, 23, 24, 2 0. 25, 26, 27, 21, 20, 19, 18, 17. • �• 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and e 4018 : referenced standard ANSIfTPI 1. � LOAD CASE(S) Standard��� :�� SSSTO*01 NAL E��\ February 24,2016 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek„ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 J2 Common 2 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:51 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-wk7fbJ?xwh3m2bJyXd4uQxvyywi7gOFzM99Ciuzhygs r -1-0-04-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 4-0-4 3-B-12 ( 3-8-12 4-0-4 1-0-0 06 = Scale = 1:30.7 10 4x6 = 8 3x9 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.05 9-10 >999 360 MT20 185/144 TCDL 1 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.14 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 8 n/a Ill B 10.0 Code IRC2012/TPI2007 (Matrix) Wind(ILL) 0.01 9 >999 240 Weight: 68 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 10=852/0-5-8 (min. 0-1-8), 8=852/0-5-8 (min. 0-1-8) Max Horz 10=-59(LC 8) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-302/83, 6-8=-302/83 BOT CHORD 9-10=-109/751, 8-9=-95/751 WEBS 4-9=-0/280, 3-10=-788/141, 5-8=-788/141 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp,; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=125,8=125. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard City 01 Wheat Ridge 'tiding �o�NDO LICF�s G� Sooty �0 �••O OI- • 4018 ONAL February 24,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 B� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ByBiTe k' 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/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job SPACING- 2-0-0 Truss Type Qty Ply 7t5A (Roof Snow=30.0) T Common Girder 1 2 �Job RafarP a (optional) Alpine Lumber Co., Commerce City,C0.80022 6.000 5 Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:53 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-t7FQO?OBSIJUHuTKf26MWM_GckNp8pKGgTeJmnzhygq -1-0-04-0-4 7-9-0 11-5-12 F 15-6-0 16-6-0 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 Scale = 129.6 6x6 = 1Ox14 II 3x9 II 8x8 = 3x9 II 1Ox14 II LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.07 11-12 >999 360 MT20 174/144 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.13 11-12 >999 240 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: BCLL 0..0 0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 8 n/a n/a BCDL 10 Code IRC20121TP12007 (Matrix) Wind(LL) 0.04 11-12 >999 240 Weight: 214 Ib FT = 20% LUMBER- DOL=1.33 BRACING - 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-8-5 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 will fit between the bottom chord and any other members. SLIDER Left 2x8 SPF 1950F 1.7E 2-3-0, Right 2x8 SPF 1950F 1.7E 2-3-0 2=904,8=956. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and REACTIONS. (Ib/size) 2=5815/0-5-8 (min. 0-4-13), 8=6139/0-5-8 (min. 0-5-1) �\V 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at Max Horz 2=56(LC 10) Ib down and 241 Ib up at 10-0-12, and 1418 Ib down and 232 Ib up at 12-0-12, and 1418 Ib down and 232 Ib up at 14-0-12 on February 24,2016 Max Uplift 2=-904(LC 10), 8=-956(LC 11) ^ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7830/1188, 3-4=-7811/1224, 4-5=-6826/1084, 5-6=-6828/1085, 6-7=-7825/1228, 7-8=-7834/1191 BOT CHORD 2-13=-1054/6762, 12-13=-1054/6762, 12-14=-1054/6762, 11-14=-1054/6762, ok 11-15=-1003/6785, 15-16=-1003/6785,10-16=-1003/6785, 10-17=-1003/6785, city 17-18=-1003/6785, 8-18=-1003/6785 - WEBS 5-11=-632/4187, 6-11=-546/151, 6-10=-252/1788, 4-11=-517/145, 4-12=-252/1797 6V eak V V NOTES- 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Q�v;yOt` a�rg Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. F 0 Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 0 Ll�� DOL=1.33 app �� ••••.•••� �/s 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 �� .•' �jOQN •. (�© 5) Unbalanced snow loads have been considered for this design. •�Q� Q2 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs • non -concurrent with other live loads. {D, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4018 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. 90 ••• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=904,8=956. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and \* � •••••• s ••••••• S�ONAL referenced standard ANSI/TPI 1. �\V 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at 2-0-12, 1481 Ib down and 241 Ib up at 4-0-12, 1481 Ib down and 241 Ib up at 6-0-12, 1481 Ib down and 241 Ib up at 8-0-12, 1481 Ib down and 241 Ib up at 10-0-12, and 1418 Ib down and 232 Ib up at 12-0-12, and 1418 Ib down and 232 Ib up at 14-0-12 on February 24,2016 A WARNING - Verity design parameters anal NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/01/2015 BEFORE USE. ^ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 his CA 95610 Job Truss Truss Type Qty Ply 715A 44074 J3 Common Girder i 2 Job Reference (optional Alpine Lumber co., commerce cny,uu.ouuzz 6.uuu s Jan 15 2u16 Mstries, Inc. Wed Feb 24 10:11:53 2016 Page 2 I D: CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-t7FQO?OBS IJ UHuTKf26MWM_GckNpBpKGgTeJm nzhygq LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 12=-1481(F) 13=-1481(F) 14=-1481(F) 15=-1481(F) 16=-1481(F) 17=-1418(F) 18=-1418(F) A WARNING - Vertly desfgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall W1 t 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 ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply115A PLATES GRIP 44074 Vt Valley 1 1 ob Reference (ootionall Alpine Lumber Co., Commerce CIty,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:54 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-LJpoELl pDcRLv22XDldb2ZXXL7o2tRhQ36NslDzhygp 7-10-8 15-9-0 7-10-8 7-10-8 Scale = 124.9 5x6 = % 8 7 6 3x4 3x4 2x4 II 2x4 II 2x4 II LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a B DL 1 0.0 Code IRC2012/TPI2007 (Matrix) referenced standard ANSI/TPI 1. P CFns Weight: 41 Ib FT = 20 LUMBER- •0 Q 0 . i BRACING - G)0 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 ONM_ EV BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 15-9-0. (lb)- Max Horz 1=46(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-105(LC 10), 6=-105(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=379(LC 1), 8=434(LC 14), 6=434(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-302/59, 2-8=-347/145, 4-6=-347/145 C:11" oil NOTES- Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and light exposed; Lumber DOL=1.33 plate grip ,dge DOL=1.33 V V 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 .SOn 3) Unbalanced snow loads have been considered for this design. ��11d1�9 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except (jt=lb) 8=105,6=105. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and D 0 Lie referenced standard ANSI/TPI 1. P CFns LOAD CASE(S) Standard VO 0 ' 500 •• FO • •0 Q 0 . i G)0 4018 0. ONM_ EV February 24,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MFek® 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A in (loc) I/defl L/d n/a n/a 999 n/a n/a 999 0.00 3 n/a n/a 44074 V2 Valley 1 1Job Reference (optional) Alpine Lumber Co., Commerce Cry,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:55 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1D7zlA2s-pVNARh2R vZCXCdjmS8gbn3faX6JcukZHm7Qrfzhygo 5-10-8 1 11-9-0 5-10-8 15-10-8 Scale = 1:18.6 5x6 = 4 3x4 % 2x4 II 3x4 J LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 NOTES- CSI. TC 0.43 BC 0.22 WB 0.09 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl L/d n/a n/a 999 n/a n/a 999 0.00 3 n/a n/a PLATES GRIP MT20 185/144 Weight: 28 Ib FT = 20 LUMBER- DOL=1.332) UWheatRidge BRACING - TOP CHORD 2x4 SPF No.2 4) Gable requires continuous bottom chord bearing. 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 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and recommends that Stabilizers and required cross bracing 0 LICc� pitchbreaks DPD C- L ••••••.•• s LOAD CASE(S) Standard installed during truss erection, in accordance with Stabilizer [MiTek • a 02 : tallation guide. REACTIONS. (Ib/size) 1=229/11-9-0 (min. 0-1-11), 3=229/11-9-0 (min. 0-1-11), 4=570/11-9-0 (min. 0-1-11) Max Horz 1=33(LC 10) NA� EN�\� Max Uplift 1=-47(LC 10), 3=-53(LC 11), 4=-45(LC 10) Max Grav 1=239(LC 14), 3=239(LC 15), 4=570(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-411/106 February 24,2016 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.332) UWheatRidge TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid including heels" Member end fixity model was used in the analysis and design of this truss. 0 LICc� pitchbreaks DPD C- L ••••••.•• s LOAD CASE(S) Standard VO �'• SOON '•• �Q • a 02 : • 0S 4018 10 NA� EN�\� February 24,2016 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A TCLL 30.0 (Roof Snow=30.0) 44074 V3 Valley 1 1JQ12 Reference (optional) Alpine LUmoer 1. o., 1. ommerce U y,l .lsv [z b.uuu s Jan to Lulb mi I eK mauslfles, Inc. wed re!) Z4 1u:1 t:bb 2u16 Mage 1 I D:CYHD 1 gYxH PPz3C ROFKM 1 DzzIA2s-Hi WYel 341Dh38MCvKAf37_cswxUgLMeiWQszN6zhygn 3-10-8 7-9-0 3-10-8 3-10-8 4x6 = 2x4 2x4 11 4 2x4 Scale= 1'.14.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 � Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight: 18 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud 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. FbeMiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 1=158/7-9-0 (min. 0-1-8), 3=158/7-9-0 (min. 0-1-8), 4=313/7-9-0 (min. 0-1-8) Max Hoa 1=20(LC 10) Max Uplift 1=-36(LC 10), 3=-39(LC 11), 4=-14(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard P CV 01 Wheat x'6`3 o���NDO LlcF�s v ; •'o SOpN '• ;Fo O 02 0. 4018 e e 0. SS�ONA� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �5 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 iw iT®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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply715A in (loc) I/deft L/d 44074 V4 Valley 1 1Job Reference (optional) Alpine Lumber Co., Commerce Cfty,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:57 2016 Page 1 ID:CYHD 1 gYxH P Pz3C ROFKM 1 DzzIA2s-IuUxsM3i WXpvm Wm6utB IgC918LgG4oZsl4cWvYzhygm I 4-7-14 9-3-11 4-7-14 4-7-14 Scale = 1:16.8 5x6 = 4 3x4 % 2x4 II 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 1 0.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 22 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing FM','�ek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 1=162/9-3-11 (min. 0-1-8),3=162/9-3-11 (min. 0-1-8),4=462/9-3-11 (min. 0-1-8) Max Horz 1=25(LC 10) Max Uplift 1=-31(LC 10), 3=-35(LC 11), 4=-44(LC 10) Max Grav 1=170(LC 14), 3=170(LC 15), 4=462(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-332/83 NOTES- CIiY Of 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate gripRidge DOL=1.33 Wlheat 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. ,V1S0f1 4) Gable requires continuous bottom chord bearing. g01(dtt19 D 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. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � ,ND0 LICF� LOAD CASES) Standard VO�� •••S0ON • •s�Q •�0 02 : 018 • •0le o�FSs�ONAL February 24,2016 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`111 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 Qty PlyV5 ]T�rus-sTyp-e ey 1 1 Alpine Lumber co., commerce cay,c0.80022 1l".qrM__ 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:57 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-IuUxsM3iWXpvmWm6utBlgC931Lpl4pds14cWvYzhygm 3x4 = 2x4 2x4 Scale= 1:10.0 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 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0. Code IRC2012ITP12007 (Matrix) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 1=192/5-3-11 (min. 0-1-8),3=192/5-3-11 (min. 0-1-8) Max Horz 1=12(LC 10) Max Uplift 1=-26(LC 10), 3=-26(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- t 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Gory O enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Rage DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 'V I xAalak 3) Unbalanced snow loads have been considered for this design. O 4) Gable requires continuous bottom chord bearing. Q1��50 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1100 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. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. LOADCASE(S) Standard ���p,DO LICF�s c>� : •• SOON ••. FO O O 02 �. 4018 t��cc �••. : ' p "FsS;DNA, February 24,2016 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not �g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply DEFL. 44074 V6 Valley 1 �Leference Plate Grip DOL Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:58 2016 Page 1 I D: CYHD t gYxH P Pz3CROFKM 1 DzzIA2s-D42J3i4KGgxm OgLISbiXDPhCFIAepE 1 ?zkL4R_zhygl 8-0-7 16-0-14 807 807 4x6 = 3x4 8 9 7 10 6 3x4 2x4 11 2x4 I 2x4 11 Scale = 1:41.2 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d I PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 1 0.0 1 Lumber DOL 1.15 BC 0.12 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a We BCDL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 55 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Tek recommends that Stabilizers and required cross bracing installedduring truss erection, in accordance with Stabilizer Fb, tallation uide. REACTIONS. All bearings 16-0-14. (lb)- Max Horz 1=-197(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 8=-208(LC 8), 6=-208(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=402(LC 13), 8=507(LC 13), 6=507(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-371/242, 4-6=-370/241 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 8=208, 6=208, 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard City Of Wheat Ridge widing Diviso X; PDO tfcF�s �vQ wX ty •• soo• Fo 0 0 i : 018 ONAL February 24,2016 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mnek® 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 Criterla, DSII -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 V7 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:59 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-hHchH25yl83d?pwU?IDmIdENA8VV6Yhs9CO5d_Rzhygk 7-0-7 7-0-7 4x6 = 3x4 // 8 7 6 3x4 2x4 11 2.4 11 2x4 11 Scale = 1:36.3 LOADING (psf) (Roof Snow=3 TCLL 30.0 1 0) 0.0 TCDL 1 BCLL 0. 0 B L L 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.20 BC 0.10 WB 0.15 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Miek recommends that Stabilizers and required cross bracing be' nstalled during truss erection, in accordance with Stabilizer in,tallation guide. REACTIONS. All bearings 14-0-14. (Ib)- Max Horz 1=171(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-180(LC 8), 6=-180(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=311(LC 1), 8=411(LC 13), 6=411(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-331/217, 4-6=-330/216 City Of NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Wheat Ridge DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. Building DIVISOn 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb) 8=180,6=180. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LICcA' LOAD CASE(S) Standard O�NOO zsFQ :•••e•'SO' O,'V**.0. V� O 44018 ss/ONAL February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekOO 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A I/deft 44074 V8 Valley 1 1 Jab Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:00 2016 Page 1 I D:CYHD 1 gYxH P Pz3C ROFKM 1 DzzIA2s-ATA3UO6aoSC UdzVhZOk?lgnYgYrGH9h IR2gB Wtzhygj 6-0-7 12-0-14 6-0-7 i 6-0-7 4x6 = 3x4 -i 8 7 6 3x4 O 2x4 11 2x4 11 2x4 11 Scale = 1:31.1 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 0.0 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BC L LL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.00 5 n/a n/a V� •S�Q B L 10.0 Code IRC2012rrP12007 (Matrix) • � i Weight: 38 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. All bearings 12-0-14. (lb) - Max Hoa 1=-145(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=317(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-315/209, 4-6=-314/209 qt NOTES- Ctty 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip t R6C��P V DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 pi�isor, .I 3) Gable requires continuous bottom chord bearing. �up�tn9 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) 8=165, 6=165. 7) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. PDO LICF� LOAD CASE(S) Standard D ;•••.•500'1V ' V� •S�Q • � i 4018 ass/ONAk-E� February 24,2016 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/032015 BEFORE USE. ��" Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type:71 ty Ply 715A 44074 V9 Valley 1 Job Reference (optional) Alpine Lumber Co., Commerce CRy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:01 2016 Page 1 ID:CYHD1 gYxHPPz3CR0FKM1 DzzIA2s-efkRik6CZIKLF74t7jFEg2JiwyAAOc5Sgiak2Jzhygi 5-0-7 5-0-7 4x8 S 3x5 4 3x5 2x4 II Scale = 1:26.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012lrP12007 (Matrix) Weight: 30 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 1=241/10-0-14 (min. 0-1-8), 3=241/10-0-14 (min. 0-1-8), 4=445/10-0-14 (min. 0-1-8) Max Horz 1=-120(LC 6) Max Uplift 1=-36(LC 8), 3=-47(LC 9), 4=-35(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-286/68 NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard om of Wheat Ridge V p SOON FO O 02 0. 4018 �SS�ONAL E��\ February 24,2016 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not OF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 V10 Valley 1 1 Job Reference (optional) 4-0-7 ID:CYHD1 gYxHPPz3CR0FKM1 DzzIA2s-efkRik6CZIKLF74t7jFEg2JiOyBMOdoSgiak2Jzhygi 4x6 = 4 2x4 �i 2x4 II 2x4 �� Scale= 1:22.2 LOADING (psf) TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 HOrz(TL) 0.00 3 n/a n/a BCDBCDL 100 Code IRC2012(TP12007 (Matrix) Weight: 23 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud that Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer [MiTesecommendsr tallation uide. REACTIONS. (Ib/size) 1=21618-0-14 (min. 0-1-8), 3=216/8-0-14 (min. 0-1-8), 4=295/8-0-14 (min. 0-1-8) Max Horz 1=-94(LC 4) Max Uplift 1=-46(LC 8), 3=-54(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; L3'P enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 IF 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r,D 0 LIOF� �sOpti'.k<o 0 0% �. 44018 .� ONAI. February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/03/2013 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 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 Cflierla, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V11 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CIty,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 1012:02 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-6slgv47gK3SCsHf3hRmTNFsvNMYR14MbuMJHalzhygh r 3-0-7 6-0-14 3-0-7 3-0-7 Scale = 1:17.6 4x6 = 4 2x4 2x4 II 2x4 O LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP 0 (Roof Snow=3 ) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/144 1 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.03 Horz(TL) 0.00 3 n/a n/a j3CDL 100 Code IRC2012fTP12007 (Matrix) Weight: 17 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing FMiTek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 1=156/6-0-14 (min. 0-1-8), 3=156/6-0-14 (min. 0-1-8), 4=214/6-0-14 (min. 0-1-8) Max Horz 1=68(LC 5) Max Uplift 1=-33(LC 8), 3=-39(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Of C�fy YR, YY hea 1847' o���ND O LI cF�s ' V e�p0 S ON•01, G. : 018 ? zl/ONM E� February 24,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 A'Tel. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V 1 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V12 Valley 1 i Job Reference (optional) Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:03 2016 Page i ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-a2rC7Q8T5Na3UREFE8HivTP6YItvUX6k703r7Czhygg 2-0-7 4-0-14 2-0-7 2-0-7 3x4 = 2 2x4 'i 2.4 '� Scale = 1:11.2 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 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 10 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 1=163/4-0-14 (min. 0-1-8),3=163/4-0-14 (min. 0-1-8) Max Horz 1=-42(LC 4) Max Uplift 1=-19(LC 8), 3=-19(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- City of 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; 1n' enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip wheat DOL=1.33 aid., 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 But+ 3) Gable requires continuous bottom chord bearing. dfit9 Di 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ViSOrt 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ¢p,D 0 L °; •'o SOON '• Fo ° °ti 4018 i 00 FSS�ONAL EN February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 w A`Tel.R' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A TCLL 30.0 44074 V13 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TCDL 10.0 Rep Stress Incr YES f Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 I D:CYHD 1 gYxHPPz3C ROFKM 1 D7zlA2s-2E PaKm95sgiw6bpSorpxSgxEr9DDDznuMgoOfezhygf 5-10-2 11-8-5 5-10-2 5-10-2 ' 4x6 = 3x4 8 7 6 3x4 2x4 II 2x4 II 2x4 II Scale = 1:30.2 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 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 37 Ib FT = 20 B D 10.0 8=165,6=165. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 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 Fbe�in ek recommends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer stallation uide. REACTIONS. All bearings 11-8-5. (lb) - Max Horz 1=-140(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-318/212, 4-6=-318/212 City of NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; heat enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Ridge �9� 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 Q Ultdln9 3) Gable requires continuous bottom chord bearing. �iVjgon 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=lb) 8=165,6=165. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. PD 0 LIG ^' LOAD CASE(S) Standard O V� :•••••SOON • U•cr�tQ iQO Q: • 4018 ONAL February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 ANSI/TPII Quality Criteria, DSB-89 and BC51 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 TCLL 30.0 44074 V14 Valley 1 1 Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 ID: CYH D 1 gYxH PPz3CROFKM 1 DzzIA2s-2EPaKm 95sgiw6bpSorpxSgxDa9C6Dz_uMgoOfezhygf 48 O 4 3x5 // 2x4 11 3x5 �� Scale = 1:26.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WE 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 (Matrix) Weight: 28 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=231/9-8-5 (min. 0-1-8),3=231/9-8-5 (min. 0-1-8),4=426/9-8-5 (min. 0-1-8) Max Horz 1=115(LC 7) Max Uplift 1=-34(LC 8), 3=-45(LC 9), 4=-34(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-274/65 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��ty of W ,,, heat R�ry�e o�y,N90�LIC F�s V ; 'p SOOti '•. e' *0 000 O. 4018 10, ONAL E February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �yBiT®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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V15 Valley 1 1 MT20 185/144 Alpine Lumber Co., Commerce C4y,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:05 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-WRzyX5Ajd_gnjkOeMZKA?uUPtZZUyQt1 aKYyB4zhyge t 3-10-2 7-8-5 3-10-2 3-10-2 4x6 = 4 2x4 2x4 II 2x4 �� Scale = 1:21.3 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 22 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [MiTek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 1=204/7-8-5 (min. 0-1-8), 3=204/7-8-5 (min. 0-1-8), 4=280/7-8-5 (min. 0-1-8) Max Horz 1=89(LC 5) Max Uplift 1=-43(LC 8), 3=-52(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- L 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPI 1. LOAD CASE(S) Standard p,DO Ll�F SOON �••,rFO Gam;' p -0 02 S OS 4018 0-N. A, E� February 24,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not• 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 Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality CrIterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalian 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 Ply715,& PLATES GRIP 44074 V16 Valley 1 1 Job Reference (ootional) Alpine Lumber Co., Commerce C8y,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:06 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA25 _dXKIRAL01yeLuygwGrPX51 chzsKhtsBp_HVjXzhygd 2-10-2 Scale = 1:16.8 3x4 = 2x4 'i 2x4 Q 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 0.12 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10 Lumber DOL 1.15 BC 0.25 Vert(TL) n/a n/a 999 .0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a O LIeF�s BCDL 10.0 Code IRC2012/TP12007 (Matrix) SOON%• FO 0.. Weight: 14 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 4018 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing FM[�ek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 1=244/5-8-5 (min. 0-1-8), 3=244/5-8-5 (min. 0-1-8) Max Horz 1=-63(LC 4) Max Uplift 1=-28(LC 8), 3=-28(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1=11y of , 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip fin' v y(1 eat DOL=1.33 Ridge 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. BUUd/ ng QlVigp� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard O LIeF�s �Sq�,,PD SOON%• FO 0.. • O 4018 ONAL February 24,2016 ,& 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 �tl 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 p flJlre�" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � r� fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V17 Valley 1 1Job Reference (optio a! Alpine Lumber Co., Commerce Cl 8.000 s Jan 152016 MiTek Industries, Inc. Wed Feb 24 10:12:07 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-Sp5jynBz9b4V72X1T_Me4JZojNEFQK6K2el2Gzzhygc I 1-10-2 3-8-5 1-10-2 1-10-2 3x4 = 2x4 'i 2x4 '� Scale = 1:10.4 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 0.04 Vert(LL) . n/a n/a 999 MT20 197/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a - n/a 999 BCDL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 9 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing FinMiTek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 1=144/3-8-5 (min. 0-1-8),3=144/3-8-5 (min. 0-1-8) Max Horz 1=37(LC 5) Max Uplift 1=-17(LC 8), 3=-17(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r C►`V Ot ,Nheat Ridge O\'��PD O LICF�S VS Oti ••• FO ,,.10 OZ 0: 44018 S 0. �FSS�ON AU E; February 24,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSI/TPIt Quality Criteria, DSB-89 and Ill 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 wp D� m r Z D x H a- E2 mm m Gi Do If1: N � 0 I I O W -F� ° ❑ 0 yam. rn D v w o cS.m000 D C� Ate= -i 0 a oa O m5onQ" _ _ Z __ _M z V! m�QOnQ°p �cmc� ���� O 7Og3 Qfl no CD Q o QDpon D 0o��c� N3Qan°- a°�° p m�am � �c �� Q�3�: Z �o °oma Q �cQ N'� o o Q Q n 0 �� m X m v ° �'�0 Q'Qy N m c Q ~ �„3 Q `Q n_Q6 0 oN ° o Q� QA 0- CD °�0 0D -D0 Q(D 7C p 71-(D p °OO N ° m�.fl m o ��on �m_nn �m< Z °ocm m (D5 ° 3ET :o3m Z Q. Q o 0- - ° 3 ° 0- o. 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NQ �°-° �° O ,M < mCD m n° s7 S �'? 0. o oa °^ c n s a �m f °f on oo 0 0 m ° N Fr ° 3 ° m ° a D 0 mm ° �° 'n 3 ° O D °' d o CD (°O' °- d(° :n G 3T n O EF and �a 0 3 n ° N �o 0Z m o m �° v70 Fo o ° a� 0 00 3 <� N Z _. 0- ° c - �� 3 0 m N I"1 L�J Q RS LY >h CL W E © 0 n O > E O .� 0 U) (A N I— u w W N � -Oc' Woo Ln (AN(,ON TL9V) CV U v) t�7 T � T C C MA C� a7 M N C] M wi CLiCOT� N CD � O G r m 3 U � � (D Q U .° cncnmd co.cc enc N O O 0) N (3) O =U2 .7)0 F— cv LL`o ca CD c W = uj ::) UJ N LL W d U o r o 0 N � G U (D O = U a> 9 W m • Z � _ 3= c Z o m o 6'o 'o a) c u Lo N N CU N m O 2 G .. m Q U o] c !a e7 M lL d d E o v. C N i07 N m Q V7 t h e O N f E cn cn = a C7 a) U c o o° ohm tL 9= U= x p O C O C d U � o ENERGY STAR V3 Dome Report Property Remington Homes 5246 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. J Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation,. or Grade II with insulated sheathing. J Windows meet the 2009 IECC Requirements - Table 402.1.1. Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. nergyLogic anolrsls. Yn slyhi, ani��rs. HERS Index Target Reference Home HERS 86 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 73 As Designed Home HERS 59 As Designed Home HERS w/o PV 59 Normalized, Modified End -Use Loads (MBtu / yeas) ENERGY STAR As Designed Heating 52.3 34.8 Cooling 11.5 5.4 Water Heating 10.9 7.8 Lights and Appliances Total 37.4 29.2 112.1 77.2 This home MEETS or EXCEEDS the energy efficiency requirements ' for designation as an EPA ENERGY STAR Qualified Home. HERS Index Wo PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 280 Carbon Dioxide (CO2) - tonslyr 5.0 Cooling 73 Water Heating 41 Lights & Applicances 283 Generation Savings 0 Total 677 The energy savings and pollution prevented are calculated by comparing the Rated Horne to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shadi andili jexisnce of mechanical systems may have been changed prior to calculating loads Wheat Ridge uilding IECC 2012 Performance Compliance Property Remington Homes 5246 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $686 $134 $148 $967 $936 $0 $1,903 nergyLogic on cly of ♦. Insrphi. vn.r.i �. 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 6.8% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist N As Designed $628 $126 $148 $902 $919 $0 $1,821 Design exceeds requirements for IECC 2012 Performance compliance by 6.8%. Name: Peter Oberhammer Signature: At, gz.'4 ._-._,.,, Organization: EnergyLogic Date: Jun 02, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1701 City of IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited IECC RatingoL Wheat Ridge e Property Organization Remington Homes EnergyLogic 5246 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Yes Conditioned Volume [cu. ft.] Builder Results are projected Template - Remington - 715 FB Custom Wheat Ridc Remington Homs Template - Remington - 715 FB Custom Wheat Ridc Single family detached General Building Information Number Of Bedrooms 3 Number Of Floors 1 Conditioned Floor Area [sq. ft.] 4,302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB - Custom Community Wheat Ridge Basement Wail 6, Name BsmUGarage Un Bsmt/Ground Unfinis QnergyLogic onol��{s. Inaly6X, ons. •sK Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space R-19 Draped Full 1 7 175.2 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wail Top To Insulation Top Bottom ---................ ...--- ..... R-19 Draped Full NIA KIA Is Fully Insulated Yes 19 Slab X Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location Bsmt Uninsulated 221 Below Grade 1.23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List r, Name Wail Construction Type Un6nsulated Wood Frame I Other I Framed Floor Name Library Type 5 Slab Completer Underslab Insulation Perimeter Insulation Perimeter Insulation R R Insulated. Width [ft] Depth [ft] Value No 0 0 0 0 Carpet R Floor Grade Surface Area Location Interior Shell Location .: ilii iiE7lnG UIVlJOfI ,i Building Summary Property Remington Homes 5246 Pierson Cl Wheat Ridge . CO 80033 Template - Remington - 715 FB Custom Wheat Ridc Template - Remington - 715 FB Custom Wheat Ridc s Framed Floor Library List Name Organization EnergyLogic Peter Oberhammer Builder Remington Homes R 12' R50 16"OC BF G1 46-08006 Exterior cant Rim Joist.' .. Name Library Type Ambient R 23.0 Garage R 23 0 Rim Joist Library L " Name R R 23 0 23 Inspection Status Results are projected Surface Area 176.2 sq- ft. (E)nexgyLogic Location Interior Shell Location Exposed Exterior Conditioned Space 472 sq. ft. Unconditioned, attached garage Conditioned Space Wal Name Library Type Common Wali Emittance Solar Surface Color Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 09 0.75 Medium 587.8 sq fl. Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16'0C 0 0.9 0.75 Medium 130.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 471.8 sq. ft. Unconditioned, Conditioned Blown Fiberglass attached garage Space Kneewall 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 312.8 sq. ft. Attic Conditioned Blown Fiberglass Space Left 2x6 2x6 P23 16" OC 0 0-9 0.75 Medium 616.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 525 2 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space jj.. Wali Library List Name R Building Summary Property Organization Remington Homes EnergyLogic 5246 Pierson Ct Peter Oberhammer Wheat Rktge , CO 80033 Front 2x6 Garage R 5 Garage Builder Template - Remington - 715 FB Custom Wheat Ride Remington Homes Template - Remington - 715 FB Custom Wheat Rtdc Inspection Status Results are projected (3)nergyLogic arv.:lrvit .rvs'A,e�. anew •rc Glazing Library List Name Low E .301.30 Shgc R 0.3 Skylight None Present ry Skylight Library List x None Present Door d Wall Basement Wall r.Opaque Assignment Assignment Front 2x6 R 6.6 no storm Front 2x6 Garage R 5 Garage Garage 2x6 ng Name Library Wall BasemeniOverhancOverhancOverhanc Interior Interior Adjacent Winter Adjacent Orientatic Surface Location Interior Type Assignme Wall Deptli Ft To top Ft Tc Winter Summer Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 Low E .30 Back 2x6 0 0 0 0.85 0.7 1 1 East 232.0 sq Exposed Condition 130 ft. Exterior Space Back bsmt Low E .30 BsmUGrou 0 0 0 0.85 0-7 0.7 0.7 East 40.0 sq. Exposed Conditione 130 Unfinis ft. Exterior Space Front 2x6 Low E .30 Front 2x6 0 0 0 0.85 0.7 1 1 West 11.3 sq. Exposed Condition 130 ft. Exterior Space Left 2x6 Low E .30 Left 2x6 0 0 0 085 07 1 1 North 90 0 sq. Exposed Conditione 130 ft. Exterior Space Left bsmt Low E .30 Bsmt/Grou 0 0 0 085 07 0 7 0.7 North 40.0 sq. Exposed Conditione 130 Unfinis ft. Exterior Space Right 2x6 Low E .30 Right 2x6 0 0 0 0.85 0.7 1 1 South 38.0 sq. Exposed Conditione 130 ft. Exterior Space Right bsmt Low E .30 Bsmt/Grou 0 0 0 0.85 0.7 0.7 0,7 South 20.0 Sq. Exposed Condition 130 Unfinis ft. Exterior Space Glazing Library List Name Low E .301.30 Shgc R 0.3 Skylight None Present ry Skylight Library List x None Present Door Name Library Type Wall Basement Wall r.Opaque Assignment Assignment Front 2x6 R 6.6 no storm Front 2x6 Garage R 5 Garage Garage 2x6 Entry 3.33333 Emittance Solar Surface Color Surface Area Location Interior Shell Absorptance Location 0.9 075 Medium 24.0 sq. ft. 0.9 0.75 Medium 20.0 sq. ft. Space Conditioned Space Property organization Remington Homes EnergyLogic 5246 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Custom Wheat Ridg Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Opaque Door Library List Name R R 5 Garage Entry 5 R 6.6 no storm 6.59979 QnergyLogic an o1'0.. 1..1945. i_ Roof insulation Name Library Type Roof -Deck Clay or Emittance Solar Surface Color Surface Area Area (sq. ft.) Concrete Roof Absorptance Tiles t flat R-50 OF 2Nbc 2,156 No 0.9 0.9 Dark 2,156.0 sq. ft. �3 .rr Roof insulation library List Name Has Radiant Barrier R-50 OF 24"oc No w Conditioning Equipment Name Air conditioner (3) 13SEER/366TU 3 ton Fuel -fired air 92 1 AFUE 180K distribution (1) Water Heating (2) w62 EF t 76 RE 150g Location Interior Shell Location Attic Conditioned Space 50.68123 Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Equipment Type: 13SEERI36BTU 3 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtuthj 36 0% 100% 0% 100% 0% a 0% 0% 100% Cary Of �h�ar R��9e Property organization Remington Homes EnergyLogic 5246 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Custom Wheat Ride Remington Homes Template - Remington - 715 FB Custom Wheat Ridg Equipment Ty'pe:'92.II AFUE 1801K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed ,(PSC) Heating Efficiency 52.1 AFUE Heating Capacity [kBtulh] 74 Use default EAE No EAE [kWh] 652 tl Equipment Type: W62 EF 176 RE /'50g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 4. Whole Hawse Infiltration Infiltration Measurement Type 3 ACH at 50 Pa Blower -door tested Shelter class 4 nergyLogic ano I Ya1*. Ina ry h Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Feet IMinute] hours Exhaust Only 73 24 15 Yes o Lighting ',% Interior Efficient Lighting 100 Onsite Generation is 3. % Exterior Efficient Lighting % Garage Efficient Lighting None Present VwA01:09e Property organization Remington Homes EnergyLogic 524E Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 4302 # Return Grilles Builder Template - Remington - 795 FB Custom Wheat Ride Remington Homes Template - Remington - 715 FB Custom Wheat Rid( 0 Onsite Generation Library List None Present Solar Generation None Present t.: Solar Generation Library List None Present 4,e jr Distribution System inspection status Results are projected Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 4302 # Return Grilles 4 Supply Duct R Value 0 Return Duct R Value 0 Supply Duct Area [sq. ft.] 1161.54 Return Duct Area [sq. ft.] 860.4 Duct Leakage to Outdoors (CFM25) 1 Total Leakage [CFM @ 25Pa] 1 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 Duct 2 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 n—, v..,...a...., n.,,..a:+:.,.,..,+ c..,...,. nergyLogic onoly •ix. inxign�, anyv •.ry ' city a{ ' wheat Ridge Property Organization Remington Homes Energyt_ogic 5246 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc e rtg Fan Has Ceiling Fan No Cfm Per Watt 100 Water Distribution ' Water Fixture Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? Clothes Dryer Fuel Type Cef Field Utilization Clothes Washer'> Low -flow No 60 No No No Electric 2.61739 Timer Controls Label Energy Rating 407 kWhJYear Electric Rate M08 ','kWh Annual Gas Cost $23.00 Gas Rate $0-69/Therm Capacity 32 Imef 0.80737 Kitchen Appliances Dishwasher Size Standard __.. Dishwasher Energy Factor 0.67 Range(Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/Year (DnergyLogic •Halt❑t. �ntlybl, an�r �„ City of Wheat Ridge Divison STRUCTURAL ENGINEERS nc. BY CHECKED DATE SUBJECT SHEET NO. I OF 2 - DATE DATE 71s 11A,r JOB NO. STRUCTURAL ENGINEERS nc. BY lim CHECKED DATESUBJECT-7 M��C��C�i� SHEET N DATE �� t ,A' JOB NO. O. ';�- OF l� raCJAT�,� Manual S Remington Homes -Quail Ridge 5246 Pierson Ct. NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1% AFE Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: inmg, Duct lengths feet.. Duct sizes. inch. Airflow CFM, Velocity: ft linin, 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 supplymain trunk include any device pressure losses entered, and the cumulative mavalso include the total static pressure loss of the return side Su mmar Number of active trunks: 22 Number of active runouts: 23 Total runout outlet airflow: 1.127 Main trunk airflow. 958 Largest trunk diameter 224 SMT -100 Largest runout diameter. 7 SR -210 Smallest trunk diameter 12.9 ST -270 Smallest ru nout diameter: 4 SR -120 Supplyfan external static pressure 0.800 Supply fan device pressure losses. 0.341 Supplyfan static pressure available 0.459 Runout'Maximum cumulative static pressure loss: 0.473 SR -100 Return loss added to supply 0.100 Total effective lengthof return ( ft } 33H Crawl RA Total effective length of supply ( ft_): 234 8 SR -100 Overall total effective length (ft.): 570 8 Crawl RA to SR -100 Design overall friction rate per 100 ft : 0.080 (Available SP x 100 JEL Systemduct surface area (No Scenario): 947.9 Total system duct surface area: 947.9 City of Wheat Ridge Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 1 040-10 _j 040-12--1 060-12 060.16 11 080-16 11 080-20 1 100-16 1 100-20 1 120-20 Input High Heat lB T" H) 40,000 40,000 60.000 60,000 R0,000 PO,000 100,000 lol- 120,000 Output [High Heat (BTUH) 37,000 37,000 56,000 56,000 1 1 75.000 11 15'000 93,000 1 9-1 ,000 112,000 Certified Temperature Rise Range IF (*C) Hi � gh Heat 40-70 (22-39) 35-65 (19-36) 40-70 (22 - '49) 35 - 65 (19 - 36' I 3b - b!,. . , 1135- . Blue 2.5 370 9601 9851 980 955 9251 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 8501 BIS 765 695 630 Fan Performance .-UR DELIVERY - CFM {BOTTOM RETURN AVITH FILTER) Furnace Return Air Connection Wire Lead Color Coaling Tons CFMTest Ton Airflow Delivery Q Various External Static -Pi 01 02 0.3 0.4 0.5 1 0.6 0-7 O.e essures 0.9 1 0413-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 10151 9701 920 W 785 e80 615 Blue 2.0 413 970 940 905 670 8251 775 730 675 570 505 Yellow 2.O 385 910 880 845 810 7701 725 675 600 535 475 Red 1-5 397 725 695 665 635 5951 555 510 460 390 340 0160-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1205 1195 11551 1100 10451 975 910 8051 Blue 2.5 370 9601 9851 980 955 9251 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 8501 BIS 765 695 630 545 Red 1,5 430 750 730 705 680 6451 605 555 D40-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 114011080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 919- 870 820 760 70.5 655 Blue 2.0 435 98D 955 935 905 870 830 780 725 6751 625, Red 1-5 437 7201 705, 690 6T7_5 655 625 590 555 525 485 060-16 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 Blue3.03.0 387 1190 1185 1195 1195 1160 1 1125 1075 1015 950 885 Red 2.5 394 1030 1025 1030 1010 985 1 W 905 8551 805 735 08D-16 SIDE/BOTTOM Black 40 369 1650 1620 1640 1605 1E55 1495 1425 la45 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 10151 Orange 3.0 383 12051 12051 11815 1165 1150 1100 1055 1000 9351 870 Blue 25 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 0,80-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 Yellow 4-0 386 1690 1665 1640 1595 15451 1485 14101 1330 1235 1135 01191 3-5 397 1485 1470 1455 14301 13901 1340 1280 1205 1120 1035 BGIe 2-5 426 1120 1110 1100 109" 1 106.5 1 1035 990 935 870 805 Red 2.0 433 940 920 WMXMJ865 830 790 745 690 6251 100-16 SIDE/BOTTOM Black 4-0 373 1711; 1660 1610 15551 1490 1420 1340 1245 1150 1,_,=5 Yellow 3-5 379 1535 1480 1435 1380 1325 1260 1186 1095 10'0 910 Blue 7 3.0 367 1300 1255 1205 1160 1100 1035 9710 905 810 730 Red I 2.0 445_ 1110 1055 1005 955 aso an 770, 690 610 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5-0 367 20901 2040 1980 1910 1835 1755 1670 1570 1460 13_46_ Shue- 40 416 1850 18151 1775 1725 1665 1600 1525 14351 1335 12251 Red 3.5 421 1580 1550 1540 1515 1475 1420 11355 1280 1190 1100 120-20 BOTTOM or TWO-SIDES4.5 jRed Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 50 369 2130 2070 2010 1940 1845 1740 163D 1525 1420 - -_ 1305 Blue 4.01 416 1875 1840 1795 1735 16651 1580 1495 1410 1310 1205 3.5 1 414 1610 1585 1555 1615 14501 1395 1325 1250 NOTE: 1. A fitter is required for each return -air inlet Airflow performance includes a 3,14 -in- (19 mm) washable filter media such as contained in a factory -author- med accessory filer rack. See accessory list. To determine airflow, performance without this filter, assume an additional 0.1 in. WC. available external stabs 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 -side return, or bottom and side return. A minimum filter see of 20" x 25" (508 x 635 mm) is required, 5. For upflow applications, air entering from one aide into both the tide of the furnace and a return air base counts as a side and bottom return. 45. All airflows that are shown in BOLD exceed 0-58 waft per CFM at the given external static pressure. City of Wheat Ridge Divi Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURON(D AND R-22 REFRIGERANTS UNIT 11 Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 900 1 1000 110091 1200 1 1300 1400 1 1500 1 1600 11700 1 1800 1 19M 12000 12100 12200 Dry 1814 0.079 10.114 10,156 10.198 10.253 1 1 I I wet 0.096 10.138 10.193 10.213 10.277 1 1 1 1 Dry 0.070 10.1 10.143 10AE2 1023.3 10-2% 1 F3-64-� I I I I 2414 ;Jet 0.089 10,128 10.171 10-214 10.269 10-336 10.413 Dry 2417 0.048 10.069 10.090 0.112 10.140 1 4.170 10203 1 1 I I I wet 10,064 10991 10.122 10.150 10.188 10224 10.2631 1 1 1 1 1 Dry 3014 0.065 0.097 0.135 10.173 10.223 10-278 10.339 10.405 10.478 1 I Wet 0.078 10-114 10.160 1 0.22-06 10.260 10.321 1 0.388 10.461 10.540 1 1 1 1 1 1 Dry 3017 0.042 10.060 10.080 10.102 10.128 10 157 10199 10.222 10,259 1 I Wet 10.055 10.076 10.104 10.127 10.158 10.190 1 0225 0265 1 0.309 I I I I I I I Dry 3617 10.043 0.061 10.082 10.103 10.128 10-157 10 lea 0.221 0.259 10,299 10.341 1 1 1 1 T3617 I I Wet 10256 10.079 10.107 10.13310.156 �02W 0.235 10.276 1 0.315 10,361 10.413 Dry 3621 0.035 0.048 1 0D62 10.076 10.093 10-111 1 07�0.153 10.177 10.201 10.228 1 1 1 1 1 1 1 1 Viet 0,049 10.066 10.086 10.100 10.122 10-144 10-171 10.192 10.217 10.245 10,276 1 1 1 1 1 1 1 Dry 4221 0.030 10-041 10.054 10.066 10.M 10,099 1 0.118 0.137 0.158 10.180 10.206 10.231 10.259 1 1 1 1 1 14221 Wet 10.043 10.059 10.078 10.101 10.126 10.153 10.181 10207 10.234 10.260 10.288 10.319 10.354 1 1 1 1 1 Dy 4821 0.047 10.460 10.075 10.O§2�,11O 0.�130 10-152 10,176 10.204 10.230 1 0.256 10.294 10.318 1 T4821 Wel 10953 10.067 10.085 J0A04 10-125 1 0A47 10.172 10200 1 0.228 10.259 10-292 1 0A27 10.365 1 1 1 1 Dry 4824 1 10.015 J0.046 10.057 10-069 1 0.094 0.019 10.119 1 0.124 10.140 1 0.158 10.175 10.195 10.214 1 1 1 1 V&q 1 10932 10.050 J0.066 10-081 1 0.097 10.114 10.131 10.150 10.169 10.190 10211 1 0.233 10.257 1 1 1 1 Dry 6024 1 0.062 j09-,3 I 0984 0.097 0 1-11 10-126 10.138 10.154 10172 10.190 10.210 10229 1 0.251 1 0.273 10.293 TW4 wet 1 10.082 10-096 10-112 10.129 10.145 10,163 10.171 10.191 10,212 10.235 10.258 10-283 10.310 1 0.3 Af; city of , what Ridge Detailed cooling capacity DETAILED COOLING CAPACITIES# CONTINUED EVAPORATOR AIR CONDENSER ENTERING AF 75 (23.9) 85 (29.4) 95 (35) CFM „ FW C) Capacity MBtuh Total Sena$ Total System KVV+w Capacity MBtuh Total Sens$ Total System KW' Capacity MBtuh Total Sena$ Outdoor Section Total System With CAP**30i 72 (22.2) 32.18 16.57 2.04 30.84 16.09 2.25 29.42 15.59 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.68 2,49 875 63 (17.2)tt 27.91 20.13 2,03 26.69 19.62 2.25 25.39 19.07 2.49 62(16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2,49 57 (13.9) 27.10 27.10 2.03 26.12 26A2 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.89 2.30 29.72 16.38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17,2)$1 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (16.7) 28.07 27.82 2.08 27,00 27.00 2.29 25,89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 229 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29,91 17.14 2.59 67 (19,4) 30.36 23.30 2,13 29.03 22.80 2.34 27.62 22.20 2.58 1125 63 (172)11 28.59 22.57 2,12 27.32 22.05 234 25.95 21.49 2.58 62 (16.7) 2879 1 28.79 2.12 27.71 27.71 2.34 26.54 1 26,54 2,58 57 (13.9) 28.79 1 28.79 2.12 27.71 27.71 2.34 26.55 1 26.55 2.58 Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 23,036 BTUs 23,036/24,293 = .95 or 5 % over City of Wheat Ricige AHRI Used Item IValue Standard Air Conditioner Model Number (Combined) CA1 3NA030—(A,B)+CNPV,3617AL*+TDR Outdoor Model Number CA13NA030---(A,B) Indoor Model Number CNPV'3617AL'+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 131 SEER High Speed I SEER Low Speed 0 EER 10.5 1 EER High Speed. 01 EER Low Speed 0 i Sound 01 i AHRl, Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor YVarranty 5years Microprocessor Warranty City Of Wheat Ridge Rhvac - Residential & Light Commercial HVAC Loads Smith &Willis HVAC LLC Elite Software Development, Inc. Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Uttleton.CO 80125 Page 1 j Project Report MbfAinftlect Information_ Project Title: Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Designed By: McKennon Pill Project Date: Monday, January 09, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Cc 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Pill Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E-Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.2 81% 50% 70 62.62 Summer: 94 59 13% 50% 75 -44 Check Figures — — Total Building Supply CFM: 967 CFM Per Square ft.: 0.226 Square ft. of Room Area: 4,286 Square ft. Per Ton: 2,564 Volume (ft') of Cond. Space: 40,438 'Building Loads Total Heating Required Including Ventilation Air: 49,274 Btuh 49.274 MBH Total Sensible Gain: 23,036 Btuh 100 Total Latent Gain: -2,977 Btuh 0 Total Cooling Required Including Ventilation Air: 23,036 Btuh 1.92 Tons (Based On Sensible + Latent) Nates Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City o! Wheat Ridge Building Divison M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac.-Residehttal & Light Commercial HVAC Smlth &.Willis HVAC LLC Elite Software Development, Inc. Remington. Homes Quad Ridge 5246 Pierson Ct. Plan 715 Left Littleton, CO 80125 Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.2 81% 50% 70 62.62 Summer: 94 59 13% 50% 75 -43.51 Duct Sizin In uts 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. 0=0401163M ' Winer Summer Infiltration Specified: 0.274 AC/hr 0.250 AC/hr 146 CFM 133 CFM Infiltration Actual: 0.306 AC/hr 0.284 AC/hr Above Grade Volume: X 31.980 Cu.ft. X 31.980 Cu.ft. 9,781 Cu.ft./hr 9,087 Cu.fL/hr X 0.0167 X 0.0167 Total Building Infiltration: 163 CFM 151 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (133 CFM) Summer Infiltration Specified: 0.250 AC/hr (133 CFM) C M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM 2 m Rhvac - Residential & Light Commercial HVAC Loads - EliteSoft ware Development, Inc.: Smith &Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 71 S Left -ttleton CO 60125 Pa e 3 Scope Bolding System 1 Humidification Zone I 1 -Basement 2-Crew1 Space 3-Mstr Bedroom 4-W,C SMstr Bath 6-Mstr WIC 7 -Mud Room 8-Dining/Kitchen 9 -Study 10 -Study Opt Bedroom 11 -Bath 12 -Laundry 13 -Foyer 14 -Great Room of room airflows may be greater than system airflow because m room airflow action uses the areater of heating or coolina. Net 11 r.,' Sen Lai I Net. San Sys Sys.'.. Sys. D Ton 11onl Area', Gan.. Gain Gain Loss' Hlg Acl Size CFM FM CFM CFM' 1.92 2,564 4286 23,036 2,977 23,036 49,274 967 960 967 1.92 2564 4266 23,036 -2,977 23.036 49,274 967 960 967 25x17 4,970 47.86 23,036 2.,977 23.036 44,304 967 960 967 1006 1573 4,759 -909 4,759 14,674 320 198 320 7,7,7,7 564 133 -101 133 2,600 57 6 57 Noi MOD. iA 264 2,811 -144 2,811 3,607 79 117 117 6,6 21 194 -57 194 551 12 8 12 4 107 325 -60 325 756 17 14 17 4 96 392 -190 392 1,457 32 16 32 4 80 275 79 275 823 18 11 18 4 421 5,319 -393 5,319 5,046 140 222 222 7,7,7 132 812 -108 812 1,412 31 34 34 55 168 1.323 -66 1323 2,547 56 55 56 5,5 73 427 174 427 1,425 31 18 31 5 73 690 -158 690 1,370 30 29 30 5 200 522 -89 522 1.238 27 22 27 5 514 5,054 -449 5,054 6,798 148 211 211 7,7,7 Cjty Of W,heat Ridge M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith -& Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Manual D Ductsize Data - Duct System i - Supply --Duct Name, etc. Runout 0.0003 6 301 Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul -Duct Name: SR -100, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 78.1 Runout 0.0003 6 301 0.009 Up: ST -150 55 4.7 0.028 0.013 Rnd 31.7 6.6 46.5 0.022 Presize 59 49.7 0.327 0.473 -Duct Name: SR -110, Supplies: Mstr Bedroom, Fittings: 2-1, 4-G, Effective Length: 78.1 Runout 0.0003 6 301 0.009 Up: ST -170 55 4.7 0.028 0.013 Rnd 31.7 6.6 46.5 0.022 Presize 59 49.7 0.327 0.473 --Duct Name: SR -120, Supplies: W/C, Fittings: 2-I, 4-G, Effective Length: 35.8 Runout 0.0003 4 138 0.001 Up: ST -130 128 3.1 0.011 0.003 Rnd 9.2 4.4 26.6 0.004 Presize 12 9.6 0.345 0.455 -Duct Name: SR -130, Supplies: Mstr WIC, Fittings: 2-I, 4-H, Effective Length: 30.2 Runout 0.0003 4 367 0.003 Up: ST -300 128 3.1 0.060 0.015 Rnd 4.7 4.4 25.5 0.018 Presize 32 4.9 0.331 0.469 ---Duct Name: SR -140, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 32.3 Runout 0.0003 4 206 0.001 Up: ST -230 128 3.1 0.022 0.007 Rnd 2.5 4.4 29.8 0.007 Presize 18 2.6 0.342 0.458 --Duct Name: SR -150, Supplies: Laundry, Fittings: 2-1, 4-H, Effective Length: 43.0 Runout 0.0003 5 220 0.001 Up: ST -190 128 3.9 0.018 0.007 Rnd 3.8 5.5 39.1 0.008 Presize 30 5 0.341 0.459 -Duct Name: SR -160, Supplies: Foyer, Fittings: 2-1, 4-G, Effective Length: 60.1 Runout 0.0003 5 198 0.002 Up: ST -320 128 3.9 0.015 0.007 Rnd 11.8 5.5 48.2 0.009 Presize 27 15.5 0.341 0.459 --Duct Name: SR -170, Supplies: Study Opt Bedroom, Fittings: 2-I, 4-G, Effective Length: 72.7 Runout 0.0003 5 205 0.005 Up: ST -310 128 3.9 0.016 0.007 Rnd 27.8 5.5 44.8 0.012 Presize 28 36.4 0.337 0.463 ---Duct Name: SR -180, Supplies: Study, Fittings: 2-I, 4-H, Effective Length: 26.7 Runout 0.0003 5 125 0.000 Up: ST -260 55 3.9 0.008 0.002 Rnd 3.3 5.5 23.4 0.002 Presize 17 4.4 .......... ____.. ___. _. 0.347 0.453 -Duct Name: SR -190, Supplies: Study Opt Bedroom, Fittings: 2-1, 4-G, Effective Length: 65.0 Runout 0.0003 5 205 0.005 Up: ST -220 128 3.9 0.016 0.006 Rnd 27.8 5.5 37.2 0.011 Presize 28 36.4 0.339 0.461 --Duct Name: SR -200, Supplies: Bath, Fittings: 2-1, 4-H, Effective Length: 56.5 Runout 0.0003 5 227 0.005 Up: ST -250 128 3.9 0.019 0.006 Rnd 23.7 5.5 32.9 0.011 Presize 31 31 0.339 0.461 --Duct Name: SR -210, Supplies: Great Room, Fittings: 2-1, 4-1, 8-A2, 8-A2, 8-A2, Effective Length: 94.0 Runout 0.0003 7 262 0.006 Up: ST -180 55 5.4 0.018 0.011 Rnd 31.8 7.7 62.2 0.017 Presize 70 58.3 0.332 0.468 --Duct Name: SR -220, Supplies: Great Room, Fittings: 2-1, 4-G, Effective Length: 85.6 Runout 0.0003 7 262 0.005 Up: ST -120 55 5.4 0.018 0.011 Rnd 27.2 7.7 58.4 0.015 Presize 70 49.8 0.335 0.465 -Duct Name: SR -230, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 88.2 Runout 0.0003 7 277CBUilding 5' Up: ST -110 55 5.4 0.02012 Rnd 25.2 7.7 63.017 Presize 74 46.1 0.3328 ---Duct Name: SR -240, Supplies: Dining/Kitchen, Fittings: 2-1, 4-G, Effective Length: 92.0 e Runout 0.0003 7 2775 Up: ST -310 55 5.4 0.020 13Rnd 25.2 7.7 66.9TTPresize 74 46.1 0.331 M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVACLLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 80125 Pae 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Duct Name, etc. 0.000 Runout 0.0003 7 262 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 -250, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 101.0 0.000 Runout 0.0003 7 262 Up: ST -320 55 5.4 0.018 Rnd 29.3 7.7 71.6 Presize 70 53.8 0.332 -Duct Name: SR -260, Supplies: Dining/Kitchen, Fittings: 2-I, 4-H, Effective Length: 63.1 Rect 0.8 Runout 0.0003 7 277 Up: ST -260 55 5.4 0.020 Rnd 19.2 7.7 43.9 Presize 74 35.1 0.336 --Duct Name: SR -270, Supplies: Study, Fittings: 2-I, 4-G, 8-A2, 8-A2, Effective Length: 51.7 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 1.2 Runout 0.0003 5 125 Up: ST -200 55 3.9 0.008 Rnd 10.0 5.5 41.7 Presize 17 13.1 0.345 --Duct Name: SR -280, Supplies: Mstr Bath, Fittings: 2-I, 4-G, Effective Length: 46.8 Up: ST -250 55 20 Runout 0.0003 4 195 Up: ST -270 128 3.1 0.020 Rnd 15.5 4.4 31.3 Presize 17 16.2 0.339 -Duct Name: ST -290, Feeds Into: Basement, Effective Length: 2.5 0.000 Trunk 0.0003 Trunk 0.0003 15.2 130 Up: ST -170 128 20 0.002 Rect 2.5 10 0.0 Presize 180 12.5 0.349 -Duct Name: ST -270, Feeds Into: Basement, Effective Length: 1.2 Rect 0.8 10 Trunk 0.0003 12.9 83 Up: ST -160 55 14 0.001 Fact 1.2 10 0.0 Presize 81 4.7 0.349 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 0.7 0.000 Trunk 0.0003 12.9 Up: ST -200 55 14 Rect 0.7 10 Presize 91 2.7 ---Duct Name: ST -250, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 15.2 Up: ST -110 55 20 Rect 0.8 10 Presize 306 4.2 -Duct Name: ST -240, Feeds Into: Basement, Effective Length: 1.3 0.000 Trunk 0.0003 16.9 Up: ST -120 128 25 Fact 1.3 10 Presize 552 7.8 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: ST -180 128 20 Rect 1.2 10 Presize 317 5.8 --Duct Name: ST -220, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 1.5 10 Presize 288 7.5 --Duct Name: ST -210, Feeds Into: Basement, Effective Length: 3.7 Trunk 0.0003 12.9 Up: ST -220 55 14 Fact 3.7 10 Presize 260 14.7 --Duct Name: ST -200, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -310 55 14 Rect 0.7 10 Presize 108 2.7 -Duct Name: ST -190, Feeds Into: Basement, Effective Length: 7.5 Trunk 0.0003 15.2 Up: ST -320 128 20 Rect 7.5 10 Presize 396 37.5 --Duct Name: ST -180, Feeds Into: Basement, Effective Length: 3.8 Trunk 0.0003 15.2 Up: ST -190 128 20 Fact 3.8 10 Presize 366 19.2 0.005 0.013 0.018 0.468 0.004 0.009 0.013 0.464 0.001 0.003 0.004 0.455 0.003 0.006 0.009 0.461 0.000 0.000 0.000 0.451 0.000 0.000 0.000 0.451 94 0.000 0.002 0.000 0.0 0.000 0.349 0.451 220 0.000 0.006 0.000 0.0 0.000 0.350 0.450 318 0.000 0.009 0.000 0.0 0.000 0.350 0.450 228 0.000 0.006 0.000 0.0 0.000 0.349 0.451 207 0.000 0.005 0.000 0.0 0.000 0.350 0.450 267 0.000 0.010 0.000 0.0 0.000 0.349 0.451 111 0.000 0.002 0.000 0.0 0.000 0.349 0.451 285 Ci o9% 0.008 0000 0.0 0.001 0.349 WheaP'noid 0.007 Bll�IdifiOuo 0.0 0.000 0.349 f}44'P M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017,11:47 AM Rhvad- Residential 8 Light Commercial HVAC Loads Elite Software. Development, Inc. Smith 8 Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Li Melon CO 80125 Pae 6 Manual D Ductsize Data - Duct System i - Supply (cont'd --- Duct 'Name, etc. Trunk 0.0003 Type Roughness Diameter Velocity SPL.Duc Upstream Temperature Width Loss/100 SPL.Fi Shape Length Height Fit. Eq.Len SPL.To Sizing CFM Area SP.Avail SPL.Cumu --Duct Name: ST -170, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 158 0.000 Up: ST -230 128 20 0.003 0.000 Rect 1.0 10 0.0 0.000 Presize 219 5 0.349 0.451 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 83 0.000 Up: ST -300 55 14 0.001 0.000 Rect 1.7 10 0.0 0.000 Presize 81 6.7 0.349 0.451 --Duct Name: ST -150, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 61 0.000 Up: ST -130 55 14 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 59 4 0.349 0.451 ---Duct Name: ST -140, Feeds Into: Basement, Effective Length: 2.8 Trunk 0.0003 15.2 130 0.000 Up: ST -290 128 20 0.002 0.000 Fact 2.8 10 0.0 0.000 Presize 180 14.2 0.349 0.451 --Duct Name: ST -130, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 69 0.000 Up: ST -270 55 14 0.001 0.000 Rect 1.2 10 0.0 0.000 Presize 67 4.7 0.349 0.451 --Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 127.1 Trunk 0.0003 22.4 325 0.000 Up: Fan 55 25 0.007 0.009 Rect 0.7 17 126.4 0.350 Presize 956 4.9 0.350 0.450 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 6.0 Trunk 0.0003 15.2 274 0.001 Up: SMT -100 55 20 0.009 0.000 Rect 6.0 10 0.0 0.001 Presize 380 30 0.350 0.450 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 346 0.000 Up: SMT -100 128 25 0.011 0.000 Rect 1.2 10 0.0 0.000 Presize 601 6.8 0.350 0.450 ---Duct Name: SR -290, Supplies: Basement, Fittings: 2-1, 4 -AD, Effective Length: 83.5 Runout 0.0003 7 299 0.006 Up: ST -140 128 5.4 0.021 0.011 Rind 29.7 7.7 53.8 0.017 Presize 80 54.4 0.332 0.468 -Duct Name: ST -300, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 12.9 103 0.000 Up: ST -140 128 14 0.002 0.000 Rect 2.0 10 0.0 0.000 Presize 100 8 0.349 0.451 --Duct Name: SR -300, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 97.9 Runout 0.0003 7 299 0.005 Up: ST -210 128 5.4 0.021 0.015 Rnd 24.7 7.7 73.2 0.020 Presize 80 45.2 0.329 0.471 --Duct Name: ST -310, Feeds Into: Basement, Effective Length: 5.0 Trunk 0.0003 12.9 216 0.000 Up: ST -210 55 14 0.007 0.000 Rect 5.0 10 0.0 0.000 Presize 210 20 0.349 0.451 --Duct Name: SR -310, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 80.2 Runout 0.0003 7 299 0.005 Up: ST -240 128 5.4 0.021 0.011 Find 26.3 7.7 53.8 0.016 Presize 80 48.3 0.334 0.466 --Duct Name: ST -320, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 340CfteatRidC Up: ST -240 128 20 0.0110 Rect 1.2 10 0.0 Presize 472 5.8 0.350 --Duct Name: SR -320, Supplies: Basement, Fittings: 2-1, 4 -AD, Effective Length: 62.0 CRunout 0.0003 7 2991Up: ST -230 128 5.4 0.021Rnd 3.8 7.7 58.1 cPresize 80 7 0.336 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 60125 Page 7 Manual D Ductsize Data - Duct System 1 - Supply Lcontbq 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 Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 22 Number of active runouts: 23 Total runout outlet airflow: 1,127 Main trunk airflow: 958 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -210 Smallest trunk diameter: 12.9 ST -270 Smallest runout diameter: 4 SR -120 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss: 0.473 SR -100 Return loss added to supply: 0.100 Total effective length of return ( ft.): 336.0 Crawl RA Total effective length of supply ( ft.): 234.8 SR -100 Overall total effective length ( ft.): 570.8 Crawl RA to SR -100 Design overall friction rate per 100 ft.: 0.080 (Available SP x 1001 TEL) System duct surface area (No Scenario): 947.9 Total system duct surface area: 947.9 Cit Wheat Building M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM ISmith 8 Willis HVAC LLC OM Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left - Duct System i - ---Duct Name, etc. Runout 0.0003 7 Up: RT -240 70 5.4 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: GR High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.3 Runout 0.0003 7 Up: RT -240 70 5.4 Rnd 3.2 7.7 Presize 80 5.8 --Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.7 Runout 0.0003 7 Up: RT -150 70 5.4 Rnd 10.5 7.7 Presize 80 19.2 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.7 Runout 0.0003 7 Up: RT -250 70 5.4 Rnd 10.5 7.7 Presize 80 19.2 --Duct Name: Main High, Low, Returns From: Foyer, Fitting: 6-L, Effective Length: 23.6 Runout 0.0003 12.2 Up: RT -120 70 16 Rect 0.7 8 Presize 302 2.7 -Duct Name: Mstr Low, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.7 Runout 0.0003 7 Up: RT -160 70 5.4 Rnd 17.5 7.7 Presize 59 32.1 ---Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 7 Up: RT -200 70 5.4 Rnd 17.5 7.7 Presize 60 32.1 --Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 29.8 Runout 0.0003 7 Up: RT -180 70 5.4 Rnd 17.5 7.7 Presize 60 32.1 --Duct Name: Foyer Low, Returns From: Foyer, Fitting: 6-L, Effective Length: 17.7 Runout 0.0003 7 Up: RT -110 70 5.4 Rnd 4.5 7.7 Presize 80 8.2 --Duct Name: Study High, Returns From: Study, Fitting: 6-L, Effective Length: 19.7 Runout 0.0003 7 Up: RT -240 70 5.4 Rnd 6.8 7.7 Presize 72 12.5 -Duct Name: RT -250, Feeds From: Basement, Effective Length: 12.7 Trunk 0.0003 15.2 Up: RT -120 70 20 Rect 12.7 10 Presize 339 63.3 ---Duct Name: RT -240, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 Up: RT -110 70 25 Fact 1.3 10 Presize 406 7.8 --Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RT -180 70 20 Rect 1.0 10 Presize 60 5 --Duct Name: RT -180, Feeds From: Basement, Effective Length: 3.8 Trunk 0.0003 15.2 Up: RT -160 70 20 Rect 3.8 10 Presize 120 19.2 --Duct Name: RT -170, Feeds From: Basement, Effective Length: 1.7 Trunk 0.0003 16.9 Up: RT -140 70 25 Fact 1.7 10 Presize 54 9.7 -Duct Name: RT -160, Feeds From: Basement, Effective Length: 2.5 Trunk 0.0003 15.2 Up: RT -150 70 20 Rect 2.5 10 Presize 179 12.5 299 0.022 13.2 -0.038 0.001 0.003 0.004 0.004 299 0.002 0.022 0.003 13.2 0.005 -0.035 0.005 299 0.002 0.022 0.003 13.2 0.005 -0.035 0.005 340 0.000 0.016 0.004 23.0 0.004 -0.037 0.004 221 0.013 12.2 -0.036 225 0.013 12.3 -0.036 0.002 0.002 0.004 0.004 0.002 0.002 0.004 0.004 225 0.002 0.013 0.002 12.3 0.004 -0.036 0.004 299 0.001 0.022 0.003 13.2 0.004 -0.038 0.004 269 0.001 0.018 0.002 12.8 0.004 -0.038 0.004 244 0.001 0.007 0.000 0.0 0.001 -0.040 0.006 234 0.000 0.006 0.000 0.0 0.000 -0.042 0.100 43 0.000 0.0 -0.040 86 0.001 0.0 -0.040 31 0.000 0.0 -0.042 129 0.002 0.0 -0.040 0.000 0.000 0.000 0.004 0.000 0.000 0.000 X0.000 t> 0.000 �Q00 0� 0.004 M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Littleton, CO 80125. Pae 9 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.Cumui ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 187 0.000 Up: RT -250 70 20 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 259 5.8 -0.040 0.006 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 31 0.000 Up: RT -240 70 25 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 54 7.8 -0.042 0.100 -Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-L, 5-11, Effective Length: 255.0 Trunk 0.0003 18.6 541 0.000 Up:Fan 70 25 0.023 0.057 Rect 0.7 12 254.3 0.057 Presize 1,127 4.4 -0.042 0.100 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 16.9 280 0.000 Up: RMT -100 70 25 0.008 0.000 Rect 1.3 10 0.0 0.000 Presize 486 7.8 -0.042 0.100 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 5.2 Trunk 0.0003 15.2 462 0.001 Up: RMT -100 70 20 0.022 0.000 Rect 5.2 10 0.0 0.001 Presize 641 25.8 0.041 0.059 -Duct Name: Crawl RA, Returns From: Crawl Space, Fittings: 6-L, 6-C, Effective Length: 75.3 Runout 0.0003 5 396 0.008 Up: RT -170 70 3.9 0.056 0.035 Find 13.5 5.5 61.8 0.042 Presize 54 17.7 0.000 0.042 ---Duct Name: Bsmt RA, Returns From: Basement, Fittings: 6-L, 6-C, Effective Length: 52.7 Runout 0.0003 8 573 0.005 Up: RT -240 70 6.2 0.060 0.027 Find 8.0 8.7 44.7 0.032 Presize 200 16.8 -0.011 0.032 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 11 Number of active runouts: 11 Total runout outlet airflow: 1,127 Main trunk airflow: 1,127 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.2 Main High, Low Smallest trunk diameter: 15.2 RT -250 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.042 Crawl RA Return loss added to supply: 0.100 Total effective length of return ( ft.): 336.0 Crawl RA System duct surface area (No Scenario): 367.4 Total system duct surface area: 367.4 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J Sth Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C'11900"-S�10 M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715Le11 Littleton CO 60125 Pace 10 Total Building Summary Loads _ Component Area Sen Let Sen Total Descri tion Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 486.3 10,071 0 13,791 13,791 SHGC 0.3 Remington Door: Door-U=0.2 37.8 522 0 189 189 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2742.1 11,728 0 2,431 2,431 R11 Draped-9: Wall-Basement, Custom, R11 Draped 607.2 2,122 0 36 36 R11 Draped-4: Wall-Basement, Custom, R11 Draped 420.5 1,543 0 61 61 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,966 0 2,108 2,108 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 2075.7 2,864 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor-Slab on grade, Vertical board 78 2,589 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil R50 Floor: Floor -Over open crawl space or garage, 11.2 23 0 3 3 Custom, R50 Cantilever Floors over Open Space and Garage Subtotals for structure: 34,428 0 18,619 18,619 People: 3 600 690 1,290 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 163, Summer CFM: 151 9,876 -3,577 2,527 -1,050 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 13.55_gal/day :_ 4,970 0 0 0 Total Building Load Totals: 49,274 -2,977 23,036 20,059 Illymams Total Building Supply CFM: 967 CFM Per Square It.: 0.226 Square ft. of Room Area: 4,286 Square ft. Per Ton: 2,564 Volume (ft3) of Cond. Space: 40,438 Building Loads Total Heating Required Including Ventilation Air: 49,274 Btuh 49.274 MBH Total Sensible Gain: 23,036 Btuh 100 Total Latent Gain: -2,977 Btuh 0 Total Cooling Required Including Ventilation Air: 23,036 Btuh 1.92 Tons (Based On Sensible + Latent) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 81h Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ri. Building DiVI osl M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM ge Dn Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 L ct' Littleton CO 80125 Pae 71 System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total I Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 486.3 10,071 0 13,791 13,791 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R23: Wall -Frame, Custom, 2x6" Exterior Walt R23 2742.1 11,728 0 2,431 2,431 R11 Draped -9: Wall -Basement, Custom, R11 Draped 607.2 2,122 0 36 36 R11 Draped -4: Wall -Basement, Custom, RI Draped 420.5 1,543 0 61 61 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,966 0 2,108 2,108 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A -32-c: Floor -Basement, Concrete slab, any thickness, 2075.7 2,864 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor -Slab on grade, Vertical board 78 2,589 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil R50 Floor: Floor -Over open crawl space or garage, 11.2 23 0 3 3 Custom, R50 Cantilever Floors over Open Space and Garage Subtotals for structure: 34,428 0 18,619 18,619 People: 3 600 690 1,290 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 163, Summer CFM: 151 9,876 -3,577 2,527 -1,050 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 13.55 gal/day :_ _ 4,970 0 0 0 System 1 Whole House System Load Totals: 49,274 -2,977 23,036 20,059 Check Figures Supply CFM: 967 CFM Per Square ft.: 0.226 Square ft. of Room Area: 4,286 Square ft. Per Ton: 2,564 Volume (W) of Cond. Space: 40,438 System Loads Total Heating Required Including Ventilation Air: 49,274 Btuh 49.274 MBH Total Sensible Gain: 23,036 Btuh 100 Total Latent Gain: -2,977 Btuh 0 Total Cooling Required Including Ventilation Air: 23,036 Btuh 1.92 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. C31e `' M:\...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM J M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, inc Smith &Willis HVAC LLC Remington Homes Quail Ridge 5246Pierson Ct. Plan 715 Lett Littleton, CO 80125 Pace 13 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 1,573.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,573.0 sq.ft. Supply Air: 320 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 15,993.0 cu.ft. Req. Vent. 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.: 41 CFM Actual Summer Infil.: 38 CFM Item Area =U- Htg Sen Clg Lat r, Description Quantic Value HTM Loss HTM Gain Gain E -Wall-R23 19.5 X 10.2 168.3 0.062 4.3 720 0.9 0 149 S -Wall-R23 2 X 10.2 20.3 0.062 4.3 87 0.9 0 18 E -Wall-R23 15 X 10.2 112.5 0.062 4.3 481 0.9 0 100 S -Wall-R23 7.5 X 10.2 76.3 0.062 4.3 326 0.9 0 68 S -Wall-R11 Draped -9 21.2 X 10.2 215.3 0.049 3.5 760 0.1 0 17 W -Wall-R11 Draped -9 19.3 X 10.2 196.6 0.049 3.5 694 0.1 0 15 N -Wall-R11 Draped -9 21.2 X 10.2 195.3 0.049 3.4 668 0.0 0 4 N -Wall-R23 14 X 10.2 142.4 0.062 4.3 609 0.9 0 126 E -Wall-R23 15.5 X 10.2 132.6 0.062 4.3 567 0.9 0 118 S -Wall-R23 4.5 X 10.2 45.8 0.062 4.3 196 0.9 0 41 E -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 34.0 0 1,020 E -GIs-Remington shgc-0.3 0 % S 40 0.300 20.7 828 34.0 0 1,361 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 E -GIs-Remington shgc-0.3 0 % S 25 0.300 20.7 518 34.0 0 850 Floor -21A-32 1 X 1511.6 1511.6 0.020 1.4 2,086 0.0 0 0 Floor-22B10ph78.ft Per. -- 78 0.481 33.2 2,589 0.00 0 ........... - _.. Subtotals for Structure: 12,164 0 4,117 Infll.: Win 41.4, Sum.:38.5 869 2.890 2,510 0.739 -909 642 Room Totals: 14,674 -909 4,759 City of Wheat Ri Building di M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM 9e son M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM ge ion Rhvac -Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC E Remington Homes Quail Elite Software Development, Inc. Ridge 5246 Pierson Cf. Plan 715 Left Littleton, CO 80125 Paae 14 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 564.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 564.0 sq.ft. Supply Air: 57 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,914.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 57 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 650 ft./min. Percent of Supply: 0 Runout Air Velocity: 650 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.335 in.wg./100 ft. Actual Summer Infil.: 4 CFM Item Area U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped -4 25.3 X 5.2 131 0.049 3.7 480 0.1 0 19 W -Wall-R11 Draped -4 17.5 X 5.2 90.5 0.049 3.7 332 0.1 0 13 N -Wall-R11 Draped -4 16.2 X 5.2 83.6 0.049 3.7 307 0.1 0 12 W -Wall-R11 Draped -4 13.2 X 5.2 68.1 0.049 3.7 250 0.1 0 10 N -Wall-R11 Draped -4 9.2 X 5.2 47.4 0.049 3.7 174 0.1 0 7 Floor -21A-32 1 X 564 564 0.020 1.4 778 0.0 0 0 Subtotals for Structure: 2,321 0 61 Infil.: Win.: 4.6, Sum.: 4.3 97 2.885 279 0.744 -101 72 Room Totals: 2,600 101 133 City Or Wheat Ri Building Di ; M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM ge ion Rhvac • Restdentlal & Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left :IJtlleton, CO 80125 Page 15 Detailed Room Loads - Room 3 - Mstr Bedroom (Average Load Procedure) '�etleral . Calculation Mode: Htg. & cg. Occurrences: 1 Room Length: 264.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 264.0 sq.ft. Supply Air: 117 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 2,401.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 16 CFM Actual Summer Infil.: 15 CFM Item Area U- Htg Sen Clg Lat Safi' Description Quantity Value HTM Loss, HTM Gain Gain E -Wall-R23 15.5 X 9.1 86.7 0.062 4.3 371 0.9 0 77 S -Wall-R23 4.5 X 9.1 40.9 0.062 4.3 175 0.9 0 36 N -Wall-R23 16.2 X 9.1 146.8 0.062 4.3 628 0.9 0 130 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 UP-Ceil-16B-50 264.3 X 1 264.3 0.020 1.4 365 1.0 0 259 Subtotals for Structure: 2,658 0 2,338 Infil.: Win.: 15.7, Sum.: 14.6 328 2.890 949 0.740 -344 243 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 3,607 -144 2,811 City of Wheat Rit BUifding Di i M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM cue ;on Rhvae ResideMlal &Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAG LLC ,Remington Homes QuaiF Ridge 5246 Pierson Ct. Plan 715 Left Littleton, CC 60125 Page 16 Detailed Room Loads - Room 4 - WIC (Average Load Procedure) I Ge en rat Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 191.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 2 CFM Idem Area -U- Htg Sen Cig Lat Sen " es r` tion Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 6 X 9.1 46.5 0.062 4.3 199 0.9 0 41 N -GIs-Remington shgc-0.3 1 00%S 8 0.300 20.7 166 11.5 0 92 UP -Cell -16B-50 21 X 1 21 0.020 1.4 29 1.0 0 21 Subtotals for Structure: 394 0 154 Infil.: Win.: 2.6, Sum.: 2.4 54 2.882 157 0.734 -57 40 Room Totals: 551 -57 194 Ric CBuifdi.9 i M:\...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Ige ;on Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Littleton, CO 80125 Page 17 Detailed Room Loads - Room 5 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 106.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 107.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 969.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat r Description. Quantity Value HTM Loss HTM Gain N -Wall-R23 6.3 X 9.1 45.5 0.062 4.3 195 0.9 0 40 N -GIs-Remington shgc-0.3 1 00%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-50 106.7 X 1 106.7 0.020 1.4 147 1.0 0 105 Subtotals for Structure: 590 0 283 Infil.: Win.: 2.7, Sum.: 2.5 57 2.888 166 0.731 -60 42 Room Totals: 756 -60 325 e Glty of Wheat Rid; Building Divis M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvec - Residantlel & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Wiltis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Littleton CO 60125 Pae 18 Detailed Room Loads - Room 6 - Mstr WIC (Average Load Procedure) Weneral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 95.6 ft. System Number: 1 Room Width: 1.0 fl. Zone Number: 1 Area: 96.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 868.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 1.2 X 9.1 10.6 0.062 4.3 45 0.9 0 9 W -Wall-R23 11.2 X 9.1 101.4 0.062 4.3 434 0.9 0 90 N -Wall-R23 7.7 X 9.1 69.6 0.062 4.3 298 0.9 0 62 UP-Ceil-16B-50 95.6 X 1 95.6 0.020 1.4 132 1.0 0 94 Floor -R50 Floor 1 X 11.2 11.2 0.030 2.1 23 0.3 0 3 Subtotals for Structure: 932 0 258 Infil.: Win.: 8.7, Sum.: 8.1 182 2.890 525 0.738 -190 134 Room Totals: 1,457 -190 392 City of Wheat Ri . Building Div; M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017,11:47 AM ee ;on Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left 'Littleton, CO 80125 Page19 Detailed Room Loads - Room 7 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: i Room Length: 80.4 it. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.5 AC/hr Volume: 731.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 4 CFM Actual Summer Intil.: 3 CFM Item Area U- Htg Sen Clg Lat Sen Description Quantity. Value HTM Loss HTM Gain Gain W -Wall-R23 8.3 X 9.1 57.8 0.062 4.3 247 0.9 0 51 W -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 UP-Ceil-16B-50 80.4 X 1 80.4 0.020 1.4 111 1.0 0 79 Subtotals for Structure: 604 0 219 Infil.: Win.: 3.6, Sum.: 3.4 76 2.895 219 0.740 -79 56 Room Totals: 823 -79 275 City y Wheat , Buii=ai M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM son Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 80125 Pae 20 Detailed Room Loads - Room 8 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 421.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 421.0 sq.ft. Supply Air: 222 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 3,826.0 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 E -Wall-R23 15 X 9.1 58.2 0.062 4.3 249 0.9 0 52 S -Wall-R23 26.3 X 9.1 209.1 0.062 4.3 894 0.9 0 185 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0% S 48 0.300 20.7 994 34.0 0 1,632 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-16B-50 421.2 X 1 421.2 0.020 1.4 581 1.0 0 413 .. .... ....... Subtotals for Structure: 3,962 0 3,842 Infil.: Win.: 17.9, Sum.: 16.6 375 2.889 1,084 0.738 -393 277 Equipment: 0 1,200 Room Totals: 5,046 -393 5,319 G M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Jge ison Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smilh &Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 80126 .Pae 21 Detailed Room Loads - Room 9 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 71 - Room Length: 132.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 132.0 sq.ft. Supply Air: 34 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.7 AC/hr Volume: 1,201.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Cig Lat Sen] Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.3 X 9.1 72.9 0.062 4.3 312 0.9 0 65 S -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 132.2 X 1 132.2 0.020 1.4 182 1.0 0 130 Subtotals for Structure: 1,115 0 736 Infil.: Win.: 4.9, Sum.: 4.6 103 2.887 297 0.739 -108 76 Room Totals: 1,412 -108 812 City Wheat Building M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017,11:47 AM )ge Rhvac - Residential& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Littleton, CO. 80125 Page 22 Detailed Room Loads -Room 10 -Study Opt Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 168.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 168.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,526.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Let Sen' D:M.1iptipn Quantity Value HTM Loss. HTM - Gain Gain S -Wall-R23 16.3 X 9.1 118.3 0.062 4.3 506 0.9 0 105 W -Wall-R23 11.7 X 9.1 106 0.062 4.3 453 0.9 0 94 S -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 168 X 1 168 0.020 1.4 232 1.0 0 165 Subtotals for Structure: 1,812 0 905 Infil.: Win.: 12. 1, Sum.: 11.3 254 2.891 735 0.739 -266 188 People: 200lat/per,.230 sen/per 1 200 230 Room Totals: 2,547 -66 1,323 E M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM id CC 'Iison MA ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads .Smith &Willis HVAC LLC N Remington Homes Quail Elite Software Development, Inc. Ridge 5246 Pierson Ct. Plan 715 Lett Littleton CO 80125 Pae 23 Detailed Room Loads - Room 11 - Bath (Average Load Procedure) General.. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 12.5 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.8 AC/hr Volume: 662.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen` Description :; Quentity Value HTM Loss HTM Gain Gain W -Wall-R23 5.8 X 9.1 52.9 0.062 4.3 226 0.9 0 47 N -Wall-R23 12.5 X 9.1 105.5 0.062 4.3 451 0.9 0 94 N -GIs-Remington shgc-0.3 1 00 %S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-168-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 944 0 304 Infil.: Win.:7.9, Sum.: 7.4 __ .............. 166 2.890 _ 481 0.739 -174 123 ........ .......... _.. Room Totals: 1,425 -174 427 C MA ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC. LLC Remington Homes Quail Ridge 5246 Pierson Cf. Plan 715 Left Littleton CO 80125 Page 24 Detailed Room Loads - Room 12 - Laundry (Average Load Procedure Gederal Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 72.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 30 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 662.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 7 CFM Item AreaU- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 7.2 X 9.1 53.9 0.062 4.3 230 0.9 0 48 N -Wall-R23 9.5 X 9.1 86.3 0.062 4.3 369 0.9 0 76 W -GIs-Remington shgc-0.3 0 % S 11.2 0.300 20.7 233 34.0 0 383 UP-Ceil-168.50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 933 0 578 Infil.: Win.: 7.2, Sum.: 6.7 151 2.887 437 0.740 -158 112 Room Totals: 1,370 -158 690 City of Wheat Ri Building Divi M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc.. Smith &Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Littleton CO 80125 Page 25:: Detailed Room Loads - Room 13 - Foyer (Average Load Procedure) Gerieral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 199.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 200.0 sq.ft. Supply Air: 27 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 0.9 AC/hr Volume: 1,814.0 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 Cig Lai Sen' DesOription. Quantity Value HTM Loss. HTM Gain Gain' N -Wall-R23 3.5 X 9.1 21.8 0.062 4.3 93 0.9 0 19 W -Wall-R23 5.8 X 9.1 32.9 0.062 4.3 141 0.9 0 29 W -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 N -GIs-Remington shgc-0.3 100%S 10 0.300 20.7 207 11.5 0 115 UP-Ceil-16B-50 199.8 X 1 199.8 0.020 1.4 276 1.0 0 196 Subtotals for Structure: 993 0 459 Infil.: Win.: 4.0, Sum.: 3.8 85 2.892 245 0.744 -89 63 Room Totals: 1,238 -89 522 City Wheat m Building Dr, MA ...\Remington - ... 715 Left. rhv Monday, January 09, 2017, 11:47 AM Rhvaa Resitlential &Light Commercial HVAC Loads _ Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson CL Plan 715 Left Uttleton. CO 60125. Page 26 Detailed Room Loads - Room 14 - Great Room LAverage Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 513.8 ft. System Number: 1 Room Width: 1.0 It. Zone Number: 1 Area: 514.0 sq.ft. Supply Air: 211 CFM Ceiling Height: 13.0 ft. Supply Air Changes: 1.9 AC/hr Volume: 6,680.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 30 CFM Actual Summer Infil.: 27 CFM Item Area U- Htg Sen Clg Lat Sen Description Quantify Value HTM Loss HTM Gain Gain E -Wall-R23 19.5 X 13 153.5 0.062 4.3 657 0.9 0 136 S -Wall-R23 2 X 13 26 0.062 4.3 111 0.9 0 23 S -Wall-R23 24 X 5 120 0.062 4.3 513 0.9 0 106 W -Wall-R23 18.2 X 5 90.8 0.062 4.3 389 0.9 0 81 N -Wall-R23 7.3 X 5 36.7 0.062 4.3 157 0.9 0 32 N -Wall-R23 3.8 X 5 19.1 0.062 4.3 82 0.9 0 17 N -Wall-R23 14.8 X 5 74.2 0.062 4.3 317 0.9 0 66 E -GIs-Remington shgc-0.3 0 % S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0 % S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0 % S 50 0.300 20.7 1,035 34.0 0 1,700 UP-Ceil-16B-50 513.8 X 1 513.8 0.020 1.4 709 1.0 0 504 Subtotals for Structure: 5,006 0 4,365 Infil.: Win.: 29.6, Sum.: 27.5 620 2.889 1,792 0.740 -649 459 People: 200 lat/per, 230 sen/per. 1 _ 200 230 Room Totals: 6,798 -449 5,054 City of Wheat Ri ' { gumming Divi: M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM ae io n Rhvac - Residential '& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Cf. Plan 715 Left Littleton, CO "80125 _ Page 27 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 Basement 1,573 14,674 320 7,7,7,7 - 4,759 -909 271 320 2 Crawl Space 564 2,600 57 11.4 650 133 -101 8 57 3 Mstr Bedroom 264 3,607 79 6,6 - 2,811 -144 160 117 4 W/C 21 551 12 4 194 -57 11 12 5 Mstr Bath 107 756 17 4 325 -60 19 17 6 Mstr WIC 96 1,457 32 4 392 -190 22 32 7 Mud Room 80 823 18 4 275 -79 16 18 8 Dining/Kitchen 421 5,046 110 7,7,7 5,319 -393 303 222 9 Study 132 1,412 31 5,5 812 -108 46 34 10 Study Opt Bedroom 168 2,547 56 5,5 1,323 -66 75 56 11 Bath 73 1,425 31 5 427 -174 24 31 12 Laundry 73 1,370 30 5 690 -158 39 30 13 Foyer 200 1,238 27 5 522 -89 30 27 14 Great Room 514 6,798 148 7,7,7 5,054 -449 288 211 Humidification 4,970 System 1 total „ 4,286 49,274 967 _ 23,036 -2,977 1,312 967 System 1 Main Trunk Size: 25x17 in. Velocity: 325 ft./min Loss per 100 ft.: 0.007 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. I 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 Stuh: Net Required: 1.92 115%/-15% 23,036 -2,977 23,036 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Data " Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030""(A,B) Indoor Model: CNPV`3617AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 City ul 1JVheai Rig' Building Div M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.. Smith 8 Willis HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 80125 Page 28 Building Rotation Report All rotation degree values in this report are clockwise with, respect to the project's original orientation. Building orientation as entered (zero degrees rotation): House faces West Individual"Rooms - —— � 0° 45° 90° 135° 180° 225° 270° 315° High. RI m. Room Rot. Rot, Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Sizs: System 1: Zone 1: 1 Basement 320 320 320 320 320 320 320 320 7,7,7,7 2 Crawl Space 57 57 57 57 57 57 57 57 1--4 3 Mstr Bedroom 117 106 92 107 118 103 84 102 6,6 4 W/C 12 12 18 14 12 15 20 13 4 5 Mstr Bath 17 20 28 22 17 24 31 21 4 6 Mstr WIC 32 32 32 32 32 32 32 32 4 7 Mud Room 18 18 18 18 18 18 18 18 4 8 Dining/Kitchen '222 219 215 215 215 213 213 218 7,7,7 9 Study 34 48 61 42 31 45 68 51 5,5 10 Study Opt 56 69 85 63 56 68 95 74 5,5 Bedroom 11 Bath 31 31 31 31 31 31 32 31 5 12 Laundry 30 30 30 30 30 30 30 30 5 13 Foyer 27 27 35 29 27 31 39 29 5 14 Great Room 211 190 163 191 213 183 148 182 7,7,7 Indicates highest CFM of all rotations. . �1 Building, House Supply Sensible Latent Net. 1611?tatlon 9 es Faces CFM Gain Gain Tons:: 0° West 967 23,036 2,977 1.92 45° Northwest 967 23,171 -2,977 1.93 90° North 967 20,696 -2,977 1.72 135° Northeast 967 26,466 -2,977 2.21 180° East 967 27,672 -2,977 2.31 225° Southeast 967 24,251 -2,977 2.02 270° South 967 18,238 -2,977 1.52 315° Southwest 967 21,582 -2,977 1.80 Indicates highest value of all rotations. Building Rotation Tonnage 2.4 ....................................................................................................................................... 2.3......................................................................... ........................................................... 2.2 .......................................................... ...................... ..................................................... 2.1....................................................................................... ............................................... 0 a 2.0................................................... ......................................... ......................................... 'o 1.8 ................................... ........ ..................................................... .......... 1.7...................................................................................................... ............ ........ .. .... 1.6................................................................... _ .............................., _ _ .... ............. 1.5 West Northwest North Northeast East Southeast South Southwest Direction House Faces — Buildin Net Tonnaqe CIty 1 Wheat F Building [ M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM )cge Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith Will HVAC LLC Remington Homes Quail Ridge 5246 Pierson Ct. Plan 715 Left Littleton CO 80125 ME Page 29 I i0ldina Rotation Report (cont'd) Building Rotation Hourly Net Gain _............................. ............ 30,000 29,000 28,000 27,000 26,000 25,000 � 24,000 '8 23,000 22,000 21,000 20,000 19,000 Sam 9 a 10 am 11 am 12 pm fpm 2 p 3pm 4 p 5pm bpm (Building p Time of Day City O Wheat R dige �— House:aces West _.y..—. House face sNorthwest Divisor-, ��- House faces North —°♦-- House faces Northeast House faces East -�� House faces Southeast ^^^f House faces South — House faces Southwest M:\ ...\Remington - ... 715 Left.rhv Monday, January 09, 2017, 11:47 AM August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 6, Block 2 Wheat Ridge, Colorado Project No. DN47,957.001-120 i :::: Ifli f N t O R P O K A? E D 1\ 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 13 feet of interlayered clay and sand and 19 feet of sandy gravel underlain by claystone bedrock to the maximum depth explored of 35 feet. Groundwater was encountered at a depth of 18.7 feet. The clayey soils and bedrock are expansiv� Use of spread footings is recommended. A slab -on -grade concrete baseme fflo� �� can be used provided risk of movement and cracking is acceptable. Furthe derails e are described in following paragraphs. ��eatR`dg 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 compressed 0.2 percent when wetted and did not swell when wetted. Based upon results of laboratory tests and other factors, we judge base- ment slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance rec- ommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers can- not tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 6, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary i taken. CTL I THOMPSON, INA,-,lS',?' � tG A `��OAIAL��f REMINGTON HOMES QUAIL RIDGE ESTATES LOT 6,BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 _WX201: Ir_1 SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers4 (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 psf Surchar e 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. city of heat Ric, qe hurt "'Guideline tion of Geotechnical Eng Performance Risk Eeali aattiioon 6. and Residential Basement Floor System Recommendations", Colorado s MQU D/visoo® 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. Coy of wheat Ridge Dur 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City of Wheat Ridge 3uilding Divisn. . REMINGTON HOMES Exhibit B-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 O U VI o U O w N z n �� •� J U N '^ V! r (7 N OBJ G Z' 11 r ZD OO < �o N n N w W L U c �Y 5 <� o�� O .O 2 1+, C ..._ U 'L7 O n N r LLJ J Q ¢ r Z — a Q Z p Y y -0 Ln mN O 5 LO E U o0 Q' Q O Owgtn O U O O " Ili = U C O >, U Ln co 3 v ¢ O- �T o0 ¢ o r 0 J w 0 0 J UZ§CMZ NH ` }' � � O O m C� y ¢> U- N O m O (gym F-I� W lY � z m C9 rn ice�"'•• 6 '.7•I O O U D LL O J Li -H V-tn a U Q O O d y Z 1 O O V J J j I m .� i ` Y p 'O >Z r a V O a/ '� Q U Ct = Cl. 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ON3031>v' xzz d S"z U ww d o dW8 M W M r, < a U N M u ,P N V F-O i0 1� O W^ IA m Or -- .N- -- -- - ianoo rlosa3ld K � 133a1S llVnb 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