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5236 Pierson Court
A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NO INCE p"�. Inspection Type: Job Address: Permit Number: -- C=am- I T�) ❑ No one available for inspection: Time Re -Inspection required:, -Yes` No When corrections are co r ►plete, scheowe re -inspection online. Date:I l *,�' /_ 46 Ins i 4 ' CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE (a) _ _ Inspection Type:' ( Job Address: , ��� Permit Number: !2.6 ZCZCZ1 e --- ice ❑ No one available for inspection: Time /PM Re -Inspection required: (Yed No When corrections are complete, schedule re -inspection online• Date: I// eZ4 Inspe i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:% Job Address:. Permit Number: ❑ No one available for inspection: Timms' CC)AM/PM Re -Inspection required: Ye No When corrections have been made, schedule for re -inspection online at: http:// Date 1* ► � i City of Wheat Ridge '/� Residential Solar PERMIT - 202002256 PERMIT NO: 202002256 ISSUED: 11/09/2020 JOB ADDRESS: 5236 Pierson Ct EXPIRES: 11/09/2021 JOB DESCRIPTION: Installation of solar panels on existing residential roof. 7.82 kW, 23 panels on roof, structural required *** CONTACTS *** OWNER (720)261-1976 HYATT CARSON J & KELLY 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: 35,790.00 FEES Total Valuation 0.00 Residential Solar 500.00 ** TOTAL ** 500.00 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 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, applicae building codes, and all applicable municpal 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�permrt. I further attest that I am leg ally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the 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 requ�ired 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, anviolation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Online Form Submittal: Solar PV Installation - CommDev Permits https://wrmail.ci.wheatridge.co.us/owa/#viewmodel=ReadMessageItem&... Online Form Submittal: Solar PV Installation no-reply@ci.wheatridge.co.us Mon 11/2/2020 12:54 PM To:CommDev Permits <Permits@ci.wheatridge.co.us>; Categories: Kim Solar PV Installation This application is exclusively for Solar PV Installations YOU MUST ATTACH A VALID ELECTRONIC PAYMENT ORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for Solar PV Installation? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Yes 5236 Pierson Ct, Wheat Ridge, Colorado, 80033 Kelly Hyatt 720-261-1976 Property Owner Email (720) 261-1976 Address Attach City of Wheat Ridge Electronic Payment Form.pdf Electronic Payment Form - **DO NOT ATTACH A PICTURE OF A CREDIT CARD** CONTRACTOR INFORMATION Contractor Business Name ION Developer LLC 1 of 3 11/02/2020,1:24 PM Online Form Submittal: Solar PV Installation - CommDev Permits Wheat Ridge Contractor's 180349 License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number 888-781-7074 (enter WITH dashes, eg 303-123-4567) Contractor Email Address Retype Contractor Email Address DESCRIPTION OF WORK Scope of Work KW # of Panels Location of Panels Structural required Upload engineer letter or pages on 8 1/2" x 11" only https://wrmail.ci.wheatridge.co.us/owa/#viewmodel=ReadMessageItem&... permits@ionsolar.com permits@ionsolar.com Installation of solar panels on existing residential roof. 7.82 kW 7.82 23 Roof Yes Ion - Hyatt LETTER 10-22-2020.pdf Solar Installation Plan Set on Hyatt, Kelly - 5236 Pierson Ct CAD.pdf 11"x17" only. Project Value (contract value 35790 or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility Yes for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work may Yes not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal 2 of 3 11/02/2020,1:24 PM Online Form Submittal: Solar PV Installation - CommDev Permits https://wrmail.ci.wheatridge.co.us/owa/#viewmodel=ReadMessageItem&... owner of the property to submit this application and to perform the work described above. Person Applying for Permit Emily Mckell I attest that everything stated Yes in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. 3 of 3 11/02/2020,1:24 PM 00 Heber City, West Valley, Provo eicPreston, Vernal, Killdeer —C—FERING 855 791 FPLC H747) Thursday, October 22, 2020 Ion Solar 4801 North University Avenue, STE 900 Provo, Utah, 84604 RE: ROOF EVALUATION FOR 5236 PIERSON COURT, WHEAT RIDGE, COLORADO I evaluated the support system for the proposed solar array for the residence located at 5236 Pierson Court, Wheat Ridge, Colorado. The information used to evaluate this structure is based off information provided by Ion Solar on behalf of Epic Engineering. 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 950 square feet and will be supporting 23 solar panels covering an area of 402 square feet. The following loads were used in the analysis: Dead Load 11400 lbs (12.0 psf design load) Snow Load 28500 lbs (30.0 psf design load) Solar Panels 1206 lbs (3.0 psf design load) International Existing Building Code (IEBC) 2018 Section 806.2 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 in a 3% increase over the current loading requirements, which is allowed by IEBC 2018. It is my recommendation that the existing trusses will safely and adequately support the solar panels without modifications. The roof attachments should be staggered such that the mounting hardware can be attached to each truss at 48" 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. 2x on -flat sleeper purlins between roof trusses at hip sections do not provide adequate penetration depth for lag screws for solar mounting; in areas of the roof where this occurs, the solar installer is responsible for installing new 2x6 blocking installed per the attached detail to allow for adequate lag screw penetration depth where solar panels are to be installed. The attachments consist of a 5/16" or 18/8 SS lag screw with 2-1/2" minimum penetration into the truss top chord or blocking. The fasteners should be centered on the member width. I can be reached at 435-654-6600 with any questions. Respectfully, Adam Huff, S.E. Epic Engineering, P.C. Maximizing your project dollar — in every market epiceng.net Engineering Architecture Survey Construction Management Materials Testing Inspections 00 Heber City, West Valley, Provo la� Preston, Vernal, Killdeer e p i c I 855 -791 -EPIC (3742) Design Wind Speed 3 -Sec Gust 135 mph Risk Category II Wind Exposure C Area of Roof, 950 ft2 Number of Solar Panels 23 Area of Solar Panels @ 17.5 ft2 per Panel 402 ft2 Number of Connection Points 56 5% Weight Increase Calculation (Based on IEBC 2018 Section 806.2) Total Roof DL (12.0 psf design) 11400 lbs Total Roof SL (30.0 psf design) 28500 lbs PV Array Load (3.0 psf design) 1206 lbs Weight Increase w/ PV Array 3% Solar Panel Attachment Calculations (Based on NDS 2018 Table 12.2A and Table 12K) 5/16" Lag Screw Pullout Capacity 665 lbs 5/16" Lag Screw Shear Capacity 190 lbs Tributary Area per Connection 2.9 ft2 Wind Pressure 61.9 psf Calculated Lag Screw Pullout 180.6 lbs Minimum Embedment Depth of 5/16" Lag Screw 2-1/2 in Calculated Lag Screw Shear 88 lbs epiceng.net 00 epLqewawmwwo Heber City, West Valley, Provo Preston, Vernal, Killdeer 855 -791 -EPIC (3742) SOLAR MOUNTING LAG SCREW WITH AT LEAST 2 1Z PENETRATION SIMPSON A34 EACH SIDE OF BLOCKING, 61OUNTED TO TRUSS TOP CHORD NEW 2X8 BLOCKING MEMBER HIP BLOCKING N.T.S EXISTING ROOF SHEATHING EXISTING SLEEPER PURUN EXISTING ROOF TRUSS epiceng.net I 00�1;0� I& ,#— e m ay he subject to copyright i 2@ ft MAP OF LOCATION SCOPE OF WORK: THE SYSTEM CONSISTS OF A 7.82 KW DC (5.52 KW AC) ROOF -MOUNTED PHOTOVOLTAIC POWER SYSTEM OPERATING IN PARALLEL WITH THE UTILITY GRID. THERE ARE (23) SILFAB SOLAR SIL-34ONL MODULES AND (23) ENPHASE IQ7-60-E-US MICRO -INVERTERS, MOUNTED ON THE BACK OF EACH PV MODULE, CONNECTING TO THE UTILITY GRID THROUGH THE EXISTING MAIN LOAD CENTER. ELECTRICAL MODIFICATIONS WILL BE MADE TO THE MAIN LOAD CENTER. INTERCONNECTION METHOD: LOAD -SIDE BREAKER ROOF MATERIAL: Composite Shingle PROJECT WILL COMPLY WITH THE 2018 IBC, 2018 IEBC, 2018 IECC, 2018 IFC, 2018 IRC, AND 2020 NEC ION_: : Cityof No h6 at `d 4801 N UNIVERSITY AVE SUITE 900 OMUNfIY U V �'� E ESC t MENT PROVO, UT 84604 APPROVED (888) 781-7074 Reviewed for Code Compliance Plans Examiner Date co Valid of rmN: Thr issuance o p O J permit or *p,ovuf of plans spec4koWnt co and cor"purchons shag not be a permit for, or an approval of, any vioigbon to Q OU 0 any of the provisions of the but ding code or of cp+ City ordinates. Permits } U = Z presuming to ghre outhority to vipinibe Or Caxrl the provisions of Nii� � LLJ Coda or othtr ard+noom o eft O J ory shoes not be valid w C/) (D } �o W EL rnY coco W Lo �: cn 0 z ALH21311 0 I FII Installation C I Professional I J Douju S7enids eue� a�.a mer..�r FPWSD$I6�1816 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: SCALE: 1" = 22' 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). .•••..:•COVER PV 0.0 1E] PV CIRCUIT 1 imPV CIRCUIT 2 PV COLLECTION PANEL & ENVOY IQ METER (DRAWS 0.22 AMPS) MAIN SERVICE PANEL LOCATION/ POINT OF INTERCONNECTION UTILITY METER LOCATION PV ARRAY WIRING JUNCTION BOX PV ARRAY WIRING FIRE CODE ACCESS POINTS AND OFFSETS ON ION I I — (23) PV MODULES WITH MICRO -INVERTERS I I PROPERTY LINE SCALE: 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 M M O 00 } C)O = Z Ow w C/) cD } �o J w w Y m Q co w N = L PV Installation Professional Dm4= Onnidz iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: 00 Ll % c q ..� f ,r . V 8 i ■ %10/29/20 0 SITE PV PLAN 1.0 C FIRE CODE ACCESS POINTS AND OFFSETS ROOF SECTION DATA ROOF SECTION A B C D MODULES 18 5 TILT 24 23 AZIMUTH 90 270 SOLAR ACCESS AVG. 100.00% 100.00% E I F I G I H UNTING. ON :TION BOX SCALE: ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 M M O 00 } C)O = Z OW w C/) cD } ryo J W ry W Y m Q co W N = L A,%bI PV Installation Professional iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: FIRE CODE OFFSET 2" x 6" TRUSS SYSTEM 24" ON CENTER CANTILEVERS WILL BE NO MORE THAN 24" ATTACHMENT POINTS WILL BE NO MORE THAN 4' APART, STAGGERED SHEET: ROOF PLAN PV 2.0 WEATHER DATA HIGH TEMP, 2% AVG. 1 33 °C MIN DESIGN TEMP -23 °C GROUND SNOW LOAD 30 psf WIND SPEED 136 mph FROM 2009 ASHRAE HANDBOOK - FUNDAMENTALS 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 2017 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 M co O 00 Q 0O z = Ow Lu c/) (D J W Lua �Q co W N = LO NABC CERTIFIED ry 11INL4110LRM Professional (11� wa- Dm4az oankse KA9warHw F IMI6 2316 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES SHEET: LOCATION NOTES PV 3.0 4.0 System Components - _ _ 1) ClickFStRail - 150D033 (2130mm) - -- _ _ - 1500034 (3166mm) - - -- _ 1500035 (4202mm) f� 1, irk jl. U00 8.0 System Specifications 6.2 Installing flashing and L Beet - ClickFSt for comp shingle roofs uses EcoFasten Solar's GFI watertight flashing system Other roof types may use different EcoFasten Solar attachments, see www.EcoFasten5olar.com for more information. Ins tallati On Steps: 1. Locate rafter lines from section 5.2. 2. Drill 1/4" Pilot holes at all attachment points and back fill using mcf-compatible sealant. 3. Separate shingles where flashing is to he installed. Insert the flashing so the top portion is under 2) Rail Splice the next mw of shingles North. Ensure the flashing is pushed far enough up-slope to prevent 1008051 water infiltration through the vertical joints between shingles. 4. Align 0171 flashing hole with pilot hole. Insert the lag bolt with pre-installed bonded washer through the L foot and EPDM grommet. Tighten the lag bolt until a ring of EPDM is visible around the circumferen ce of the bonded washer. 6.3lnstaIIing TiLe Hooks 6.4 Installing the Rail 1. Locate rafters on the mof, mark the tiles to be removed. Hint: In some cases rafter tails are visible 1. Place the rail in the Clickers. At the eaves of the roof, malting it easy to find the rough location of the rafters. In other cases, the 2. Ensure the rails extend a minimum of 2" past the last attachments in each mw and that each rail is fascia board may have nail heads visible where it was attached to the rafters. In the worst-case a aligned with the neat row North and/or South. row of tiles may need to be moved to determine the rafter locations. 2. Roll the rail into each Clicker, an .audible click' should be heard. If attachments are extremely misaligned it may be necessary to loosen the leveling bolt, snap the Clicker onto the rail, then 2. Slide the file at the desired location upward to expose the roof sub surface. If the tile is to be re -tighten the leveling bolt, notched, or if using a replacement flashing, remove it entirely. Clean the sub surface with a brush 4. Level the rail if necessary by loosening the bolt attaching the Clicker to the L foot or file hook. to remove any debris that could affect the sealing. 3. Locate the rafter center and mark it. 4. Place the tile hook with the hook itself in the valley of the next file below. Drill one 1/4" pilot hole in the rafter center, taking care to keep the hook in the valley of the file below. Backfill this hole with a roof- compatible sealant. For flat tiles, try to avoid having the hook land directly under a joint between files, this will create a larger gap or more notching than necessary. 'Torque range is usually between IM -:140 in -lo depending upon a number of factors. The EPDM "visual indicator is the most effective way to ensure a watertight seal without damaging the system' 5. Install one SJ16" x 4" lag screw on the row of holes closest to the tile hook arm. If possible, install Tile Hook olid L foot the screw in one of the three holes directly next to the arm. If the lag screw must he installed in 3) GF 150Tile -Tile Hack One of the seven holes furthest frons the arm (denoted by the red zectangle below), install three 1500004 - L foot deck screws in the pattern shown by the green circles below. 4) CF End Clamp See Section 10 3) CF End Cap 1510041 (Black) 1510042 (Grey) 5) CF Mid Clamp See Section 10 7) MLPE Clip 8) Module pumper 1500028 Max. Modules Par Ground Lug 300 Max Cantilever 113 of allowable Bracket Spacing Fire stating - Tile Type 1 on Non-Combusuhle Roof surfaces Fire Hating Type 1 Max system Valtage 1000VDC Ground Wye Specs TBD by Engineer of Record Max Downforce/upm TBD by Engineer of R.eoeld w *kx 120 Y.- M to ial end w-la..•r,ablp UL Marketing I System Marketings Per -Install on all End -Caps Roof pitch 1 10-94 Degrees UL Marls Example: (-X denotes manufacturer ID) Torque Specifications Component Tbrgm fin -lb) Notes Lag Screw 120-140 Changes depending on xuaf/moastruePatc. use visual indicator of the black EPDM ring around the bonded washer for torquing. Mid -Clamp 144 End -Clamp 144 Rail Clicker Leveling Bolt 50 Pre -torqued upon dah"ry. Applies. to Tile Hook and L-Fcot/Chrker Hook Heighl Bolt NIA Lightly clamp hook to flush with top of next file mw Ground Lug N/A Refer to specific ground lug manufacturer's installation manual A. A 4 EcoFasten An ESDEC Company 6. Adjust the height of the the hook as necessary using the bolt shown in the fourth image. 7. Flash the surrounding area and lag screw head with roof -compatible sealant as necessary: 8. Replace the file that was moved anddor removed, or install the tile replacement flashing. If it is to be notched, mark the tile for notching. Notching can be done with a grinding wheel or by using a chisel. -"` 0 0 0 0 S. 0 C *Falsuze the tab on the Clicker is aligned with the rail edge as shown below* 'Note the orientation of the L toot and Chckar. The two Clicker "arms' Should be Facing downslope' 6. - --_- 9 10 11 ttevon, ttrzzrmte 1 ormto>re - REV DATE. hrizrmts 1 DranaReease tu=vosM.11rlsrzme 1 ornareeease END CLAMPS/CAPS & MID CLAMPS a 3.0 Banding and Grounding 7.1 Banding Paths All brand paths are carried either module -to -module through the ndd clamp„ or module -to- module through the module jumper shown below (bond paths shown in green): Mid Clamp Module jurnper ryr` Array Grounding through ground lug On last module (1) Lug per R344j Modules 27{ Mid -Clamp Banding Per 2 Modules E -W Pertrslt lx OVnobond N S Ld nd cape N -S Portrait 1-w Landscape *Mid clamps are multi-use,however, it a mi -d -clamp is removed after tightening, ensure that the grounding pins bite into "new metal" to ensure proper banding* ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 M M O 00 00 } z =W W 0 (D } � 0 J W Y m Q co 04 W LO dfilii PV Installation Professional Douglec Onnidz KAW3FQ1rAlWPrffhEWnd r MWZLeenr816 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS IADDITIONAL NOTES: 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: DISCONNECT. 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: • RED BACKGROUND • WHITE LETTERING • MINIMUM 3/8" LETTER HEIGHT • ALL CAPITAL LETTERS • ARIAL OR SIMILAR FONT, NON -BOLD • REFLECTIVE, WEATHER RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (DURABLE ADHESIVE MATERIALS MAY MEET THIS REQUIREMENT) 5 -- MARKING WILL BE PLACED ON ALL INTERIOR AND EXTERIOR CONDUIT, RACEWAYS, ENCLOSURES, CABLE 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. PV Installation Professional Dm4= Onnidz iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: SHEET: SYSTEM MARKINGS PV 5.0 co CO O 00 }0o 1 -- MATERIALS USED FOR MARKINGS WILL BE WEATHER RESISTANT. THE UNDERWRITERS LABORATORIES MARKING AND = z 0 w LABELING SYSTEM 969 (UL969) WILL BE USED AS STANDARD TO DETERMINE WEATHER RATING. w 00 w J 0 YcoQ 2 -- MARKING STATING "CAUTION: SOLAR ELECTRIC SYSTEM CONNECTED" WILL BE PLACED AT THE MAIN SERVICE co W LO � DISCONNECT. 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: • RED BACKGROUND • WHITE LETTERING • MINIMUM 3/8" LETTER HEIGHT • ALL CAPITAL LETTERS • ARIAL OR SIMILAR FONT, NON -BOLD • REFLECTIVE, WEATHER RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (DURABLE ADHESIVE MATERIALS MAY MEET THIS REQUIREMENT) 5 -- MARKING WILL BE PLACED ON ALL INTERIOR AND EXTERIOR CONDUIT, RACEWAYS, ENCLOSURES, CABLE 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. PV Installation Professional Dm4= Onnidz iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: SHEET: SYSTEM MARKINGS PV 5.0 O Ld&WARNING ELECTRIC SHOCK HAZARD 0 TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION NEC 690.13(B) & NEC 705.22 LOCATED AT ALL PV DISCONNECTING MEANS WHERE ALL TERMINALS OF THE DISCONNECTING MEANS MAY BE ENERGIZED IN THE OPEN POSITION NEC 690.13(B) & NEC 690.54 LOCATED AT THE POINT OF INTERCONNECTION AND MARKED AT ALL A/C DISCONNECTING MEANS OAWARNING DUAL POWER SUPPLY j SOURCES: UTILITY GRID AND PV SOLAR ELECTRIC SYSTEM a NEC 705.12(B)(3) LOCATED AT THE POINT OF INTERCONNECTION FOR EQUIPMENT CONTAINING OVERCURRENT DEVICES IN CIRCUITS SUPPLYING POWER TO A BUSBAR OR CONDUCTOR SUPPLIED FROM MULTIPLE SOURCES LOCATED AT EACH SERVICE EQUIPMENT AND ALL ELECTRIC POWER PRODUCTION SOURCE LOCATIONS 0 AWARNING INVERTER OUTPUT CONNECTION DO NOT RELOCATE THIS OVERCURRENT jCOLMFLICOM DEVICE ft" 01 o] NEC 690.31(G)(3 & 4) LOCATED ON EXPOSED RACEWAYS, CABLE TRAYS, COVERS AND ENCLOSURES OF JUNCTION BOXES, AND OTHER WIRING METHODS LABEL SHALL BE SPACED AT MAXIMUM 10 FT. SECTIONS OR WHERE SEPARATED BY ENCLOSURES, WALLS, PARTITIONS, CEILINGS, OR FLOORS SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD „ IN THE ARRAY NEC 690.56 (C) (1) (A) LABEL PLACED FOR PV SYSTEMS THAT SHUT DOWN THE ARRAY AND CONDUCTORS LEAVING THE ARRAY LEVEL (AFTER THE MICRO -INVERTER OUTPUT TERMINALS) LOCATED NO MORE THAN 3 FT. AWAY FROM THE SERVICE DISCONNECTING MEANS TO WHICH THE PV SYSTEMS ARE CONNECTED AND AT ALL IDENTIFIED RAPID SHUTDOWN SWITCHES IF NOT IN THE SAME LOCATION ALL F LEMIC POWER SOURCE DISCONNECT11111110MEANSGROUPED,AND LAKE LF D'IIPJlff)*N 10 FT AND LNE OF SITE OF THS IlOUTIQN NEC 690.56(B) & NEC 705.10 LOCATED AT MAIN SERVICE DISCONNECTING MEANS IF ALL ELECTRICAL POWER SOURCE DISCONNECTING MEANS ARE GROUPED WITHIN 10 FT. AND WITHIN LINE OF SITE OF THE MAIN SERVICE DISCONNECT H O U NEC 690.56(C)(3) LOCATED AT THE PRIMARY RAPID SHUT DOWN DISCONNECT SWITCH WARNING THIS EQUIPMENT FED BY MULTIPLE SOURCES, TOTAL RATING OF ALL OVERCURRENT DEVICES, EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE, SHALL NOT EXCEED AMPAI ITY OF BUSBAR. NEC 705.12(B)(2)(3)(C) LABEL USED ONLY IF THERE ARE 3 OR MORE SUPPLY/POWER SOURCES ON A BUSBAR LOCATED AT LOAD CENTERS CONTAINING 3 OR MORE SUPPLY/POWER SOURCES 10 WARNING 11111111111111.1 PHOTOVOLTAIC SYSTEM � COMBINER PANEL DO NOT ADD LOADS NEC 705.12(B)(2)(3)(B) LOCATED ON THE PV CIRCUIT(S) COMBINER PANEL NEC 705.12(B)(2)(3)(B) UTILITY METER PV SYSTEM LABELING MAP LOCATED AT THE POINT OF INTERCONNECTION AND MARKED AT ALL A/C DISCONNECTING MEANS w w I\V/I EXISTING/NEW SUB PANEL (APPLICABLE IF USED FOR PV PV CIRCUIT(S) INTERCONNECTION) COMBINER PANEL O O O O O ARRAY/MODULE LEVEL 2 7 O MICRO-INVERTER(S) O O 10 OO O PV CONDUIT O O O O ti O O O O O O4O OARRAY LEVEL JUNCTION BOX(ES) (USED ONLY IF PV A/C DISCONNECT SWITCH (USED ONLY IF PV INTERCONNECTION (RAPID SHUT DOWN SWITCH) INTERCONNECTION METHOD METHOD IS A LOAD SIDE IS A LOAD SIDE BREAKER) BREAKER) MAIN SERVICE PANEL ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 M M o 00 } C) C) = Z LLI W OC/) (D } � D J W ry CL Y co W N = LO 0 PV Installation Professional Deas Danlds MADW WNW PmMtkFW owgmnao ZM LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES c" of SHEET: SYSTEM MARKINGS PV 6.0 THIS PV SYSTEM WILL HAVE THE FOLLOWING MARKINGS: ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 2 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT THE AC DISCONNECT. PV Installation Professional Dm4= Onnidz iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: GtY a J1.5ZaZa UTILITY MARKINGS PV 7.0 M M O 00 C)O } = Z Ow 1 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PHOTOVOLTAIC SYSTEM } o � CONNECTED" REQUIRED AT THE MAIN BILLING METER. Q w a Y coQ co W N = LO 2 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT THE AC DISCONNECT. PV Installation Professional Dm4= Onnidz iPW1�FUS1916 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: GtY a J1.5ZaZa UTILITY MARKINGS PV 7.0 PV MODULE SPECIFICATIONS MICRO—INVERTER SPECIFICATIONS MODULE MAKE AND MODEL SILFAB SIL 340NL INVERTER MAKE AND MODEL ENPHASE IQ7-60-E-US MAXIMUM POWER (DC) 340 WATTS RATED OUTPUT POWER (AC) 240 WATTS ION MAX POWER -POINT VOLTAGE (VMPP) 33.7 VOLTS NOMINAL OUTPUT VOLTAGE (AC) 240 VOLTS MAX OUTPUT CURRENT (AC) 1 AMPS 4801 N UNIVERSITY AVE, SUITE 900 MAX POWER -POINT CURRENT (IMPP) 10.10 AMPS PROVO, UT 84604 OPEN CIRCUIT VOLTAGE (VOC) 40.9 VOLTS MAX INPUT VOLTAGE (DC) 48 VOLTS (888) 781-7074 SHORT CIRCUIT CURRENT (ISC) 10.5 AMPS MAX INPUT CURRENT (DC) 15 AMPS MAX OCPD RATING (AC) 20 AMPS TEMPERATURE COEFFICIENT VOC -0.28 %/OC MAXIMUM SYSTEM VOLTAGE I OOOV DC (UL) MAX NUMBER OF PANELS PER CIRCUIT 16 co co O 00 Q 0O z = Ow w ch (D J w PV CIRCUIT 1: 12 MODULES/PARALLEL M Y M w COMBINER PANEL L _ 0 0 0 ENVOY IQ 125A/240V (DRAWS 0.22 AMPS) F____1 I 10A 1200 A • • • PV CIRCUIT 2: 11 MODULES/PARALLEL AC PHOTOVOLTAIC SYSTEM RATINGS MAX AC OPERATING CURRENT 23 AMPS MAX AC OPERATING VOLTAGE 240 VOLTS *TYPE NM -13 CABLE WILL BE RAN THROUGH THE ATTIC SPACE/INTERIOR WHERE POSSIBLE *IF REQUIRED PER MANUFACTURE SPECIFICATIONS A MINIMUM OF 6AWG WIRE OR REDUCING LUGS WILL BE USED GOING INTO THE PRODUCTION METER • • • • • • 1„1"��L_� JVITH MICRO -INVERTER ATTACHED 15A 15A JUNCTION BOX LOCATED ON ROOF A B C KI EXISTING 240V/200A BUSBAR RATED LOAD -CENTER (NON -CENTER FED) PANEL. BREAKER WILL BE FURTHEST POSITION AWAY FROM DISCONNECT. Approval Notes: 1) P/V array system to have grounding system installed per Part III of Article 250 per 2020 NEC Article 690.47(A). 2) If LIFER ground in not available provide or verify supplemental ground rods per 2020 NEC Article 250.53(A)(3). 3) Cold & Hot Water & Natural Gas bonding per 2020 NEC Article 250.104(A)(B) RACEWAY AND CONDUCTOR SCHEDULE TAG CONDUCTOR TYPE MINIMUM WIRE SIZE 9 OF CONDUCTORS RACEWAY / CABLE TYPE MINIMUM CONDUIT SIZE A ENPHASE Q -CABLE (USE -2) 12 2 USE -2 / FREE AIR FREE AIR BARE COPPER (EGC) 6 1 BARE / FREE AIR B CU THHN OR NM -13 CABLE * 10 4 EMT OR NM -13 CABLE 3/4" / INTERIOR USE CU THHN OR NM -13 CABLE (EGC) * 10 1 C CU THHN/THWN-2 10 3 EMT 3/4" CU THHN/THWN-2 (EGC) 10 1 NABOB CERTIFIED ry 1nsTai1d110" Professional iPW182d6�1816 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: EC.0100960 EXPIRATION: AUTHORIZED CONTRACTOR: 9/30/2020 SYSTEM SIZE: 7.82 kW DC 5.52 kW AC 23 MODULES DATE: 10/26/2020 DRAWN BY: CRS ADDITIONAL NOTES: SHEET: 1 -LINE EL 1.0 NEC ARTICLE 690.43 EQUIPMENT EQUIPMENT MAY BE STAND—ALONE ION GROUNDING SPECIFIES THAT ALL EXPOSED GROUNDING COMPONENTS OR UL -2703 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 NON—CURRENT—CARRYING METAL PARTS OF LISTED MOUNTING HARDWARE. IN AN PV MODULE FRAMES, ELECTRICAL ENPHASE MICROINVERTER SYSTEM, IF THE EQUIPMENT, AND CONDUCTOR MICROINVERTERS AND MODULES ARE co CO CONDUCTOR IN A PHOTOVOLTAIC SYSTEM. 00 O ENCLOSURES SHALL BE PROVIDED WITH BONDED TO THE RACKING ASSEMBLIES } z" SPECIFICALLY, "DEVICES LISTED, LABELED, ENPHASE ENGAGE CABLE MAY ALSO BE = Ow USED TO GROUND THE OTHER LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) w 00 EQUIPMENT GROUNDING. 690.43(B) WITH THE USE OF LISTED AND APPROVED PHOTOVOLTAIC SYSTEM COMPONENTS. wE E YcoQ SYSTEMS SHALL BE PERMITTED TO BOND STRUCTURE AS EQUIPMENT GROUNDING GROUNDING CLIPS OR GROUNDING co w LO � CONDUCTOR ALLOWS FOR EQUIPMENT TO COMPONENTS, THE EQUIPMENT BE USED AS THE EQUIPMENT GROUNDING GROUNDING CONDUCTOR PROVIDED TO CONDUCTOR IN A PHOTOVOLTAIC SYSTEM. THE MICROINVERTERS THROUGH THE PV Installation Professional SPECIFICALLY, "DEVICES LISTED, LABELED, ENPHASE ENGAGE CABLE MAY ALSO BE °°4=°°®� a iPW1�FUS1916 AND IDENTIFIED FOR BONDING AND USED TO GROUND THE OTHER LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC, DAVID STANLEY CONRAD (ME.3000364) CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUNIEER: GROUNDING THE METAL PARTS OF PV PHOTOVOLTAIC SYSTEM COMPONENTS. EC.0100960 EXPIRATION A°°RIZED°°NTRA°T°R 9/30/2020 SYSTEM SIZE: 7.82 kW DC SYSTEMS SHALL BE PERMITTED TO BOND 5.52 kW AC 23 MODULES THE EQUIPMENT TO GROUNDED METAL DATE: 10/26/2020 DRAWN BY: CRS SUPPORTS." THE DEVICES LISTED AND ADDITIONAL NOTES: IDENTIFIED FOR GROUNDING THE SHEET: ELECTRICAL NOTES EL 2.0 O 'd O OD mn a �+ Q N. F,• Ct M �Ma 0 0 m n � O H W m m O w M O n Ir w LQ "- o H rr H M' n v O (D m maa fD w Gr ((D �8 rr O m M11:21 Cr, m W H O rr Q M rtm W O W m tr' O r. � a o to cr O 0 rr PI b b n Q Op� �nroy� Qw�-4�5 >O cl t Ev H En tvZ y cn rj� Z C" WHO 7�NC b C) CD 9 z� w o�o Q 00 �rofD�C �p°'did z °O o w > � � O o c,. o� O � z < y y I� a 0 9.1 I-- R fi o fD O o H rQ A to A 3 maC gg A A O. • d fo C z� w SO • M m y z ft o O Q, w rTl n C o 0 a (D � o T fv °o o� o � y d A� CL R C? o a N p O Q- A 00 9.1 INSPECTION RECORD Inspection online form: http://www.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT: 2nK 66JO—AD DRESS.22y? /"-) I — JOB CODE:��t 0 Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter IJ717 104 Foundation Setback Cert. f 204 Plumbing Underground Int. 105 Stem Walls 205 Plumbing Underground Ext. 106 Foundation wall Insulation 206 Water Underground Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. f 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground lit Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing f 304 Sheer Inspection 305 Insulation 306 Mid -Roof lit 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential /(t,.,_. 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential ► 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS ITAO 1'/,,9c�, ADDRESS: �� � �' = �� JOB CODE: Rough Inspection (continued) Date Inspector Comments Initials 316 Rough Mechanical Residential _ 317 Rough Mechanical Commercial 402 Gas Meter Release 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 404 Final Electrical Commercial - 322 Rough Grading 405 Final Mechanical Residential 323 Miscellaneous Final Inspections Date I Inspector Initials Comments 401 Gasline 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning Inspactions from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 302-235-2346 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works* 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** I 417 Zoning Final Inspection* 418 Building Final Inspection /--% ,) u i 1 �? r Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. Assembly serial #: C B467366 12-05-18 10:35 AM AM RackftowCQnsulting Test Date/ Time: Testing & Repair, Inc. Tester Certification #:6-1284 Phone: (303) 537-0126 Assembly rest Results a PASS ❑ *Fall www.backflowconsulting.com info@backflowconsulting.com watersupplier: Westminster, Colorado Meter It: Service Location: 5236 P I E RS ON CY Facility Address: 5236 PIERSON CT City:WHEAT RIDGE sT:CO zip: 80003 Contact Person: Phone: Owner/Mgmt Co/Contractor. QUAIL RIDGE Address/Suite City/state/zip WHEATRIDGE CO 80003 Primary Contact Make: Wilkins Model; 720A Type of use Protection LOW orientation outlet Type: ❑ RP ❑ DC ❑ Pv8 ❑ Air Gap ❑ Domestic C) Containment ❑ Horizontal ❑ Size: 3/4" Date Installed: ❑ Fire ❑ Containment by isolation ® vertical up ❑ (S] New ❑ Existing ❑ Glycol ❑ Isolation ❑ vertical Dowry ❑ 0 Irrigation Previous Assembly M ❑ Recycled Location: OUTSIDE SOUTH SIDE OF JJQUSE Feeds To: Line Initial Test Results P51:75 Differential Repairs Re-Test Results Tightness Differential -_ __...__.._ _. _... _Tightness Check Valve 471 �] Leak . W_...._ Leak (RP, DC, PVB) Q Tight 2.5 Tight Check Valve #2 0 Leak Leak (RP, DC) ® Tight Tight Relief Valve q; (RP) Buffer (RP) 2.O Air Inlet (PVB) `,Re � 'AlTi Shutoff Valve #1: iXhTi ht 11eakin laced Shutoff Valve #2: ht 1 Leaking :Re laced Back Pressure. E'Yes �'C�o Test Procedure: XAMPA: USC 10th Edition E�SSE: Comments: AIR INLEJ OPENEU FULLY Alarm Company/Fire Department: DFS Certification M Contacted By: 0 Turn Off Date/Time: Turn On Date/Time: Test Kit Make: Midwest Model: 845-5 Serial M 10111942 Last Calibration Date: 11-20-18 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientoton. Testing Company: Backflow Consulting Testing and Repair, Inc TesterName: Cory Nielsen Phone: 303 537-0126 Signature: e r 1 j Certificate Expiration Date: 11 /17/2021 9 40 4+ v L v Aar id. 10 Q W 4 +' D M W ul O O M r. r. AA- ur CD c c Q 40 i � N;� r d o C � r W a 7 d 40 E 1A C 7A W 13 o N V) a u w C cn Q.i W O '° N �u O > c M Q v M L .. ,i a, o =u=-jcn0 !- C � p O } N m go u 040- O a w o 0 0 CY 2)o i+ O ON wv a co vU w o m c V z� yo Q. Ln L w 0q Ov m O �G�1 O ill = A V xLn C1 td1 4. X IC D1 �1 }/ i z C m p O C m 0 r V W W N 1= W =w 0.. s OO. +' D M W ul O O M r. r. AA- ur CD c c Q 40 i � N;� r d o C � r W a 7 d 40 E 7A W Ul o N V) 40 u w C cn Q.i O '° N �u O c M Q v M L .. ,i a o ,a' w o =u=-jcn0 !- il 0 C LL T Of v C Lu LLW W Cr, LL V ry) O w V O rn l7 Ln O v m U m c m o Q C u y = CO v O rn Z w Q v= g r-4 L v a o a L ou V J m [7 �_ fp O, N �, J 7 iN M M LL Q> vt CO S'L Q CC Q N E v v c v .2 72 c o. m T T ILI N E -o v� v7 = p� c 'O V O O CD U- Q va _ o =° Y o 0 n LL vF=° E ¢ d 0 2 -E- 0 E U 0 O a` a R��Ags QslRiggso m u a "E c E mE �a vg K N Builder Name: Remington Homes Rating Company: EnergyLogic Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5236 Pierson Ct , Wheat Ridge, CO Rating Date: 2018-12-14 80033 Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved comfort and lower utility bills LM Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1695 CFM50 (2.69 ACH50) from the home. Primary Insulation Levels, Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency: U -Value: 0.3 SHGC: 0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high -(quality performance. optimal performance. ENERGY STAR Qualified Lighting, 100% Total Duct Leakage Duct Leakage to Outdoors, 82 CF M25 Rough -in, with Air 82 CFM26 ENERGY S TAR Cluall Appliances and Fans: Handier Refrigerators: 0 Dishwashers: 1 Primary Heating (System Type - Fuel Type - Efficiency) Ceiling Fans:O ExhaustFans:1 Furnace - Natural Gas - 92.1 AFUE Primary Water Heater (System Type - Fuel Type - Efficiency): Primary Cooling (System Type - Fuel Type - Efficiency): Water Heater - Natural Gas - 0.69 Energy Factor Air Conditioner - Electric -13 SEER ii This certificate provides a summary of the major energy efficiency and other constructionHERSAndex features that contribute to this home earning the ENERGY STAR, including it. Home, Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nationally -recognized liforre, Home Homes uniform measurement of the energy el'boercy, of homes. Note that when a home contains multiple performance levels for a particular feature (e.g., window efficiency or insulation levels), the predominant value is shown Also, homes may be certified to earn the ENERGY STAR using a sampling protbool, whereby one home is randomly less ° 0 selected from a set of homes for representative inspections and testing In such cases, the Enew Enemy features found in each home within the set am intended to meet rx oxcoad the values presented on this certificate The actual values for your home may driffer, bull offer equivalent or better performance,. This carlificato was printed using Ekotro"_ (Vanii.n 2.2 5.2069). This III— Learn more at vnvw.energystarUov;hcmcfvatures IECC 2015 Performance Compliance Property 5236 Pierson Ct Wheat Ridge, CO 80033 Reports 5236 Pierson Ct Remington Homes Organization EnergyLogic 719-243-5147 Mark Lane Builder Remington Homes Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status 2018-12-14 Rater ID (RTIN): 8664221 RESNET Registered (Confirmed) Annual Energy Cost nergyLogic analyata. Cnalypf. nn��n��. IECC 2015 Performance As Designed $754 $599 $161 $134 $138 $138 $1,053 $870 $827 $813 $0 $0 $1,880 $1,683 Requirements 0 405.3 Performance-based compliance passes by 17.4% Q0 402 4.1.2 Air Leakage Testing 402.5 Area -weighted average fenestration SHGC 402.5 Area -weighted average fenestration LI -Factor 404 Lighting Equipment Efficiency R403.&.1 Mechanical Ventilation Efficacy Mandatory Checklist R4052 Duct Insulation Design exceeds requirements for IECC 2015 Performance compliance by 17.4%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5. If rating is Projected, I certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application. If rating is Confirmed, I certify that the address referenced above has been inspected/tested and that the mandatory provisions of the IECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another party. Name: Organization: Mark Lane EnergyLogic Signature: " L d(" „ Digitally signed: 12/17/18 at 9:50 AM Ekotrope RATER - Version 2.2.5.2069 IECC 2015 Performance compliance results calculated using Ekotropes energy algorithm, which is a RESNET Accredited HERS Rating Tool. ■ n" (Ac VP N m 0) v C co .-i M 0 O m - Z co CJ r_ V C L) �S �v d~ C) v c N � cv a�iW cs gu cL'C�'W Z � w r � � ci 0 . 0 Y LU `oV o Q; �N. } W z° ` 0 c 0 c v d3 C U- C: C N Q LL Lli Lj 0) CD 5 N < Q O m N 0) r • N (B m Q. m CL .., O N� lY u) Ln • Z V N s GS N N r N c7 n rn z o ro�N 'O �a LL U U- U U o = 0 0 E � n U) CV Co CN 00 U- `_ M ��yy U 8 am C c C q ttvO m o 2 c V O W Z O U Gt Z v so .a ai O J � N ' O v (v v— m m = n o) U. n � m c x � U, w_ - C m -4 .Q J N Q zE�X cl U c O -E o r� } O °� 8 O Q �Qc CC Cn L N O u -)M QUc W �j M O) O O LO v " `QO L?�NOy O) Q o Q 1i LL = LL ��1 J C UC O) C N 0 6.G m O .}' O i3 ^�Ev ° E; CQ: ° n7 CO 0 U as c 'v IE p a o m m 7) UL 0 0 .C3 LL D U n m m 0) v C co .-i M 0 O m - Z co CJ r_ V C L) �S �v d~ C) v c N � cv a�iW cs gu cL'C�'W Z � w r � � ci 0 . 0 Y LU `oV o Q; �N. } W z° ` 0 c 0 IECC 2015 Label 5236 Pierson Ct Ekotrope RATER - Version: 2.2.5.2069 HERS® Index Score: 56 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1695 CFM50 (2.69 ACH50) Duct Insulation: R-9.5 Duct Leakage: 82 CFM25 U -Value: 0.3, SHGC: 0.31 Door: R-7 Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: Air Conditioner • Electric - 13 SEER Hot Water: Water Heater • Natural Gas • 0.69 Enerav Factor S Air Leakage Report Property 5236 Pierson Ct Wheat Ridge, CO 80033 Reports 5236 Pierson Ct Remington Homes nergyLogic Organization oneyxlx. Inxlq 4l. am�-n. EnergyLogic 719-243-5147 Inspection Status Mark Lane 2018-12-14 Rater ID (RTIN): 8664221 Builder RESNET Registered (Confirmed) Remington Homes General Information Conditioned Floor Area [sq. ft.] 31648 Infiltration Volume [cu. ft.] 37,761 Number of Bedrooms 3 Air Leakage Measured Infiltration 1695 CFM50 (2.69 ACH50) ACH50 (Calculated) 2.69 ELA [sq. in.] (Calculated) 93.23 ELA per 100 s.f. Shell Area (Calculated) 1.083 CFM50 (Calculated) 1,695 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 82.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.2 Leakage to Outdoors [CFM25 / CFA] 0.022 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 82.0 Total Leakage [CFM25 / 100 s.f.] 2.2 Total Leakage [CFM25 / CFA] 0.022 Mechanical Ventilation Rate [CFM] 59.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 59.0 2010 ASHRAE 62.2 Req, Cont. Ventilation 66.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 68.1 Ekotrope RATER - Version 2.2.5.2069 RESNET HOME ENERGY lnergyL©pgic RATING Standard Disclosure a For home(s) located at: 5236 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page. 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E] E. Other(specify) 3. The Rater of the Rater's. employee is: DA. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home []4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Installed in this home by DRater Employer OR is in the business of EIRater Employer Thermal insulation systems Rater Employer Rater Employer Air sealing of envelope or duct systems DRater Employer Rater Employer Energy efficient appliances Rater Employer MRater DEmployer Construction (builder, developer, construction contractor, etc) Rater Employer Rater Employer Other (specify): I 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 Name: Mark Lane Organization: Energyl_ogic Signature: /-ti" L` Digitally signed: 12/17/18 at 9:50 AM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESNET_Mortgage_Industry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 2005 EPAct Energy Efficient Home Tax Credit (13-001) nergyLogic Property Organization '"' 5236 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-12-14 Reports Rater ID (RTIN): 8664221 5236 Pierson Ct Remington Homes Builder RESNET Registered (Confirmed) Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 39.1 34.5 Cooling 4.7 6.0 Total 43.8 40.5 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu I year) Category 2006 IECC As Designed 90% Target Heating 70.3 48.8 Cooling 8.5 8.6 Total 78.8 57.4 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 82.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STAR® for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certificafion are true, correct, and complete." Name: Organization: Mark Lane EnergyLogic Signature: " 4 A"",c.. Digitally signed: 12/17118 at 9:50 AM Ekotrope RATER - Version 2.2.5.2069 This information does not constitute a warranty or guarantee of home energy performance. 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: e,_ Job Address: Permit Number: ❑ No one available for inspection: Time JL"AM/PM Re -Inspection required: Yes N > When corrections have been made, call for re -inspection at 303-234-5933 Date: � 7'' �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: q; l + Job Address: 5454-- IPj,e v -,,a ° Permit Number: 2('� 0 U Z (,,-2— ❑ No one available for inspection: Time o AM/P� Re -inspection required: Yes No When corrections have been made, cr re -inspection at 303 -234 - Date: 1 03-234-Date:1 2- 12— d 9 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 f v^r tC% rC INSPECTION NOTICE rr Inspection Type: A___\,( - -NC_ 0 Job Address: ��� �,� c r S (j✓-, Permit Number: jL i q () Q a_ - r 0 --\C V7a - J Y.x)� "C� ( i.''�!, C� ` CS✓ z t c -r Vit, 1r J ❑ No one available for inspection: Time &LfiwPM 1 Re -Inspection required:No When corrections have been made, call for re -inspection at 303-234-5933 Date:—,.---') 1 l ' Inspector: DO NOT REMOVE THIS NOTICE A 1 l YY-, e, c. C o .y- r r s t l e t r` ctvl t� _J T- ❑ No one available for inspection: Time Am/RS� Re -Inspection required: (es No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: ��.. , DO NOT REMOVE THIS NOTICE % CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE J Inspection Type: � � r�� t �. rI ,-� 1 C. Job Address: -f r rrc Permit Number: v ` ? U (D d �,a A 1 l YY-, e, c. C o .y- r r s t l e t r` ctvl t� _J T- ❑ No one available for inspection: Time Am/RS� Re -Inspection required: (es No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: ��.. , DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:. Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes' --Flo--1 When corrections have been made, call'for re -i spection at 303-234-5933 Date: / l l� Inspectorl DO NOT REMOVE'THIS NOTICE ON of Wheat .,g,e COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow has been submitted for the property located at 5236 and 5286 Pierson Court. The escrow is in the amount of Three thousand dollars and no cents ($1500.00 for each property). The above amount is to be held in escrow (in G/L Account 0l -356) for: ® Planning & Development: front yard landscaping ❑ Public Works: ® Other: Escrow expires June 1, 2019 The escrow shall be held by the City as reimbursement to offset cost to City for installation of outstanding improvements. Notes: I& 12- — 1,2--49 Name Date i City of ]��Wh6at,R,Ae NITY DEVELOPENT Landscaping Escrow Agreement This agreement made this 10th day of December 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 5236 Pierson Court In the event that the installation of landscaping is not completed by the developer by June 1, 2019, 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, 2019, has expired. Approved and Agreed: General Contractor: Signature nt Na �cL Business Addre /Phone .1 Date Title Citv of Wheat Ride Colorado By: Title: Date: 2 C) -Z 1 9 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTIQMrTICE IS-dI- - 0 �-6Ie 900c -C1 Inspection Type: S-3©' wall sc►-e w Job Address: S`a3 f e r -go o C� Permit Number: '3 o)<? 0 0,9L Z;z ❑ No one available for inspection: Time q = O )_(90/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 10 23 /8 Inspector: -T-,b DO NOT REMOVE THIS NOTICE F 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: -305-- �s sy Jl a �,^o,j Job Address: f -a 734, P e rsc n C4 - Permit Number: '*D C J 8 0 0 q G c7 ,/// v o r C,- 0. ,/s. a r C E' ,� n 901. O ll -)-V d r y wcr // ❑ No one available for inspection: Time 53= 1 /PM Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 Date: /o tj -& / q Inspector: Tb DO NOT REMOVE THIS NOTICE M �cA CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855C4 0lOffi e • (303) �37,-8929 Fax OTl �L�cA INSPECT ON Inspection Type: Job Address: 15�- aD -3 P► e Permit Number: 17) n 1 O G 0 ❑ No one available for inspection: Time = o / AM PM Re -Inspection required: Yes N When corrections have been made, call for re -inspection at 303 -234 - Date: I c q / Inspector: -Fid 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 -310 - 1Pc fir) e�-er 5�E Inspection Type: 3a q - r o ;c J, C c Job Address: 04 - Permit Number: C/ g o o r""t, /, 9 ❑ No one available for inspection: Time 70, SAM/PM Re -Inspection required: Yes (�No When corrections have been made, call for re -inspection at 303-234-5933 Det - —s Inspector: DO NOT REMOW 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: 44 0 - r ,"n A 1 Job Address: S-? S & P f c c-sa n C -)- Permit Number: o PG o 0.;' G naI 2a4"a I ❑ No one available for inspection: Time (RPM Re -Inspection required: es) No When corrections have been made, call for re -inspection at 303 -234 - Date: od J 6 Inspector: DO NOT REMOVE THIS NOTICE i CITY OFNHEAT RIDGE Building Inspection'Dvisidn (303) 234-5933 Inspection line. (303) 235-2855 Office • (303) 237-8929 fax INSPECTION NOTICE Inspection Type: & L) — P0O Job Address: ✓ f I ev <ct1 C—f - Permit Number: c261'j�tJ02& Z ❑ No one available for inspection: Time AV/PM Re -Inspection required: Yes No�a A When corrections have been ma� call for re -inspection at 303 -234 - Date:— 61 -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 C1Dot 6c' int l eo- Job Address: 2 (s t-' I eV' S0 'L f Permit Number: r901�)(D0 2 UZ_ ❑ No one available for inspection: Time A PM Re -Inspection required: Yesol.- When corrections have been made, call for re -inspection at 303-234-5933 Date: c I I �b 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 3oa- WG1f S- Inspection Type: 3 0 Job Address: a 3 Permit Number: ' o o I g 60-,44,-9 ❑ No one available for inspection: Time =c LI A�/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: -q i d / AInspector: Tp DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION ,NOTICE Inspection Type: U GE Job Address: S Z,3CP kms (Pr f cfn j Permit Number: 201 �_ 00 2 Cp 2 ❑ No one available for inspection: Time , Ci AI\�/PM ) Re -Inspection required: Yes --N-' When corrections have been made, call for re -inspection at 303-234-5933 Date: -7 17 1 F Inspector: 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: _T_;r„, P - 00„ si . M e Af; Job Address: 17) ie r on C4 Permit Number: o/ g o o a 4, a •r ❑ No one available for inspection: Tim AM/PM . 1 Re -Inspection required: Yes (V --o When corrections have been made, call forre=tn pec'tiort.afM3-234-5933 Inspector. DO NOT REMOVE THIS NOTICE City of -�,-Aq9rWheatR City of Wheat Ridge Municipal Building 7500 W. 29" Ave Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235 2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This fonn, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: 6l/Z1j8- PERtiIIT# ADDRESS: S2 -3b Pleieiw couPT LOT 7 , BLOCK Z , &0U )IL RID(, Cst,47ES SUBDIVISION I hereby certify that the elevation and location of the stnictural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Buildin; Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: t t FRONT: 2�.9\ REAR: y� 0 SIDE: - � SIDE: 5.0 The MINIIVIU.I ELEVATION has been detennined to be: S 2. 5- (NAVD88). The above measurements ha e been determined on the following location: Check only one): Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elation measurement locations are identified on the attached exhibit. Signed PQ0 L/C Print r 2 rr, S�C�AL L AN416 (Survevar's Seal) Date Surveyor FOR OFFICE USE ONLY Approved by: I nspector Date eLLange IMPROVEMENT LOCATION CERTIFICATE Lc:_? `su�eys FOUNDATION ONLY) 3511 NEST 56TH AVENUE. SLATE 240 ARVADA. CO BODO2 P.(72O) 242-9732 F (720) 242-9654 UNPLATTED SOOi5'16 E 60.00' LEGEND Ft -PROPERTY LINE BOW -BACK OF WALK TBC=TOP BACK OF CURB k=FLOW LINE EOA-EDGE OF ASPHALT TGB-'OP OF TRADE BEAM UE -UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK 0 -CONCRETE 40 -FOUND WITNESS CORNER PLS NO, 37908 OFFSET VALUE SHOWN FROM MONUMENT TO PROPERTY LINE O =FOUND NAIL h CISK RC N!1 uI Gf 'L i CITY OF WHEAT RIDGE Building Inspection Divlision' (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 5 LLA4 WO I/ - /_�'F L/f- 7TF1,> Job Address: f i 2 3 (o Permit Number: .26-)186)02&2_ ❑ No one available for inspection: Time Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: b ' (3' l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Buflding Inspection --Division (303) 234-5933 Inspection line i (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 51.r4 6e a/ F Job Address: 523( t%l ?r5cn e -i— Permit Number: -20 1 S&0 74 Z- ❑ No one available for inspection: Time Re -Inspection required: Ye Nom When corrections have been made, call for re -inspection at 303-234-5933 Date: (,-, Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE � Building Inspection ivision (303j234-5933 Inspection line �(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: :F-'_0UTI/V6i S Job Address: 3 (*- 5 c)-7 Permit Number:y/ Fj C-1 v Z & Z ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date:— Lf Inspector:Ci DO NOT REMOVE THIS NOTICE ✓_ CITY OF WHEAT RIDGE 1364ng Inspectio&DIviMon (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 0 � 'r' 4 S Job Address: '5 .2 3 Cv /-:'/-e,- 5 0 e PermitNumber: ay/ E3 00 2 Cp Z • pc- _! � --( ,I -;Dv,-`*' S S /DL_e-- 5-e ❑ No one available for inspection: Time 1Q. YQ �M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: -(- 03 -234 - Date:(- ' S / Inspector: "(? DO NOT REMOVE THIS NOTICE City of Wheat Ridge r� Single Family - New PERMIT - 201800262 r PERMIT NO: 201800262 ISSUED: 04/10/2018 JOB ADDRESS: 5236 Pierson CT EXPIRES: 04/10/2019 JOB DESCRIPTION: New single family detached home with unfinished basement, 3 car front load garage, 3 bedroom, 3 bathroom - 4,330 sq ft total *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. ***DRIVEWAY CURB CUT MUST BE 24 FEET OR LESS IN WIDTH. Current plans indicate a wider curb cut which cannot be permitted. Please reduce curb cut width as part of construction.*** As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. Prior to issuance of CO for individual homes, the following landscape improvements shall be Main floor - 1,325 sq ft; 2nd floor - 1,158 sq ft; basement - 980 sq ft; front porch - 157 sq ft; garage - 710 sq ft *** CONTACTS *** OWNER (303)295-1216 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind -Krug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)668-4487 Eugene Willis 170665 Smith and Willis HVAC LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 298,149.66 FEES Total Valuation 0.00 Plan Review Fee 1,570.14 Use Tax 6,261.14 Permit Fee 2,415.60 Engin. Review Fee 150.00 ** TOTAL ** 10,396.88 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. ***DRIVEWAY CURB CUT MUST BE 24 FEET OR LESS IN WIDTH. Current plans indicate a wider curb cut which cannot be permitted. Please reduce curb cut width as part of construction.*** As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 2" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. 1, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications2 applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perfgrr ed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signathre �J OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. q. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance of regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief lTA'iJicial' Date REQUESTS MUST BE MADE BY A1:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of ��Wh6at],K e COMMUNiTy DEVELOPMENT Building & inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY ®ate: 3 / // y P,an,Penn;t# Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on troth sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner Email; Mailing Address: (if different than property address) Address:1�� City, State, Zip: C� K: jC ( Architect/Engineer: (LCC _ E1+ Architect/Engineer E-mail:I L c° Cz6Z-A QC L)L13,,(tWrhone: Contractor: Contractors City License #: I WV % 1� Phone: 4x -Q r � Contractor E-mail Address: 1 Sub Contractors: Electrical: L n .16" Q"*Tc , W.R. City License # C I 03-75 Other City Licensed Sub: City License # Plumbing: (q. LO fi lU'600 W.R. City License # Other City Licensed Sub: City License # Mechanical: S(f) 01 (fid, i W.R. City License # UXIV05 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.) LI -0 ,, -i ci '►x�S�c�1 }- , � c.«r pct � -� � 3�.rct7my � bc�f h c�tYl ba — 30, 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) - -41z I'V 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 UTUORIZED REPRESENTATIV) Of (OWNER) (CONTRACTOR PRINT NAME SIGNATURE: DATE: f DEPARTMENT U E ONLY ZONING COMMMENTS: 4 fit (7Q CZL �� ��' OCCUPANCY CLASSIFICATION: Reviewer5,(� �n �� -... -) BUILDING DEPARTMENT COMMENTS: Reviewer: 7U3'-IC-1'0RKS COMMENTS. () p/�¢ 7' RAF >"19 /N 7749 59CPW CIA/ Reviewer: AwN iNE PLCfi' PLAN -Ith�� P T 3/2116 C,/G, FAZOA4 a0N6,FF - 2) A Lorri5 Z SElt1LG BE R�4'o- P2loe To PROOF OF SUBMISSION FORMS G,p, -Tp/c�� PQp� 5/TE GQstUuuG - Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required �I Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of SINGLE IAMILFIDUPLEX y: �. ,h6 at ` �c 1' P�IILDING NJ n t t c W o R K PERMIT APPLICATION REVIEW Date: --3 Z7 A5 Location: 152- 3,,o' P/F 2So/V 7 - ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a A/, y6 90 c- cQ located at the above referenced address. Please note the comments checked below. 1. / Drainage: a. Drainage Letter &Plan required: Yes ✓ No b. Site drainage/grading plan have been reviewed and are: ZOK £, 2. Public Improvements required & to be completed with project: a. street paving/patching: Yes -jZ- No b. curb & gutter: Yes No c. sidewalk: Yes No d. Other (specify): Yes No For items not constructed, the amount of funds taken in lieu of construction: 3. -�- Does all existing roadway/alley R.O.W. meet the standards of the City: Yes If not, what is required? If R.O.W. is required, has the deed been received refer to stipulations. Completed Completed Completed Completed No Yes — No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. �N Signature Mark Van Nattan Dat 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. 4 Stipulations: Ri2pg a° g,& 41S1 7.A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of ea.� L City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: 1A Location of Construction: S 2 3lo 2526Z GT Purpose of Construction: �SW�Mt Be ®MZ=®> s�tr Single Family Z Commercial Multi -Family Development Review Processing Fee: .......... - ............. ...................... $100.00 $ , (Required of all projects for document processing) Single Family Residence/DuD1ex Review Fee:. .................................... $50.00 Commercial/Multi-Family Review Fees: o Review of existing or minimal technical documents: ........................ $200.00 $ e Initial review' of technical civil engineering documents (Fee includes reviews of the 1" and 2nd submittals): .......................... $600.00 $ © Traffic Impact Study Review Fee: (Fee includes reviews of the I ' and 2nd submittals): ........................... $500.00 $ ® Trip Generation Study Review Fee: .................................................. $200.00 $-- ® O & M Manual Review & SMA Recording Fee ................................ s100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been inade 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 (%2 initial review fee) :.................................................... $300.00 5 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. %a Av%.ei.evhea(ridge.co us Rev 12/]2 City of . W heat �idge PB LIC 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: ADDRESS: 523(n 0EIZS0A! Cr Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File www. ci. w h eatri dge. co. us Rev 2/08 Rev. 04/17 Landscaping Required Provided Total Coverage 25% Front Yard 100%"-' Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side fagade facing ROW or open space as front facades. 151:; 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. 1 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: n 15 3 0 t ❑ Driveways cannot exceed 24' in width. �r � c2r1� -�a 2 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 !El 04sclj following shall be installed in front yards: one - 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: — �� Q'(S °'�� C4- Quail Ridge Estates Subdivision, Lot #: Block: -7 Applicable survey conditions: ✓ FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUDI (landscaping) t � LS r �?-V DOUD2 (setbacks)If Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: I W sq. ft. � ZZ- sq. ft. t 17 15 sq. ft. Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Interior Side 5' S 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' , Z6 Accessory Structure 15' V Is the structure within 2 feet of minimum setbacks? k C) (If yes, add surveying condition FND.) City of Wheat �i.dge 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: Name of Firm/ Individual submitting documents: ji V� Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 1, �" d6�r am a duly authorized representative of the agency indicted 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 CoJ�solidat ed Mut ual Wat er Dist rict Valley Water District o Denver Water Agency Notes: o Wheat Rdge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Sighat Date: (Agency Repre entative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) December 14, 2017 Re: 5236 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 Devin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, ��� vz&�� Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED 4 THIS DEED, Made this February 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/ 100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, Issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: Name: Robert R. Short Title: President State of Colorado ) County of -'� J `1 u7rr )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._ My commission expires: f' Notary,, Public f o ,r 'JANET S JACKSON .VOTARY 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 Tender covenant and agree as follows 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; 1.1r1,F-M NCS— -115C*T-0r) (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the `'Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in., legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Securitv. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any 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 tatting 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 seffle 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; Cations. 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; Asstunption), 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 lave. 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, 1353911.? this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 6 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("DDr Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without ui any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof The issuance on behalf of Lender of a routine statement 7 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. lRemainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOMI y OF COLORADO, INC., a Colorado corporation,( By: Title: 1J 11*J; —�' ( _ STATE OF COLORADO § COUNTY 01`4Q�'�°i( The for Ding instrument was acknowledged before me this 26th day of February, 2016, by t`ikS NQS Pf2� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNON 8004ANAN Notary-PUbIft State of CotonOo Notary 1020054037048 [My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: Notary Public `ilk,, a mov� August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 7, Block 2 Wheat Ridge, Colorado Project No. DN47,957.001-120 I M C O K P O R A 7 E p !\ 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 15 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 30 feet. Groundwater was encountered at a depth of 18.2 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.1 to 0.7 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evalua- tion, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.5 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. K� y 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 7, 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 is.,taken, CTL I THOMPSON, I G REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 7, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surchar e Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doo CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc WA11111,1111111 SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S.\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc X) 00 q) m (U cu cc ir 0~ w v Aj 4w M 4-1 0 C)- ui q) E 0 0 L- X a- ao�K`o�llo� ?y;;�;x ,w " p N« o o o 0 m � dT CO v). VT M 0Ln in CO tiQ iv 4n D >% al 3 Ln N a� 0 1. +. 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V- Ln IT 6 4) co Ln Os "a in Cl E YI0 LA E 0 C: o it < u o (u (:) 0 -r U M ENERGY STAR V3 Home Report Property Remington Homes 5236 Pierson Ct Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington Template - Remington - 725 FB - Wh Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. 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 an e..IYsI¢. in t!9l�1. antrcrt. HERS Index Target Reference Home HERS 74 SAF (Size Adjustment Factor) 0.90 SAF Adjusted HERS Target B6 As Designed Home HERS 60 As Designed Home HERS wio PV 60 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 41.2 31.0 Cooling 7.1 6.1 Water Heating 10.7 8.2 Lights and Appliances 27.4 24.9 Total 86.3 70.2 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified = "vC Home under Version 3.0 RUE Mi M_ Pollution Prevented Energy Cost Savings $fyr Type of Emissions Reduczion Heating 165 Carbon Dioxide (CO2) - tons/yr 2.0 Cooling 12 Water Heating 34 Lights & Appliances 88 Generation Savings 0 Total 299 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads Ekotrope RATER -Version 2.2.0.1844 This information does not constitute a warranty or c uarantee of home enerq; Performance IECC 2012 Performance Compliance Property Remington Homes 5236 Pierson Ct Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington Template - Remington - 725 FB - Wh Design Organization EnergyLogic Peter Oberhammer Bu ilder 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 $637 $134 $154 $925 $796 $0 $1,721 (DnergyLogic pnpl,.is.. in�l9h�. pn�v.�t 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 11 0% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist M As Designed Design exceeds requirements for IECC 2012 Performance compliance by 11%. Name: Peter Oberhammer Signature: Organization: EnergyLogic Date: Jan 24, 2018 Ekotrope RATER -Version 2.2,0.1844 IECC 2012 Performance compliance results calculated using EkotropE s energy alclorithm, wfiich is a RESNETAccredited HERS Rating Tool $536 $133 $154 $823 $783 $0 $1,606 Property Organization Remington Homes EnergyLogic 5236 Pierson Ct PeterObedtammer Wheat Ridge , CO 80033 Inspection Status No Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes Template - Remington -725 FB - Wheat. Ridge Name 4" General Building Information Insulation= Number Of Bedrooms 3 Number Of Floors 2 Conditioned Floor Area [sq. ft.] 3,320 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 32,139 Number Of Units 1 Residence Type Single family detached Model 725 FB - Wheat Ridge Community Wheat Ridge QnergyLogic do al)tl�. laaty 41. nnsr��, Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Enclosing Bsmt/Garage Un BsmUGround Unfinis R-19 Draped Full R-19 Draped Full Perimeter Insulation 1 1 7 7 37.2 Exposed Exterior 124.8 Exposed Exterior Conditioned Space Conditioned Space Basement Wall Library List No 0 0 0 0 Name Feet From Wall Top To Insulation= Feet From Will Top To Insulation Is Fully insulated R Top Bottom R-19 Draped Full NIA NIA Yes 19 Slab Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Enclosing Masonry Area Bsmi Uninsulated 162 Below Grade 1,22 0 1,096.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Uninsutated Wood Frame I Other Slab Completer Underslab Insulation Perimeter Insulation Penmeterinsulation R R Insulated. Width [ft] Depth [ft] Value No 0 0 0 0 1 Oulk Property Organization Remington Homes EneirgyLogic 5236 Pierson Ct PeterOberhammer Wheat Ridge , CO 80033 Unconditioned, attached garage 761.5 sq. ft. Builder 725 FB - Wheat Ridge - Remington Remington Homes Template - Remington - 725 FB - Wheat Ridge 529.0 sq. ft. Framed Floor Name Library Type Carpet R (DnergyLogic Inspection Status Results are projected Fl --or Grade Surface Area Location Cantilever 12" R50 16"OC BF G1 1,23 Above Grade 12,0 sq, It Exposed Exterior Exterior cant Garage 12" R50 16"OC BF G1 1 Above Grade 429,7 sq. It Unconditioned attached I Exterior cant garage Framed Floor Library List Name 12" R50 16"OC BF G1 Exterior I cant Library type R -115.08006 Surface Area Ambient R 19.0 223.5 sq. ft Exposed Exterior Garage R 190 37 2 sq. ft. Unconditioned, attached garage Name Library lype Surface Color Surface Area Location Back 2x6 2x6 R23 161 OC BF G1 Medium 761.5 sq. ft. Exposed Exterior Front 2x6 2Y6 R23 16" OC BF G1 Medium 529.0 sq. ft. Exposed Exterior Garage 2x6 2x6 R23 16" OC 6F GI Medium 3345 sq- IL Unconditioned. attached garage Left 2x6 2x6 R23 16" OC BF G1 Medium 623.5 sq. fL Exposed Exterior 2 Building Summary QnergyLagic Property Organization '"a1qi°` Remington Homes EnergyLogic 5236 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes Template - Remington - 725 FB - Wheat Ridge Name Library Type Surface Color Surface Area Location Right 2x6 Surface Area Back 2x6 .301 30 --Back 2x6 2x6 R23 15` OC BF G1 Medium 521.5 sq. ft Exposed Exterior East 235 5 sq It Back bsmt N0 !.30 Glazing Name Library Type Wail Assignment Basement Wall Overhang Depth Assignment Overhang Ft To Top Overhang Ft To Bottom Orientation Surface Area Back 2x6 .301 30 --Back 2x6 0 0 0 East 235 5 sq It Back bsmt N0 !.30 BsmtrGround 0 0 0 East 40 0 so ft Unfinis Front 2x6 '301.30 Front 2x6 0 0 0 West 123 8 sq ft. Left 2x6 301 30 Let 2x6 0 0 0 Nofin 42.5 sq. ft Lett bsmt 301,30 SsmvGround 0 0 0 North 40.0 sq. ft Unfinis Right 2x6 301,30 Right 2x6 0 0 0 South 53.5 sq. ft Glazing Library List ........ . Name 30!.30 Shgc R 0.3 3.33333 3 Building Summary nergyLogic Property Organization Remington Homes EnergyLogic 5236 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes Template - Remington -725 FB - Wheat Ridge Skylight Library List None Present Opaque Door Name Library Type Will Assignment Basement Wall Emittance Solar Surface Color Surface Area Location Assignment Absorptance Front 2x6 Insulated Door 6.6 Front 2x6 0-9 0.75 Medium 24 0 sq n Exposed Exterior Garage R 5 Garage Entry Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Exterior Opaque Door Library List Name R Insulated Door 6.6 R 5 Garage Entry 6.66667 5 Roof Insulation - :.. ...: Name Library Type Roof -Deck Area [sq. ft.] Clay or Concrete Roof Surface Color Surface Area Location Tales flat R-50 BF 16"oc 1.5377 No Dark 1,537.7 sq. ft. Attic Roof Insulation Library List Name Has Radiant Barrier R R-50 BF 1 F,^oc No 5050816 Whole House Infiltration Infiltration Measurement Type Shelter Class 3ACH at 50 Pa 6lower-door tested' 4 4 Building Summary Property Remington Homes 5236 Pierson Ct Wheat Ridge, CO 50033 725 F6 - Wheat Ridge- Remington Template - Remington - 725 FB - Wheat Ridge Organization EnergyLogic Peter Oberharnmer Buiider Remington Homes Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Feet Operational hours per clay f Minute] Exhaust Only 6't 24 Lighting % Interior Efficient Lighting 100 1� Exterior Efficient Lighting 0 Onsite Generation None Present 1, I" Onsite Generation Library List None Solar Generation None Present Solar Generation Library List None Present Inspection status Results are projected 15 Garage Efficient Lighting 0 QnergyLogic -'-�--r7'77'7---"A% , once every three Energy Recovery Percent hours Yes Property Organization Remington Homes EnergyLogic 5236 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Water Heating (2) w62 EF 176 RE 150g 0% 0% 100% Builder 725 F8 - Wheat Ridge - Remington Remington Homes Template - Remington - 725 F6 - Wheat Ridge Distribution Type Conditioning Equipment Motor Type Name Library Type Inspection status Results are projected Heating Percent Load Cooling Percent Load (DnergyLogic ... 1,0.. Hot Water Percent Load Air conditioner (3) 13SEER/42STU 3.5 ton 0% 1001/6 0% Fuel -fired air Forced Air 92-1 AFUEi 100K 100% 0% 0% clistn0ution (1) Cooling Efficiency Water Heating (2) w62 EF 176 RE 150g 0% 0% 100% 42 Equipment Type: 13SEER/42BTU 3.5 ton' Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtuIh] 42 Equipment ent Type 92 .1 77777,667 Feel Type Natural Gas Distribution Type - Forced , , - Air Motor Type Single Speed (PSC) Heating Efficiency 921 AFUE Heating Capacity [kBtu/hl 92 Use default EAE No EAE (kWh] 878 Equipment Type: w62 EF 176 RE 1508 Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kl3tuJh] 40 Recovery Efficiency 076 0 Property Organization Remington Homes EnergyLogic 5236 Pierson Ct PeterOberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes Template - Remington - 725 FB - Wheat Ridge Distribution System Distribution Type Heating Equipment Cooling Equipment Sq. Feet Served # Return Grilles Supply Duct R Value Return Duct R Value Supply Duct Area [sq. ft j Return Duct Area [sq. ft] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM ,@ 25Pa] Total Leakage Duct Test Conditions Use Default Flow Rate Duct 1 Duct Location Percent Supply Area Percent Return Area Duct 2 Duct Location Percent Supply Area Percent Return Area Duct 3 Duct Location Percent Supply Area Percent Return Area Duct 4 Duct Location Percent Supply Area Percent Return Area Duct 5 Duct Location Percent Supply Area Percent Return Area Duct 6 Duct Location Percent Supply Area Percent Return Area orcei Aii Fuel-firedair distribution (1) Air conditioner (3) 3320 4 19 0 8964 664 30 50 Post -Construction Yes Conditioned Space 85 100 Garage 15 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Water Distribution No 100 (Vater Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 75 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Recirculation System Pipe Loop Length [ft] 170 Drain Water Heat Recovery? No ("anergyLogic an olYal a. insiyhl. ans:r:a. 7 Building Summary Property Organization Remington Homes EnergyrLogic 5236 Pierson Ct Peter Oberhammer Wheat Ridge . CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Hones Template - Remington - 725 FB - Wheat Ridge F, Clothes d er - Fuel Type Electric Cef 261730 Field Utilization Timer Controls Clothes Willi 1111 Label Energy Rating 487 kWhfyear Electric Rate $0.081kWh Annual Gas Cost $23.00 Gas Rate $0.89/Therm Capacity 3.2 Intel 0.80737 Notes (DnergyLogic an4lY�lt. In'tlypl, nn�++is 9 Kitchen Appliances Disnwashei Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/year Notes (DnergyLogic an4lY�lt. In'tlypl, nn�++is 9 Manual S Remington Homes Quail Ridge 5236 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. EQUIPMENT: System 1 Furnace = Carrier Model 59SC2C080S21--20 (80000 BTU) Air Conditioner = Carrier Model CA13NA036****C (3 Ton) Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units. Pressure: in.wg, Duct lengths feet. Duct sizes: inch, Airflow CFM, Velocity: 0-/m in, 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 c emulative may also include the total static pressure loss of the return side. Summary Number of active tnmks 33 Number of active runouts: 28 Total runout outlet airflow Main trunk airflow: 1.250 1,117 Largest trunk diameter 20.1 SMT -100 Largest runout diameter. 7 SR -100 Smallest trunk diameter. 12.9 ST -120 Smallest runout diameter: 4 SR -210 Supply fan external static pressure: 0.800 Supply fan device pressure losses 0.270 Supply fan static pressure available: Q530 Runout maximum cumulative static pressure loss: 0.342 SR -220 Return loss added to supply: 0.046 Total effective length of return (fl) 1864 Hall High Total effective length of supply ( ft.): 146.0 SR -220 Overall total effective length ( ft ) 3324 Hall High to SR -220 Design overall friction rate per 100 tt 0159 (Available SP x 100 / TEL) System duct surface area (No Scenario) 980.7 Total system duct surface area: 980.7 Heat Rise use on Program 58° F Heating Capacity and Efficiency Return Air Connection -1 080-20 -16 1 100-20 Nzput High Heat UH) 40,000 40, 0 60,0 0 60,000 80,000 B1ack 10 , 0 100,000 1 0. 0 Output ig ea ( U 0 56,0 00 ,00 R:(1936) -i 11 0e 1e empera re Rise Range °F (°C) High Heat 4 - 0 - 0 - 0 (22-39) (19-36) (22 - 39) 3 - - (19 - 36) (19 36) 785 - - 4 lu (22 - 39) (22-391 (25 - 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM / Ton Test Airflow Delivery @ Various External Static Pressures 0.1 02 0.5 0.6 0.7 .0'.8. 0.9 1 040-10 SIDE/BOTTOM B1ack 2.5 388 1145 11 970 920 860 785 680 615 Blue 2.0 413 970 940 825 775 730 675 570 505 Yellow 85 910 88 770 725 675 6 @:94550 475 ed 1.5 397 725 695 595 55 1 46 390 340 060-12 SIDE/BOTTOM BI 3.0 385 1215 1205 1155 1100 1 975 910 805 Blue 2.5 370 980 985 925 880 80 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red Black 1.5 3.0 430 380 750 1365 730 1310 705 1255 68 1200 5 1140 605 1080 555 1015 950 860 795 040-12 SIDE+BOTTOM Yellow 2.5 418 1245 1200 1150 1100 104 90 930 5 790 730 Orange 2.5 366 1050 1025 985 9 0 915 870 0 760 705 655 ue 2.0 435 980 955 935 905 670 830 780 725 675 625 Red 1. 437 720 5 690 675 655 625 590 555 525 485 060-16 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 Blue 3.o 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885' Red 2-5 394 1030 1025 1030 1010 9 5 940 905 855 845 735 080-16 SIDE/BOTTOM Blade 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 20 380 850 825 805 785 760 725 695 655 600 545 080-20 BOTTOM or TWO -SIDES 4.5 ack 5.0 377 2225 2160 2070 1980 1885'-1 1690 1'575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 i330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 •1205 1120 1035 Blue -j-2.5 426 1'20 '11C 1100 1090 1065 1.035 990 W5 70 80 Red 2-0 433 940 820 89 830 79 45 690 625 100-16 SIDE/BOTTOM Black 4.0 373 1.15 160012130 01,E 1 55 14�i '42777 . : r5 1'' _ _i -77 Yellow 3.5 379 1535 1480435 1380 1325 1260 1183 1095 1010 910 Blue 3.0 367 1300 -71-026W-205 1160 1100 1035 9' 8 30 Red 2.4 445 1110 1455005 6 5 100 24 BOTTOM or TWO-SIDES4,5 Black 5.0 394 2270 2205 2055 1970 1880 1780 1670 1555 1425 ellow 5.0 367 2090 2040 19$0 7910 1835 1755 1670 1570 1460 1340 ue 4.0 416 1850 1815 1775 1725 -16-66-1600 1525 1435 1335 1225 ed 3.5 421 1580 1550 1540 1515 1475 1 20 1355 1280 1190 1100 120 24 BOTTOM or TWOSIDES4.5 Blae 5.0 410 2385 2310 2230 2150 2050 19 1760 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1645 740 1630 1525 1420 1305 Blue 4.0 416 1875 1840 1795 1735 %ffi 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 1555 1515 1450 7395 1325 1250';1164 14$0 Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in Svc.) PUROI`® AND R-22 REFRIGER.AINTS UNIT Standard CFtd SIZE 400 500 600 700 1 800 1 900 1 1000 1 1100 1 1200 11300:1 1400 1 1500 1 1600 1700 1 1800 1 1900 2000 2100 2200 Dry 0.078 10.114 10.156 10.198 10253 1814 Wet 0.096 10.138 10.1133 10.213 10277 Dry 0.070 0.103 0.143 0.182 0.233 0290 0.354 2414 Wet 0.089 10.128 10.171 1 0314 10.269 10.336 1 0.413 Dry 0.048 10.068 10,090 10.112 10.140 10170 1 0.203 2417 wet OM4 10.091 10.122 10.150 10,188 10224 1 0263 Dry 0.06510 0.135 10.173 10.223 0278 10239 0.405 0.478 3014 Wet 0.078 JOA1410.160_102%10--6010321 0.388 10.461 10.540 Dry 0.042 10,060 10.080 10.102 JOA2a 10157 0.188 I 0.222 10159 3017 Wet 0.055 10,076 10.104 10.127 10.158 10190 1 0-725 0.266 10209 Dry 3617 0.043 0.061 0.082 0.103 10.126 0.157 0.1880221 0259 10.299 10341 T3617 Wet 0.056 10.079 10.107 10.133 10,166 102M 1 01-M 10.276 10.315 1 0.361 1 0.413 Dry 3621 0.035 10.049 10.062 10.076 10.OM 10.111 0.132 10.153 10.177 10.201 10.228 wet 0.049 10.066 10.085 10.100 10.122 10.144 1 0.na 10.192 10217 0-245 10276 Dry 4221 10.066 10.082 0.099 10.118 0.137 0.158 1 0A9010.205 10.231 1 0259 T4221 wet 0.043 10.059 ID,078 10.101 10.126 0.153 1 0.181 0.207 0.234 1 0200 1 0288 I 0.319 0.384 Dry 4821 1 10.047 10.060 10.075 10.092 1 0.110 0.130 0.152 0.17E 10.204 10.230 10.256 10.284 1 0.318 T4821 Wet 0.053 10.067 10.085 10.104 0.125 10.147 1 0.172 1 0200 10229 10.259 0-292 10.327 1 0.365 Dry 4824 0.015 10.046 10.057 10.069 10.094 0.019 0.119 0.124 10.140 10.159 0.175 10.195 10.214 Wet 4.032 10.050 10.066 0.081 0.097 10.114 10.131 10.150 10.169 10.190 10.211 10.233 10.257 Dry 6024 1 1 1 10.062 10.073 10.084 10.097 10.111 10.126 10.139 10.154 10.172 10.190 10.210 1 0228 10.251 1 0.273 1 O. T6024 Wet 1 10.082 0. 0-112 10.129 10.145 _163 10.171 0.191 10.212 10.235 10.258 0283 10.310 0.336 0.366 Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING All 75 (z&q) 85(29.4) 95(35) CFM EWB FCC) 72 2 Capaoity Watuh Tot al Sena* 40.22 21.00 Total sywtom KW- 2.54 C.paity UBbh 'raw Sona4 39.50 20.34 TOW Sy,,Iam K%1- 2-79 Capacity m5kuh Total Sena* M." 19.66 Total SYSUM Kw - 3.07 67(19.4) 36.61 25.73 11.51 315.00 25.05 178 33-29 24.55 104 1050 63 (17.- TT34.02 24.89 2.49 32.50 24.211 2-74 30.99 23.49 3.02 412 (16.7( 33.42 30.44 2.49 31.97 29.75 2.74 30.45 29.01, 3.02 17 L, 3�� 32.55 32,55 2486 31.x.931.39 3I. 2-7-3 W.12 30.12 3 M X2.2} 72 2, 40.80 21.97 2.60 39.11 21.31 2-85 37.20 20.61 3.13 97119.4) 37.25 27,30 2.57 35.57 26.61 2-92 33.90 25.90 3.10 1200, 65 (17,2)" 34.63 26,38 2.55 33.04 25..66 190 31.36 24.94 3.09 62(16.71 34.19 32.80 2.55 32.73 31.0 2,90 3124 31.24 3.09 57113.9) 33.87 33.87 2.55 32.61 32.81 2-90 51.27 31.27 3.09 72 r -2.Z 41.40 22.99 2.66 39.55 2212 2:191 37.80 21.52 3.19 67 (19.4 37.72 29,79 2.63 36.00 29.51 2-99 34.19 27.30 3.16 1350 d3 (172)TT 55.09 27.77 2.e1::� 3 734 27.07 2.96 31.76 26.34 3.14 82(18,7) so 34,90 2.151 33.63 13 33,63 2-98 312,22 32.22 115 57113.91 34*96 34,96 2.61 1 33,64 33.54 , 2-96 32.23 32.23 3-15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 24,698 24,698/29,490=.84 or 16% over Note: The 2.5 Ton AC only delivers 24,293 BTU's. AHRI Used Item ual u e { Standard Air Conditioner Model Number (Combined') CAI 3NA036--C+CNPV'4221AL'+TDR Outdoor Model Number CA13NNA036- *C Indoor Model Number CNPV*4221AL'+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 3400-0 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed 'i 0 SEER Lour Speen 0 EER 11 EER High Speed 0 e EER Low Sped 0 Sound 0 AHRi Reference Number 6395682 Qualifying Tier Sensible Capacity 34009 Latent Capacity 0 Compressor Warranty 5years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty A1,1 O y m w w } m N U w U w U w U w U w NU w a a w O i ( Li w I Q O N� O Z W i N J J r �_ N �-� � r N N N c0 O\ W K LJ ♦ W Q C.J I Q ��� O �+ O �_ N ._ Ln w O a¢ O\\ 2 u) y w O O m X Q w 0 0 0 0 0 C d O r.T U Cn �W C7 Q (.� Zm O:m c0j ¢ � • C18' - Q \_ W wmQ CMZ zz O U N 00 �_ - _ oo m�� O �M Y a 3 w o 1� V S ~ �0 U)Q o� w w O ao r z a a �n v CL .. 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J O W Z W O O w F } 0 K K 3r myml1 O m W 4 F a O O W a o}w v=i j�cWj�3{�� 2 F 0 U K j F z0 N C S lJ w J4 oao?No p W J O w z 0 0 0� x U L)w w ((� T I F -N03 II Z. to m W pO> W W N W J W> w WWN a z w U W Q w KK�ZO- �'rs �1N�J W r N („) 7 a NNOO} Z Z dO a¢ Z a 1" O� > 0 0 N Z W ] O= 4 W a O O W N N a U Vl J O O 1=- 0 (�` 1 O \ N O C .l V I U a W z m Z F C a U z w J o w a o w O o m a r r w Z 2 O a 4 K K w 1� 0 MW U z 3 o a N o I C W .nN.. C v i/i �-0i oFO = 0 J 2'ZO vZaZi z Vl� ar 0 O S � v13O �` z w Z m 0 -J+ 2 z 0 0 p 0 2 a N O i 0 0 (3 2 F W d G m O p O p O On Q r oz O Z W O O ( J Q p N n rj F i Ul0>� d a{. WW� p W W J O UW a UFOW SN L� L' 70 rO z W W W m K U pr «<� 0 �C-, Ont O JZ pZ 6 0 Q d a r U UKF- zi-'1 W O fN Z F a N fA Z Oap N a K r0) a <U Q r LL1 Z N r K F S �- Ww W N r U N :ON3031 Qf�JmX rwG w J ?> O W U O r JJ j D a 0O Fes- < Y W W= J J K �;z �„a�Qa 441W �^ �awp� �raaa _ O O .-a>� n.�aaa �x zza m w z �. a X201...0 X01:2 a a 0 N ro a c In m O W..r ..o � N ero' to n O e0 rn rn .- dW8 u�-i¢ a ao I " ab -D,- �/ / // �' SR -340,5",39 CFI Smith & Willis • ALL DUCTS. REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATION DUE TO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE • ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOW CFM UNLESS SUPPLIED BY A 2"r FLOOR SYSTEM + ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA SR -330,5",3E + TG DENOTES TRANSFER GRILLE + TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS; AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH • ROOMS OTHER THAN FULL OR % BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY + IF APPLICABLE, BASEMENT RETURN CFM MAYBE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM • IF APPLICABLE, FINISHED BASEMENT OPTION MAYBE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER • LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES • CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT, HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS SR -350,5",39 CFM,Reg:10x4 Remington Quail Ridge 5236 Pierson Ct Q 0 W&RIp.q.4 ;R-360,5",39 CFM,Reg:10x4 .raw] RA,5",31 CFM,Grille:12x6 Basement Page: 11 x17" Scale: 1/8" = 1'0" Heating Air Condi14 ratng SR -100,7",71 CFM,Reg:10x4 SR -140,7",85 CFM,R\ g:10x4 \ SR -110,7",71 CFM,Reg:10x4 SR -130,7",85 CFM,Reg:10x4 \ SR -150,7",85 CFM,Reg:10x4 \ \ SR -120,7",71 CFM,Reg:10x4 Dining/Kitchen Mud High,1 4x1 0",535 CFM,Grille:14x14 Great Room WIC Mud Room uP SR -210,4",11 CFM,Reg:10x4 410" of �N oN Foyer / SR -160,5",31 CFM,Reg:10x4 - _14x10" ; 28'0" of 14x10" / PWDR SR -170,5",44 CFM,Reg:10x4 Foyer High,7",80 CFM,Grille:12x6 \\ \ Foyer Low,7",80 CFM,Grille:12x6 Foyer High,7",80 CFM,Grille:12x6 SR -180,6",51 CFM,Reg 0x4 Study / Foyer High,7",80 CFM,Grille:12x6 SR -190,6",45 CFM,Reg 110x4 SR -200,6",45 CFM, Reg: 10x4 Remington Main Floor Quail Ridge 5236 Pierson Ct Page: 11x17" Scale: 1/8" = 1'0" Smith &WHIlis M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM / I �hac -Residential & Llght Commercial HVAC Loads &Willis HVAC LLC Elite Softwar De c.h Remington - Quail Rid Pierson Cton CO 80125 age _ Project Report General Project Information Project Title: Remington - Quail Ridge - 5236 Pierson Ct Designed By: McKennon Piil Project Date: Monday, February 19, 2018 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: 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 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 Check Figures Total Building Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (ft3) of Cond. Space: 37,106 Building Loads Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 % Total Latent Gain: -2,354 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) I Notes _ Rhvac is an ACCA approved Manual J and Manual D computer p program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington -Quail Ridge 5236 Pierson Ct Littleton, CO 80125 .......... Pa e 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 y Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.279 AC/hr 0.250 AC/hr 126 CFM 113 CFM Infiltration Actual: 0.322 AC/hr 0.297 AC/hr Above Grade Volume: X 27,006 Cu.ft. X 27,006 Cu.ft. 8,683 Cu.ft./hr 8,015 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 145 CFM 134 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 (113 CFM) Summer Infiltration Specified: 0.250 AC/hr (113 CFM) M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM [Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Elite Software Development, Inc. - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 3 [Load Preview Report Net ft .z Sen Lat Net Sen Hts Cls Act Duct Scope Ton /To Area Gain Gain Gain Loss CFM CFM CFM Size Building 2.06 2,096 3,903 24,698 -2,354 24,698 47,332 929 1,120 1,120 System 1 2.06 2,096 3,903 24,698 -2,354 24,698 47,332 929 1,120 1,120 21x20 Humidification 4265 Zone 1 3,903 24,698 -2,354 24,698 43,067 929 1.12.0 1,120 12x15 1-Basement 1,080 1,016 -71 1,016 7217 156 46 156 5,5,5,5 2-Crawl Space 252 77 -51 77 1,459 31 3 31 Not MDD: 1-4 3-WIC 49 351 -175 351 1,418 31 16 31 5 4-Mud Room 102 974 -193 974 2,004 43 44 44 5 5-Great Room 315 5,609 -339 5,609 6,385 138 254 254 7,7,7 6-Study 148 2,003 -268 2,003 2,875 62 91 91 6,6 7-PWDR 36 225 -52 225 528 11 10 11 4 8-Foyer 211 1,118 -264 1,118 2,360 51 51 51 6 9-Dining/Kitchen 472 4,724 -460 4,724 5,488 118 214 214 7,7,7 10-WIC 122 594 -159 594 1,494 32 27 32 5 11-Lndry 59 608 -50 608 701 15 28 28 5 12-Bedroom 2 170 1,639 56 1,695 1,836 40 74 74 6,6 13-Mstr Suite 279 2210 -40 2,210 2,876 62 100 100 6,6 14-Mstr Bath 129 536 -89 536 1,110 24 24 24 5 15-WC 22 195 -21 195 324 7 9 9 4 16-Bath 2 70 449 -67 449 743 16 20 20 4 17-Bedroom 3 207 2,144 -111 2,144 3,622 78 97 97 6,6 18-Hall 180 226 0 226 627 14 10 14 4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac _-Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 1 - Sup plY ---Duct Name, etc, Trunk 0.0003 12.9 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 -390, Effective Length: 1.7 Trunk 0.0003 12.9 29 Up: ST -360 55 14 0.000 Rect 1.7 10 0.0 Presize 28 6.7 0.477 ---Duct Name: ST -370, Effective Length: 9.5 Trunk 0.0003 12.9 101 Up: ST -180 55 14 0.002 Rect 9.5 10 0.0 Presize 98 38 0.477 ---Duct Name: ST -360, Effective Length: 1.8 Trunk 0.0003 12.9 39 Up: ST -350 55 14 0.000 Rect 1.8 10 0.0 Presize 38 7.3 0.477 ---Duct Name: ST -350, Effective Length: 5.8 Trunk 0.0003 12.9 77 Up: ST -170 55 14 0.001 Rect 5.8 10 0.0 Presize 75 23.3 0.477 ---Duct Name: SR -100, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 43.8 Runout 0.0003 7 266 Up: ST -260 55 5.4 0.018 Rnd 19.2 7.7 24.6 Presize 71 35.1 0.467 ---Duct Name: ST -140, Effective Length: 3.3 Trunk 0.0003 12.9 237 Up: ST -150 55 14 0.008 Rect 3.3 10 0.0 Presize 230 13.3 0.477 ---Duct Name: ST -170, Effective Length: 6.2 Trunk 0.0003 12.9 115 Up: ST -140 55 14 0.002 Rect 6.2 10 0.0 Presize 112 24.7 0.477 ---Duct Name: ST -180, Effective Length: 2.5 Trunk 0.0003 12.9 121 Up: ST -140 55 14 0.002 Rect 2.5 10 0.0 Presize 118 10 0.477 ---Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 43.8 Runout 0.0003 7 266 Up: ST -490 55 5.4 0.018 Rnd 19.2 7.7 24.6 Presize 71 35.1 0.464 0.000 0.000 0.000 0.323 0.000 0.000 0.000 0.323 0.000 0.000 0.000 0.323 0.000 0.000 0.000 0.323 0.004 0.005 0.008 0.333 0.000 0.000 0.000 0.323 0.000 0.000 0.000 0.323 0.000 0.000 0.000 0.323 0.004 0.005 0.008 0.336 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential & L1ght Commercial HVAC Loads Elite Software Development,lnc. Smith &Willis HVAC LLC Remington Quail Ridge 5236 Pierson Ct Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. 0.0003 Runout 0.0003 7 266 Up: ST -470 55 5.4 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPLFit Shape Length Height Fit.Eq.Len SPL.Tot Sizing _ CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 46.2 0.0003 Runout 0.0003 7 266 Up: ST -470 55 5.4 0.018 Rnd 14.0 7.7 32.2 Presize 71 25.7 0.463 ---Duct Name: SR -130, Supplies: Great Room, Fitting: 2-I, Effective Length: 43.3 28.8 Runout 0.0003 7 318 Up: ST -250 55 5.4 0.025 Rnd 13.7 7.7 29.6 Presize 85 25 0.466 ---Duct Name: SR -140, Supplies: Great Room, Effective Length: 13.7 0.0003 Runout 0.0003 7 318 Up: ST -210 55 5.4 0.025 Rnd 13.7 7.7 0.0 Presize 85 25 0.472 ---Duct Name: SR -150, Supplies: Great Room, Fitting: 2-I, Effective Length: 51.1 Runout 0.0003 7 318 Up: ST -300 55 5.4 0.025 Rnd 13.7 7.7 37.5 Presize 85 25 0.465 ---Duct Name: SR -160, Supplies: WIC, Fitting: 2-I, Effective Length: 23.9 Runout 0.0003 5 227 Up: ST -410 128 3.9 0.019 Rnd 6.8 5.5 17.1 Presize 31 8.9 0.474 ---Duct Name: SR -170, Supplies: Mud Room, Fitting: 2-I, Effective Length: 28.3 Runout 0.0003 5 323 Up: ST -230 55 3.9 0.040 Rnd 6.3 5.5 22.0 Presize 44 8.3 0.466 ---Duct Name: SR -180, Supplies: Foyer, Fitting: 2-I, Effective Length: 41.5 Runout 0.0003 6 Up: ST -220 55 4.7 Rnd 18.3 6.6 Presize 51 28.8 ---Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Effective Length: 53.8 Runout 0.0003 6 Up: ST -480 55 4.7 Rnd 25.3 6.6 Presize 45 39.8 ---Duct Name: SR -200, Supplies: Study, Fitting: 2-I, Effective Length: 47.8 Runout 0.0003 6 Up: ST -200 55 4.7 Rnd 25.3 6.6 Presize 45 39.8 260 0.022 23.2 0.466 229 0.017 28.5 0.464 229 0.017 22.5 0.463 0.003 0.006 0.009 0.337 0.003 0.007 0.011 0.334 0.003 0.000 0.003 0.328 0.003 0.009 0.013 0.335 0.001 0.003 0.005 0.326 0.003 0.009 0.011 0.334 0.004 0.005 0.009 0.334 0.004 0.005 0.009 0.336 0.004 0.004 0.008 0.337 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 Pa e6 Manual D Ductsize Data - Duct System 1 - Supply (cont(;) ---Duct Name, etc, Runout 0.0003 4 126 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 -210, Supplies: PWDR, Fitting: 2-I, Effective Length: 23.4 Runout 0.0003 4 126 0.001 Up: ST -280 128 3.1 0.009 0.001 Rnd 12.5 4.4 10.9 0.002 Presize 11 13.1 0.470 0.330 ---Duct Name: ST -490, Feeds Into: Basement, Effective Length: 3.0 0.0 0.000 Trunk 0.0003 12.9 306 0.000 Up: ST -440 55 14 0.012 0.000 Rect 3.0 10 0.0 0.000 Presize 297 12 0.472 0.328 ---Duct Name: ST -480, Feeds Into: Basement, Effective Length: 0.8 0.000 Up: ST -490 Trunk 0.0003 12.9 426 0.000 Up: ST -130 55 14 0.023 0.000 Rect 0.8 10 0.0 0.000 Presize 414 3.3 0.474 0.326 ---Duct Name: ST -470, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 130 0.000 Up: ST -420 55 14 0.003 0.000 Rect 0.7 10 0.0 0.000 Presize 126 2.7 0.472 0.328 ---Duct Name: ST -460, Feeds Into: Basement, Effective Length: 0.3 0.0 0.000 Trunk 0.0003 12.9 181 0.000 Up: ST -430 55 14 0.005 0.000 Rect 0.3 10 0.0 0.000 Presize 176 1.3 0.472 0.328 ---Duct Name: ST -450, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 327 0.000 Up: ST -310 55 14 0.014 0.000 Rect 0.8 10 0.0 0.000 Presize 318 3.3 0.473 0.327 ---Duct Name: ST -440, Feeds Into: Basement, Effective Length: 3.8 Trunk 0.0003 12.9 318 0.001 Up: ST -450 55 14 0.013 0.000 Rect 3.8 10 0.0 0.001 Presize 309 15.3 0.472 0.328 ---Duct Name: ST -420, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 12.9 181 0.000 Up: ST -460 55 14 0.005 0.000 Rect 0.5 10 0.0 0.000 Presize 176 2 0.472 0.328 ---Duct Name: ST -430, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 233 0.000 Up: ST -490 55 14 0.008 0.000 Rect 0.8 10 0.0 0.000 Presize 226 3.3 0.472 0.328 M:\...\Remington - (wail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac" Re'den & Ligh# Commercial HVAC Loads Elite Software Dev�Pa t, Inc. Smith &Willis HVAC LLC Remington Quail Ridge 5son Ct Littleton, CO 80125 __ e 7 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 5 286 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 -340, Supplies: Basement, Fitting: 2-I, Effective Length: 25.4 Runout 0.0003 5 286 0.002 Up: ST -400 128 3.9 0.029 0.005 Rnd 7.3 5.5 18.0 0.007 Presize 39 9.6 0.471 0.329 ---Duct Name: ST -400, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 12.9 72 0.000 Up: ST -120 128 14 0.001 0.000 Rect 4.0 10 0.0 0.000 Presize 70 16 0.479 0.321 ---Duct Name: ST -410, Feeds Into: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 32 0.000 Up: ST -400 128 14 0.000 0.000 Rect 9.0 10 0.0 0.000 Presize 31 36 0.479 0.321 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 16.9 620 0.000 Up: ST -110 55 25 0.035 0.000 Rect 0.5 10 0.0 0.000 Presize 1,077 2.9 0.478 0.322 ---Duct Name: ST -300, Feeds Into: Basement, Effective Length: 2.8 Trunk 0.0003 16.9 488 0.001 Up: ST -160 55 25 0.022 0.000 Rect 2.8 10 0.0 0.001 Presize 847 16.5 0.478 0.322 ---Duct Name: ST -310, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 12.9 352 0.000 Up: ST -270 55 14 0.016 0.000 Rect 2.0 10 0.0 0.000 Presize 342 8 0.473 0.327 ---Duct Name: ST -280, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 11 0.000 Up: ST -200 128 14 0.000 0.000 Rect 1.7 10 0.0 0.000 Presize 11 6.7 0.472 0.328 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 2.7 Trunk 0.0003 12.9 380 0.000 Up: ST -480 55 14 0.018 0.000 Rect 2.7 10 0.0 0.000 Presize 369 10.7 0.473 0.327 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 15.2 358 0.000 Up: ST -220 55 20 0.014 0.000 Rect 2.0 10 0.0 0.000 Presize 497 10 0.475 0.325 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads tate software ueveiopment, inc. Smith & Willis HVAC LLC Remington - Quail Ridge 5236 Pierson Ct Littleton CO 80125 Page 8 Manual D Ductsize Data -Duct System 1 -Supply (cont'd) - Duct Name, etc. 0.0003 Trunk 0.0003 16.9 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 -250, Feeds Into: Basement, Effective Length: 3.2 0.0003 Trunk 0.0003 16.9 414 Up: ST -230 55 25 0.017 Rect 3.2 10 0.0 Presize 718 18.5 0.477 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 2.2 0.0003 Trunk 0.0003 16.9 439 Up: ST -300 55 25 0.018 Rect 2.2 10 0.0 Presize 762 12.6 0.477 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 4.0 0.0003 Trunk 0.0003 15.2 395 Up: ST -210 55 20 0.017 Rect 4.0 10 0.0 Presize 548 20 0.475 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.5 Trunk 0.0003 16.9 365 Up: ST -250 55 25 0.013 Rect 5.5 10 0.0 Presize 633 32.1 0.476 ---Duct Name: ST -200, Feeds Into: Basement, Effective Length: 1.3 0.0003 Trunk 0.0003 12.9 57 Up: ST -470 55 14 0.001 Rect 1.3 10 0.0 Presize 55 5.3 0.472 ---Duct Name: ST -130, Feeds Into: Basement, Effective Length: 4.5 0.0003 Trunk 0.0003 12.9 438 Up: ST -260 55 14 0.024 Rect 4.5 10 0.0 Presize 426 18 0.474 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 55.3 Trunk 0.0003 22.4 383 Up: Fan 55 21 0.009 Rect 0.7 20 54.6 Presize 1,117 4.8 0.479 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 16.9 620 Up: SMT -100 55 25 0.035 Rect 1.5 10 0.0 Presize 1,077 8.8 0.478 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 3.5 Trunk 0.0003 12.9 112 Up: SMT -100 128 14 0.002 Rect 3.5 10 0.0 Presize 109 14 0.479 0.001 0.000 0.001 0.323 0.000 0.000 0.000 0.323 0.001 0.000 0.001 0.325 i 0.001 0.000 0.001 0.324 0.000 0.000 0.000 0.328 0.001 0.000 0.001 0.326 0.000 0.005 0.275 0.321 0.001 0.000 0.001 0.322 i i 0.000 0.000 0.000 0.321 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, lnc. Smith &Willis HVAC LLC Remington -Quail Ridge - 5236. Pierson Ct Manual D Ductsize Data -Duct System 1 -Supply (cont'd) _ _ ---Duct Name, etc. _. 0.0003 12.9 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -150, Effective Length: 8.0 Trunk 0.0003 12.9 237 0.001 Up: ST -160 55 14 0.008 0.000 Rect 8.0 10 0.0 0.001 Presize 230 32 0.478 0.322 ---Duct Name: SR -330, Supplies: Basement, Fitting: 2-I, Effective Length: 24.4 Runout 0.0003 5 286 0.002 Up: ST -120 128 3.9 0.029 0.005 Rnd 6.3 5.5 18.0 0.007 Presize 39 8.3 0.472 0.328 ---Duct Name: SR -350, Supplies: Basement, Fitting: 2-I, Effective Length: 41.3 Runout 0.0003 5 286 0.004 Up: ST -130 128 3.9 0.029 0.008 Rnd 13.5 5.5 27.8 0.012 Presize 39 17.7 0.462 0.338 ---Duct Name: SR -360, Supplies: Basement, Fitting: 2-I, Effective Length: 23.0 Runout 0.0003 5 286 0.001 Up: ST -440 128 3.9 0.029 0.005 Rnd 5.0 5.5 18.0 0.007 Presize 39 6.5 0.466 0.334 ---Duct Name: SR -220, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 54.4 Runout 0.0003 6 255 0.005 Up: ST -420 55 4.7 0.021 0.006 Rnd 25.2 6.6 29.3 0.011 Presize 50 39.5 0.460 0.340 ---Duct Name: SR -230, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 39.4 Runout 0.0003 6 255 0.004 Up: ST -430 55 4.7 0.021 0.004 Rnd 19.3 6.6 20.0 0.008 Presize 50 30.4 0.464 0.336 ---Duct Name: SR -240, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 27.3 Runout 0.0003 5 176 0.002 Up: ST -310 55 3.9 0.014 0.002 Rnd 12.8 5.5 14.5 0.004 Presize 24 16.8 0.469 0.331 ---Duct Name: SR -250, Supplies: WC, Fitting: 2-I, Effective Length: 21.7 Runout 0.0003 4 103 0.001 Up: ST -450 55 3.1 0.007 0.001 Rnd 12.3 4.4 9.4 0.002 Presize 9 12.9 0.471 0.329 ---Duct Name: SR -260, Supplies: WIC, Fitting: 2-1, Effective Length: 34.9 Runout 0.0003 5 235 0.003 Up: ST -270 128 3.9 0.021 0.005 Rnd 12.3 5.5 22.5 0.007 Presize 32 16.1 0.466 0.334 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 Page 10 '� Manual D Duct_size Data -Duct System 1 - Su I cont'd I ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -270, Supplies: Lndry, Effective Length: 3.5 Runout 0.0003 5 205 0.001 Up: ST -390 55 3.9 0.018 0.000 Rnd 3.5 5.5 0.0 0.001 Presize 28 4.6 0.476 0.324 ---Duct Name: SR -280, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 42.8 Runout 0.0003 6 188 0.002 Up: ST -170 55 4.7 0.012 0.003 Rnd 15.5 6.6 27.3 0.005 Presize 37 24.3 0.472 0.328 ---Duct Name: SR -290, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 39.9 Runout 0.0003 6 188 0.002 Up: ST -350 55 4.7 0.012 0.003 Rnd 15.5 6.6 24.4 0.005 Presize 37 24.3 0.472 0.328 ---Duct Name: SR -300, Supplies: Bath 2, Fitting: 2-I, Effective Length: 23.9 Runout 0.0003 4 229 0.003 Up: ST -180 55 3.1 0.029 0.004 Rnd 8.7 4.4 15.2 0.007 Presize 20 9.1 0.470 0.330 ---Duct Name: SR -310, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 21.9 Runout 0.0003 6 250 0.000 Up: ST -370 55 4.7 0.020 0.004 Rnd 2.0 6.6 19.9 0.004 Presize 49 3.1 0.473 0.327 ---Duct Name: SR -320, Supplies: Bedroom 3, Effective Length: 9.5 Runout 0.0003 6 250 0.002 Up: ST -370 55 4.7 0.020 0.000 Rnd 9.5 6.6 0.0 0.002 Presize 49 14.9 0.475 0.325 ---Duct Name: Hall Low SA, Supplies: Hall, Fitting: 2-I, Effective Length: 15.1 Runout 0.0003 4 160 0.000 Up: ST -360 128 3.1 0.014 0.002 Rnd 1.7 4.4 13.5 0.002 Presize 14 1.7 0.475 0.325 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. (Summary Number of active trunks: 33 Number of active runouts: 28 i M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC ERemington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 — __ Page 11 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Summar Total runout outlet airflow: 1,250 Main trunk airflow: 1,117 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -390 Smallest runout diameter: 4 SR -210 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.340 SR -220 Return loss added to supply: 0.046 Total effective length of return ( ft.): 186.4 Hall High Total effective length of supply ( ft.): 150.8 SR -220 Overall total effective length ( ft.): 337.2 Hall High to SR -220 Design overall friction rate per 100 ft.: 0.157 (Available SP x 100 / TEL) System duct surface area (No Scenario): 989.3 Total system duct surface area: 989.3 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington _Quail Ridge - 5236 Pierson Ct Littleton CO 80125 Page 12 Manual D Ductsize Data - Duct S stem 1 -Return Type Roughness Diameter Velocity Upstream Temperature Width Loss/100 Shape Length Height Fit.Eq_Len ---Duct Name: Mud High, Returns From: Mud Room, Fitting: 6-F, Effective Length: 37.0 Runout 0.0003 12.9 550 Up: RT -110 75 14 0.035 Rect 1.3 10 35.7 Presize 535 5.3 -0.009 ---Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 299 Up: RT -150 75 5.4 0.022 Rnd 15.7 7.7 16.6 Presize 80 28.7 -0.006 ---Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 299 Up: RT -180 75 5.4 0.022 Rnd 15.7 7.7 16.6 Presize 80 28.7 -0.006 ---Duct Name: Foyer Low, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 299 Up: RT -160 75 5.4 0.022 Rnd 15.7 7.7 16.6 Presize 80 28.7 -0.006 ---Duct Name: Foyer High, Returns From: Foyer, Fittings: 8-D2, 6-F, Effective Length: 60.6 Runout 0.0003 7 299 Up: RT -270 75 5.4 0.022 Rnd 12.0 7.7 48.6 Presize 80 22 -0.001 ---Duct Name: RT -270, Feeds From: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 Up: RT -130 75 14 Rect 9.0 10 Presize 511 36 ---Duct Name: RT -240, Feeds From: Basement, Effective Length: 5.0 Trunk 0.0003 16.9 Up: RT -230 75 25 Rect 5.0 10 Presize 597 29.2 ---Duct Name: RT -230, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 Up: RT -140 75 25 Rect 1.2 10 Presize 656 6.8 ---Duct Name: RT -220, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 Up: RT -260 75 14 Rect 0.8 10 Presize 80 3.3 526 0.032 0.0 -0.014 344 0.012 0.0 -0.021 378 0.014 0.0 -0.021 82 0.001 0.0 -0.013 SPL.Duct SPL.Fit S PL.Tot PL.Cumul 0.000 0.012 0.013 0.013 0.003 0.004 0.007 0.007 0.003 0.004 0.007 0.007 0.003 0.004 0.007 0.007 0.003 0.011 0.013 0.013 0.003 0.000 0.003 0.038 0.001 0.000 0.001 0.045 0.000 0.000 0.000 0.045 0.000 0.000 0.000 0.013 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac � Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Lute software ueveiopmem, mc. Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 443 0.000 Up: RT -270 75 14 Pae 13 Manual D Ductsize Data - Duct System 1 -Return (cont'd) 0.000 Presize 431 6 F_Duct Name, etc. 0.037 ---Duct Name: RT -180, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.5 Trunk 0.0003 18.6 Trunk 0.0003 12.9 443 0.000 Up: RT -270 75 14 0.023 0.000 Rect 1.5 10 0.0 0.000 Presize 431 6 -0.014 0.037 ---Duct Name: RT -180, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 Trunk 0.0003 12.9 165 0.000 Up: RT -150 75 14 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 160 4.7 -0.013 0.007 ---Duct Name: RT -170, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 Trunk 0.0003 12.9 82 0.000 Up: RT -180 75 14 0.001 0.000 Rect 0.8 10 0.0 0.000 Presize 80 3.3 -0.013 0.007 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 18.6 Trunk 0.0003 12.9 82 0.000 Up: RT -170 75 14 0.001 0.000 Rect 3.2 10 0.0 0.000 Presize 80 12.7 -0.013 0.007 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 16.9 Trunk 0.0003 12.9 247 0.000 Up: RT -200 75 14 0.008 0.000 Rect 3.2 10 0.0 0.000 Presize 240 12.7 0.013 0.033 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.8 Trunk 0.0003 12.9 Trunk 0.0003 16.9 412 0.000 Up: RT -110 75 25 0.016 0.000 Rect 1.8 10 0.0 0.000 Presize 715 10.7 -0.022 0.045 ---Duct Name: RMT -100, Feeds From: Basement, Fitting: 5-A, Effective Length: 87.8 Trunk 0.0003 18.6 600 0.000 Up: Fan 75 25 0.027 0.024 Rect 0.7 12 87.1 0.024 Presize 1,250 4.4 -0.022 0.046 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 720 0.000. Up: RMT -100 75 25 0.044 0.000 Rect 0.8 10 0.0 0.000 Presize 1,250 4.9 -0.022 0.046 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 12.9 614 0.001 Up: RT -240 75 14 0.042 0.000 Rect 3.2 10 0.0 0.001 Presize 597 12.7 -0.020 0.043 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge 5236 Pierson Ct Littleton, CO 80125 M Pae 14 Manual D Ductsize Data -Duct System 1 -Return (cont'd) ---Duct Name, etc. Runout Trunk 0.0003 12.9 614 Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -130, Feeds From: Basement, Effective Length: 6.3 Runout Trunk 0.0003 12.9 614 0.003 Up: RT -120 75 14 0.042 0.000 Rect 6.3 10 0.0 0.003 Presize 597 25.3 -0.017 0.041 ---Duct Name: RT -250, Feeds From: Basement, Effective Length: 5.3 0.004 Presize Trunk 0.0003 12.9 197 0.000 Up: RT -200 75 14 0.006 0.000 Rect 5.3 10 0.0 0.000 Presize 191 21.3 -0.013 0.037 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 27.8 Runout 0.0003 5 227 0.004 Up: RT -250 75 3.9 0.021 0.002 Rnd 17.7 5.5 10.1 0.006 Presize 31 23.1 -0.008 0.006 ---Duct Name: RT -260, Feeds From: Basement, Effective Length: 4.8 Trunk 0.0003 12.9 165 0.000 Up: RT -250 75 14 0.004 0.000 Rect 4.8 10 0.0 0.000 Presize 160 19.3 -0.013 0.037 ---Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 20.2 Runout 0.0003 7 322 0.001 Up: RT -130 75 5.4 0.025 0.004 Rnd 3.3 7.7 16.8 0.005 Presize 86 6.1 -0.012 0.005 ---Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 57.6 Runout 0.0003 7 299 0.002 Up: RT -220 75 5.4 0.022 0.011 Rnd 9.0 7.7 48.6 0.013 Presize 80 16.5 0.000 0.013 ---Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 59.6 Runout 0.0003 7 299 0.002 Up: RT -260 75 5.4 0.022 0.011 Rnd 11.0 7.7 48.6 0.013 Presize 80 20.2 0.000 0.013 ---Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT -140 75 5.4 0.013 0.002 Rnd 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 ---Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT -230 75 5.4 0.013 0.002 Rnd 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 15 Manua! D Ductsize Data - Duct System 1 - Return (cont'o ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. j mmar Su Number of active trunks: 16 Number of active runouts: 11 I Total runout outlet airflow: 1,250 Main trunk airflow: 1,250 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Mud High Smallest trunk diameter: 12.9 RT -270 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.013 Hall High Return loss added to supply: 0.046 Total effective length of return ( ft.): 186.4 Hall High System duct surface area (No Scenario): 435.3 Total system duct surface area: 435.3 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i I i I M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential & Light Commercial HVAC' Loads Elite Software Development, In Smith &Willis HVAC LLC ® Remington Quail Ridge 5236 Pierson Ct Littleton CO 80t25 Page 16 Total Building Summary Loads Component Description Area Quan Sen Loss Lat Gain Sen Gain Total Gain Remington: Glazing -Remington Windows, u -value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped -7: Wall -Basement, Custom, R11 Draped 309 1,111 0 14 14 R11 Draped -4: Wall -Basement, Custom, R11 Draped 256.8 968 0 41 41 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50 Exposed Floor Subtotals for structure: 34,296 0 19,849 19,849 People: Equipment: 4 800 0 920 1,700 1,720 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63 gal/day : 4,265 0 0 0 Total Building Load Totals: 47,332 -2,354 24,698 22,344 Check Figures Total Building Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (ft3) of Cond. Space: 37,106 Building Loads Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 % Total Latent Gain: -2,354 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual -bcomputer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i i M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 17 System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped -7: Wall -Basement, Custom, R11 Draped 309 1,111 0 14 14 R11 Draped -4: Wall -Basement, Custom, R11 Draped 256.8 968 0 41 41 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50 Exposed Floor Subtotals for structure: 34,296 0 19,849 19,849 People: 4 800 920 1,720 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63 gal/day : 4,265 0 0 0 System 1 Whole House System Load Totals: I 47,332 -2,354 24,698 22,344 Check Figures 7-1 Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (ft3) of Cond. Space: 37,106 System Loads Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 % Total Latent Gain: -2,354 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ci Littleton, CO 80125 E Paae 18 Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""C CNPV*4221AL"+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM N -Wall-R11 Draped -9 1.5 X 9 13.5 0.051 3.5 Rhvac - Residential & Light Commercial HVAC Loads 0.0 Elite Software Development, Inc. Smith & Willis HVAC LLC E -Wall-R11 Draped -9 17.3 X 9 11 Remington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 549 0.0 Page 19 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General 3.5 174 0.0 Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,079.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,080.0 sq.ft. Supply Air: 156 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.0 AC/hr Volume: 9,716.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM 0.051 3.6 Percent of Supply.: 0 % 0 12 Actual Summer Vent.: 0 CFM 0.051 3.5 Percent of Supply: 0 % 0 0 Actual Winter Infil.: 3 CFM 0.051 3.5 Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped -9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 E -Wall-R11 Draped -9 17.3 X 9 156 0.051 3.5 549 0.0 0 0 N -Wall-R11 Draped -9 5.5 X 9 49.5 0.051 3.5 174 0.0 0 0 E -Wall-R11 Draped -9 15.7 X 9 141 0.051 3.5 496 0.0 0 0 S -Wall-R11 Draped -7 11 X 9 79 0.051 3.5 280 0.0 0 1 E -Wall -R11 Draped -9 3 X 9 27 0.051 3.5 95 0.0 0 0 S -Wall-R11 Draped -7 19 X 9 151 0.051 3.6 551 0.1 0 12 W -Wall-R11 Draped -9 11.3 X 9 102 0.051 3.5 359 0.0 0 0 N -Wall-R11 Draped -9 2.8 X 9 25.5 0.051 3.5 90 0.0 0 0 W -Wall-R11 Draped -9 20 X 9 180 0.051 3.5 633 0.0 0 0 N -Wall-R11 Draped -9 9.2 X 9 82.5 0.051 3.5 290 0.0 0 0 E -Wall-R11 Draped -9 12.5 X 9 112.5 0.051 3.5 396 0.0 0 0 N -Wall-R11 Draped -7 11 X 9 79 0.051 3.5 280 0.0 0 1 E -Wall-R11 Draped -9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 Floor -21A-32 1 X 1079.5 1079.5 0.020 1.4 1,490 0.0 0 0 Subtotals for Structure: 7,021 0 966 Infil.: Win.: 3.2, Sum.: 3.0 81 2.414 196 0.616 -71 50 Room Totals: 7,217 -71 1,016 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. [Rlvvahc Smit&Willis HVAC LLC Remington Quail Ridge 5236 Pierson Ct Littleton, CO 80125 Page 20 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 252.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 252.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,304.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 31 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 361 ft./min. Percent of Supply: 0 % Runout Air Velocity: 361 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.106 in.wg./100 ft. Actual Summer Infil.: 2 CFM item Area -U- Htg Sen Clg Lat Sen #Jescri tion Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped-4 15.5 X 5.2 80.1 0.051 3.8 302 0.2 0 13 W -Wall-R11 Draped-4 12.5 X 5.2 64.6 0.051 3.8 244 0.2 0 10 N -Wall-R11 Draped-4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 W -Wall-R11 Draped-4 6.2 X 5.2 31.9 0.051 3.8 120 0.2 0 5 N -Wall-R11 Draped-4 9.5 X 5.2 49.1 0.051 3.8 185 0.2 0 8 Floor-21A-32 1 X 252.3 252.3 0.020 1.4 348 0.0 0 0 Subtotals for Structure: 1,316 0 41 Infil.: Win.: 2.4, Sum.: 2.2 59 2.421 143 0.610 -51 36 Room Totals: 1,459 -51 77 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 21 Detailed Room Loads - Room 3 - WIC (Average Load Procedure) 1 General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.3 ft. System Number: 1 Room Width: 9.2 ft. Zone Number: 1 Area: 49.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.7 AC/hr Volume: 497.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain. E -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 _ 0.9 0 48 W -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 0.9 0 48 N -Wall-R23 9.2 X 10.2 93.3 0.062 4.3 399 0.9 0 83 UP-Ceil-16B-50 48.9 X 1 48.9 0.020 1.4 67 1.0 0 48 Subtotals for Structure: 930 0 227 Infil.: Win.: 8.0, Sum.: 7.4 202 2.420 488 0.615 -175 124 Room Totals: 1,418 -175 351 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 11 Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 22 Detailed Room Loads - Room 4 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 101.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 102.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.6 AC/hr Volume: 1,036.0 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 E -Wall-R23 7.2 X 10.2 57.9 0.062 4.3 248 0.9 0 51 W -Wall-R23 14.7 X 10.2 131.4 0.062 4.3 562 0.9 0 116 W -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 U P-Ceil-1 613-50 72.4 X 1 72.4 0.020 1.4 100 1.0 0 71 Subtotals for Structure: 1,467 0 837 Infil.: Win.: 8.9, Sum.: 8.2 222 2.418 537 0.617 -193 137 Room Totals: 2,004 -193 974 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 Page 23 Detailed Room Loads - Room 5 - Great Room (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 314.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 315.0 sq.ft. Supply Air: 254 CFM Ceiling Height: 18.3 ft. Supply Air Changes: 2.7 AC/hr Volume: 5,745.0 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.: 25 CFM Actual Summer Infil.: 23 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 17.3 X 18.2 206.3 0.062 4.3 882 0.9 0 183 W -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 N -Wall-R23 4.3 X 8.1 35 0.062 4.3 150 0.9 0 31 N -Wall-R23 11 X 18.2 200.8 0.062 4.3 859 0.9 0 178 E -Wall-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 N -Wall-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 E -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 E -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 34.0 0 1,870 E -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 UP-Ceil-16B-50 314.8 X 1 314.8 0.020 1.4 434 1.0 0 308 Subtotals for Structure: 4,888 0 4,499 j Infil.: Win.: 24.7, Sum.: 22.8 619 2.419 1,497 0.614 -539 380 People: 200 ]at/per, 230 sen/per: 1 200 230 Equipment: 0 500 Room Totals: 6,385 -339 5,609 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton CO 80125 Page 24 Detailed Room Loads - Room 6 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 147.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 148.0 sq.ft. Supply Air: 91 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,504.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.8 X 10.2 120.3 0.062 4.3 515 0.9 0 107 W -Wall-R23 12.5 X 10.2 82.1 0.062 4.3 351 0.9 0 73 N -Wall-R23 6 X 10.2 61 0.062 4.3 261 0.9 0 54 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-1613-50 49.9 X 1 49.9 0.020 1.4 69 1.0 0 49 Subtotals for Structure: 2,129 0 1,813 Infil.: Win.: 12.3, Sum.: 11.4 308 2.418 746 0.616 -268 190 Room Totals: 2,875 -268 2,003 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO. 80125 _ Page 25 Detailed Room Loads - Room 7 - PWDR (Average Load Procedure I General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.2 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 36.0 sq.ft. Supply Air: 11 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.9 AC/hr Volume: 366.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 5.8 X 10.2 51.3 0.062 4.3 219 0.9 0 45 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 Subtotals for Structure: 385 0 189 Infil.: Win.: 2.4, Sum.: 2.2 59 2.412 143 0.607 -52 36 Room Totals: 528 -52 225 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhva --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 26 Detailed Room Loads - Room 8 - Foyer (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 j Room Length: 210.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 211.0 sq.ft. Supply Air: 51 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 2,141.0 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.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 6.2 X 10.2 42.7 0.062 4.3 183 0.9 0 38 N -Wall-R23 9.5 X 10.2 96.6 0.062 4.3 413 0.9 0 86 W -Wall-R23 11.3 X 10.2 115.2 0.062 4.3 493 0.9 0 102 N -Wall-R23 2.8 X 10.2 28.8 0.062 4.3 123 0.9 0 26 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 Subtotals for Structure: 1,626 0 932 Infil.: Win.: 12.1, Sum.: 11.2 303 2.419 734 0.613 -264 186 Room Totals: 2,360 -264 1,118 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 27 Detailed Room Loads - Room 9 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 471.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 472.0 sq.ft. Supply Air: 214 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 4,796.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 21 CFM Actual Summer Infil.: 19 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15.7 X 10.2 105.4 0.062 4.3 451 0.9 0 93 S -Wall-R23 11 X 10.2 66.9 0.062 4.3 286 0.9 0 59 E -Wall-R23 3 X 10.2 30.5 0.062 4.3 131 0.9 0 27 S -Wall-R23 16.8 X 10.2 171.2 0.062 4.3 732 0.9 0 152 N -Wall-R23 5.5 X 10.2 35.9 0.062 4.3 154 0.9 0 32 N -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 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 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-1613-50 62.7 X 1 62.7 0.020 1.4 86 1.0 0 61 j UP-Ceil-16B-50 30 X 1 30 0.020 1.4 41 1.0 0 29 Subtotals for Structure: 4,209 0 3,199 Infil.: Win.: 21.1, Sum.: 19.5 529 2.419 1,279 0.615 -460 325 Equipment: _ _ _ _ _ 0 1,200 Room Totals: i i 5,488 -460 4,724 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 28 Detailed Room Loads - Room 10 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 121.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 122.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 984.0 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 Area -U- Htg Sen Cig Lai Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 7.3 X 8.1 59.2 0.062 4.3 253 0.9 0 53 W -Wall-R23 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 S -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 6 X 8.1 42.5 0.062 4.3 182 0.9 0 38 N -Wall-R23 1 X 8.1 W -Wall-R23 0.8 X 8.1 8.1 6.7 0.062 0.062 4.3 35 4.3 29 0.9 0.9 0 0 7 6 W -GIs-Remington shgc-0.3 0%S 6 0.300 20.7 124 34.0 0 204 UP-Ceil-16B-50 121.8 X 1 121.8 0.020 1.4 168 1.0 0 119 Subtotals for Structure: 1,051 0 481 Infil.: Win.: 7.3, Sum.: 6.7 183 2.420 443 0.617 -159 113 Room Totals: 1,494 -159 594 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 29 Detailed Room Loads - Room 11 - Lndry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.2 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 28 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 474.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 7.2 X 8.1 43.9 0.062 4.3 188 0.9 0 39 W -GIs-Remington shgc-0.3 0%S 14 0.300 20.7 290 34.0 0 476 UP-Ceil-1613-50 58.5 X 1 58.5 0.020 1.4 81 1.0 0 57 Floor -R50 1 X 1.2 1.2 0.023 1.6 2 0.2 0 0 Subtotals for Structure: 561 0 572 Infil.: Win.: 2.3, Sum.: 2.1 58 2.417 140 0.621 -50 36 Room Totals: 701 -50 608 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, Page 30 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 170.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 170.0 sq.ft. Supply Air: 74 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.2 AC/hr Volume: 1,374.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 6 X 8.1 48.5 0.062 4.3 207 0.9 0 43 W -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-R23 2.5 X 8.1 20.2 0.062 4.3 86 0.9 0 18 W -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-16B-50 170 X 1 170 0.020 1.4 235 1.0 0 167 Subtotals for Structure: 1,435 0 1,307 Infil.: Win.: 6.6, Sum.: 6.1 166 2.421 401 0.616 -144 102 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 1,836 56 1,639 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 31 j Detailed Room Loads - Room 13 - Mstr Suite (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 278.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 279.0 sq.ft. Supply Air: 100 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 2,253.0 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.: 11 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15.7 X 8.1 87.6 0.062 4.3 375 0.9 0 78 S -Wall-R23 17 X 8.1 137.4 0.062 4.3 588 0.9 0 122 N -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 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 9 0.300 20.7 186 34.0 0 306 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 278.8 X 1 278.8 0.020 1.4 385 1.0 0 273 Subtotals for Structure: 2,208 0 1,810 Infil.: Win.: 11.0, Sum.: 10.2 276 2.419 668 0.616 -240 170 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,876 -40 2,210 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 32 Detailed Room Loads - Room 14 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 128.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 129.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,042.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 3 X 8.1 24.2 0.062 4.3 104 0.9 0 21 S -Wall-R23 9.7 X 8.1 63.1 0.062 4.3 270 0.9 0 56 S -GIs-Remington shgc-0.3 0%S 6 0.300 20.7 124 18.0 0 108 S -GIs-Remington shgc-0.3 0%S UP-Ceil-16B-50 128.9 X 1 9 128.9 0.300 0.020 20.7 186 1.4 178 18.0 1.0 0 0 162 126 Subtotals for Structure: 862 0 473 Infil.: Win.: 4.1, Sum.: 3.8 102 2.423 248 0.615 -89 63 Room Totals: 1,110 -89 536 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC NRemington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 33 Detailed Room Loads - Room 15 - WC (Average Load Procedure) General 1 Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.3 ft. System Number: 1 Room Width: 3.0 ft. Zone Number: 1 Area: 22.0 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 178.0 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.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 3 X 8.1 16.2 0.062 4.3 69 0.9 0 14 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-1613-50 22 X 1 22 0.020 1.4 30 1.0 0 22 Subtotals for Structure: 265 0 180 Infil.: Win.: 1.0, Sum.: 0.9 24 2.434 59 0.619 -21 15 Room Totals: 324 -21 195 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 34 Detailed Room Loads -Room _ 16 -Bath 2 (Average_Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 70.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 70.0 sq.ft. Supply Air: 20 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 566.0 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 Description Area Quantity -U- Value Htg Sen HTM Loss Cig Lat HTM Gain Sen Gain W -Wall-R23 6 X 8.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 3.5 X 8.1 28.3 0.062 4.3 121 0.9 0 25 W -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-166-50 70 X 1 70 0.020 1.4 97 1.0 0 69 Subtotals for Structure: 557 0 402 Infil.: Win.: 3.1, Sum.: 2.8 77 2.423 186 0.612 -67 47 Room Totals: 743 -67 449 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Pae 35 Detailed Room Loads - Room 17 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 207.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 207.0 sq.ft. Supply Air: 97 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,677.0 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.: 14 CFM Actual Summer Infil.: 13 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 14 X 8.1 94.1 0.062 4.3 403 0.9 0 83 N -Wall-R23 6.2 X 8.1 49.9 0.062 4.3 213 0.9 0 44 W -Wall-R23 11.5 X 8.1 77.9 0.062 4.3 333 0.9 0 69 N -Wall-R23 12.5 X 8.1 101 0.062 4.3 432 0.9 0 90 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 4 0.300 20.7 83 34.0 0 136 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-166-50 207.4 X 1 207.4 0.020 1.4 286 1.0 0 203 Floor -R50 1 X 70 70 0.023 1.6 111 0.2 0 14 Floor -R50 1 X 173.8 173.8 0.023 1.6 276 0.2 0 36 Subtotals for Structure: 2,759 0 1,695 j Infil.: Win.: 14.2, Sum.: 13.1 357 2.418 863 0.614 -311 219 People: 200 ]at/per, 230 sen/per: 1 200 230 Room Totals: 3,622 -111 2,144 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Pae 36 Detailed Room Loads - Room 18 - Hall (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 179.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 180.0 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.6 AC/hr Volume: 1,453.0 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.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-16B-50 179.8 X 1 179.8 0.020 1.4 248 1.0 0 176 Floor -R50 1 X 22.6 22.6 0.023 1.6 36 0.2 0 5 Floor -R50 1 X 170 170 0.023 1.6 270 0.2 0 35 Floor -R50 1 X 46 46 0.023 1.6 73 0.2 0 10 Subtotals for Structure: 627 0 226 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 627 0 226 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 _ Page 37 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 1,080 7,217 156 55,55 - 1,016 -71 58 156 2 Crawl Space 252 1,459 31 11-4 361 77 -51 4 31 3 WIC 49 1,418 31 5 - 351 -175 20 31 4 Mud Room 102 2,004 43 5 974 -193 55 44 5 Great Room 315 6,385 138 7,7,7 5,609 -339 319 254 6 Study 148 2,875 62 6,6 2,003 -268 114 91 7 PWDR 36 528 11 4 225 -52 13 11 8 Foyer 211 2,360 51 6 1,118 -264 64 51 9 Dining/Kitchen 472 5,488 118 7,7,7 4,724 -460 269 214 10 WIC 122 1,494 32 5 594 -159 34 32 11 Lndry 59 701 15 5 608 -50 35 28 12 Bedroom 2 170 1,836 40 6,6 1,639 56 93 74 13 Mstr Suite 279 2,876 62 6,6 2,210 -40 126 100 14 Mstr Bath 129 1,110 24 5 536 -89 31 24 15 WC 22 324 7 4 195 -21 11 9 16 Bath 2 70 743 16 4 449 -67 26 20 17 Bedroom 3 207 3,622 78 6,6 2,144 -111 122 97 18 Hall 180 627 14 4 226 0 13 14 Humidification 4,265 System 1 total 3,903 47,332 929 24,698 -2,354 1,406 1,120 System 1 Main Trunk Size: 21 x20 in. Velocity: 383 ft./min Loss per 100 ft.: 0.009 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.06 111% / -11% 24,698 -2,354 24,698 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036""C Indoor Model: CNPV'4221 AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 Page 38 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 f Individual Rooms 00 45° 900 1350 1800 2250 2700 3150 Highl Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement *156 156 156 156 156 156 156 156 5,5,5,5 2 Crawl Space *31 31 31 31 31 31 31 31 1--4 3 WIC *31 31 31 31 31 31 31 31 5 4 Mud Room 44 43 43 43 *45 43 43 43 5 5 Great Room 254 240 215 245 *261 223 180 218 7,7,7 6 Study 91 74 62 75 *93 88 74 86 6,6 7 PWDR 11 15 20 13 11 14 *20 15 4 8 Foyer 51 51 51 51 *52 51 51 51 6 9 Dining/Kitchen 214 234 *255 228 206 220 243 226 7,7,7 10 WIC *32 32 32 32 32 32 32 32 5 11 Lndry 28 22 16 23 *28 27 22 26 5 12 Bedroom 2 74 63 54 65 *76 74 67 72 6,6 13 Mstr Suite 100 95 88 97 *103 90 77 88 6,6 14 Mstr Bath 24 33 43 30 24 31 *45 34 5 15 WC 9 13 18 12 7 12 *19 14 4 16 Bath 2 20 17 16 18 *21 20 18 20 4 17 Bedroom 3 97 90 84 92 *100 93 85 91 6,6 18 Hall *14 14 14 14 14 14 14 14 4 * Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *1,120 24,698 *-2,354 2.06 45° Northwest 1,120 23,830 -2,354 1.99 90° North 1,120 20,643 -2,354 1.72 135° Northeast 1,120 *25,559 -2,354 *2.13 180° East 1,120 25,201 -2,354 2.10 225° Southeast 1,120 22,853 -2,354 1.90 270° South 1,120 19,460 -2,354 1.62 315° Southwest 1,120 23,334 -2,354 1.94 * Indicates highest value of all rotations. M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Quail Ridge - 5236 Pierson Ct Littleton, CO 80125 E Page 39 Building Rotation Report cont'd ►k"' 2.1 2.0 1.8 1.7 1.6 Building Rotation Tonnage West Northwest North Northeast East Southeast South Southwest Direction House Faces ---s— Buildinq Net Tonnaqe M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington - Quail Ridge - 5236 Pierson Ct Littleton CO $0125 E Page 40 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 31,000 30,000 29,000 28,000 27,000 26,000 25,000 24,000 L 2 c 23,000 .7 rn 22,000 c `o a 21,000 20,000 19,000 18,000 17,000 16,000 15,000 14,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm Time of Day —:r-- House faces West " - House faces Northwest -°yam House faces North ♦..... House faces Northeast House faces East —�— House faces Southeast ■ House faces South — — House faces Southwest 7 pm M:\ ...\Remington - Quail Ridge - 5236 Pierson Ct.rhv Monday, February 19, 2018, 9:29 AM MiTek' Re: 735A GR 735A 1.�In),�3,_ 3j ///S) 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: R49581718 thru R49581781 My license renewal date for the state of Colorado is October 31, 2017. O C I CF�d' 00 o sooty •.• <`o UO O� . PE -44018 - January 27,2017 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Manuf Product USP HJC26 USP HUS26 USP JUS24 USP MSH29 USP THDH26-2 USP HTW20' USP RT7" 41, Co � O 4) J wd M O (j)N N U m E �0 Z '5 n N ,. t6 1:3 L5 3: hm w m� c wd `o o w �0 a n ' VA , hm w Wd 2 C m ai c m c c °0 1 O o o c myn v v M a�� m Z O « y C L D d O C e>Q O 7 �Lo L J a `o0 i< y c {h CNS WE Wf— o ° 0. U E w H moi i U O E �S2 N �WZ n W E �F)}L J c a m U N w M co F. 6 F. U)Lo�� m�= �N yD� c � .o � o 0 y .00 V m E o N E o m J ry W ry N � m N O O 5. m ea= O LL ¢08 Elm mUg � _, w U i.. J � YIJ a oEm L C r EE Z�v UM L C N O n � n�$ L a 7 a c Y o � Job Truss Truss Type Qty Ply 735,& TCLL 30.0 SPACING- 2-0-0 849581718 735,& GR Al GABLE 1 1 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.21 8-9 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:01:58 2017 Page 1 I D:115gFC E h haEpenE2 E tXmclzDJ pv-d32kbTF I KU Gggzi I C IdoegJ OC OTCXyaA5x GFmdzr7x7 8-9-8 17-3-8 26-1-6 35-0-8 6-0- 8-9-8 8-6-0 8-9-14 8-11-2 -0-0 6x12 = 5x6 6.00 12 19 18 17 16 15 14 1312 11 10 9 5x10 = 8-9-8 15-3-13 15 -0 26-1-6 35-0-8 8-9-8 6-6-5 0- -3 10-7-6 8-11-2 Plate Offsets (X,Y)-- [1:0-3-10,0-0-4], [3:0-6-0,0-4-8],14:0-6-0,0-0-71, [5:0-6-0,0-4-8], [6:0-0-10,0-5-15], [6:0-0-5,0-0-10], [6:Edge,0-1-5], [9:0-5-0,0-3-4], [20:0-1-13,0-1-0], Scale = 1:67.8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.21 8-9 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.52 8-9 >448 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.05 6-8 >999 240 Weight: 291 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 6-9: 2x4 SPF 165OF 1.5E 10-0-0 oc bracing: 8-9,6-8. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 4-9,5-9 OTHERS 2x4 SPF No.2 ek recommends that Stabilizers and required cross bracing WEDGE nstaled during truss erection, in accordance with Stabilizer Fbe Right: 2x4 SPF No.2 allation guide. SLIDER Left 2x4 SPF No.2 4-10-15 REACTIONS. All bearings 15-6-0 except Qt=length) 6=0-5-8. (lb) - Max Horz 1=-158(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 18, 19 except 1=-121(LC 10), 14=-136(LC 10),9=-205(LC 11),6=-180(LC 11),10=-246(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 13, 15, 16, 17, 18, 19 except 1=365(LC 15), 14=426(LC 15), 9=1962(LC 16), 9=1955(LC 1), 6=951(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-320/190, 34=0/525, 4-5=-29/433, 5-6=-1174/221 BOT CHORD 6-9=-78/946, 6-8=-78/945 WEBS 3-14=-424/138, 3-9=-640/269, 4-9=-939/79, 5-9=-1259/334, 5-8=0/426 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 Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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 studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 18, 19 except (jt=1b) 1=121, 14=136, 9=205, 6=180, 10=246. January 27,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, nat e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E `Except` TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins, 1-2: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. 849581719 735A—GR A2 Roof Special 2 1 3-13,5-13,5-11,6-10: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 15=1732/Mechanical, 8=1833/0-5-8 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:04 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-SDP?rWK3vKOzOu9SZOkC uxYQ_lWzxiw3TtjZ_Hzr7x1 1-6-8 8-4-8 15-2-8 17-3-8 23- -5 28-11-3 35-0-8 6-0- 1-6-8 6-10-0 6-10-0 2-1-0 5-9-13 5-9-13 6-1-5 -0-0 5x6 11 6.00 12 3xd Scale = 1:67.3 4x6 = 4x6 = 12 4x8 6x6 = 5x10 = 6x6 = 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.51 BC 0.60 WB 0.68 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.14 10-11 >999 360 Vert(TL) -0.33 13-14 >999 240 Horz(TL) 0.14 8 n/a n/a Wind(LL) 0.09 13-14 >999 240 PLATES GRIP MT20 185/144 Weight: 192 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E `Except` TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins, 1-2: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD 2x4 SPF 165OF 1.5E `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 4-12: 2x4 SPF No.2 1 Row at midpt 4-13 WEBS 2x4 HF Stud `Except' WEBS 1 Row at midpt 3-13 3-13,5-13,5-11,6-10: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 15=1732/Mechanical, 8=1833/0-5-8 Max Horz 15=-197(LC 6) Max Uplift 15=-228(LC 10), 8=-257(LC 11) Max Grav 15=1796(LC 27), 8=1833(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3071/378, 3-4=-2268/332, 4-5=-2144/424, 5-6=-2309/424, 6-7=-2847/471, 7-8=-3006/399 BOT CHORD 14-15=-405/2362, 13-14=-344/2664, 4-13=-560/187, 11-12=-28/335, 10-11=-133/2161, 8-10=-259/2531 WEBS 2-15=-2857/457, 2-14=0/442, 3-14=0/302, 3-13=-1117/242, 11-13=-54/1348, 5-13=-262/1258, 5-11=-217/856, 6-11=-786/288, 6-10=-139/488, 7-10=-254/204 NOTES - 1) Wind: ASCE 7-10; Vuft=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 N00 LIC 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 .ee.ee• F/jj '•• 3) Unbalanced snow loads have been considered for this design. O� •'• SOO N F 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. V �O 0% 5) Provide adequate drainage to prevent water ponding. 2 • U �i 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE -44018 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 e e will fit between the bottom chord and any other members, with BCDL = 10.Opsf. •� �� 8) Refer to girder(s) for truss to truss connections. 0 • �� 'CBCs 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) •.e.•.e.•' 15=228, 8=257. S/ONA 10) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. January 27,2017 AWARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 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 135A 7-5-8 8-0-0 Plate Offsets (X,Y)— f7:0-7-8,0-3-41,18:0-5-0,0-2-41,[10:Edge,0-2-01,114:0-4-4,0-3-01,[16:Edge,0-3-01,121:0-1-9,0-1-01,[25:0-1-9,0-1-01 LOADING (psf) 849581720 735A GR A3 GABLE 1 1 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.21 14-15 >999 360 MT20 197/144 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:06 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-OcXIGC LJ RyHheBJrgRmgzMeoZc7rPa7LxACg29zr7x? 3-0-8 9-1-8 15-2-11 17-3-8 22-8-0 8-0-8 36-0-8 31T -Q-(1 3-0-8 6-1-0 6-1-0 25-4-8 8-0-0 -0- I 6.00 12 3x5. 5x8 = 46 = 6x6 = Scale = 1:87.4 5 34 2x4 6 6x10 � 2.4 4(00 "2- 7 2x4 2x4 I I 2x4 10x10 MT20HS 02X4I14� ^ Id N 12 11 2x4 11 2.4 11 10 602 = 6x10 = 2x4 II 4x6 = 2x4 11 2x4 11 2x4 I I 2x4 I 2x4 NOTES - i 7-9-0 15-2-8 22-8-0 28-0-8 36-0-8 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 7-9-0 7-5-8 7-5-8 8-0-0 Plate Offsets (X,Y)— f7:0-7-8,0-3-41,18:0-5-0,0-2-41,[10:Edge,0-2-01,114:0-4-4,0-3-01,[16:Edge,0-3-01,121:0-1-9,0-1-01,[25:0-1-9,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.21 14-15 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.48 14-15 >892 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind LL) 0.12 14-15 >999 240 Weight: 214 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 SPF No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-10: 2x6 SPF 165OF 1.5E WEBS 1 Row at midpt 3-14 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 16=1782/Mechanical, 10=1883/0-5-8 Max Horz 16=-216(LC 6) Max Uplift 16=-234(LC 10), 10=-270(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-270/34, 2-3=-3394/402, 3-4=-2478/347, 4-5=-2301/417, 5-6=-2637/507, 6-7=-2653/388, 7-8=-3125/424, 8-10=-1788/318 BOT CHORD 15-16=-544/3543, 14-15=-354/2857, 4-14=-426/150, 11-12=-333/2858, 10-11=-85/560 WEBS 2-16=-3705/586, 2-15=-604/211, 3-15=0/383, 3-14=-1150/258, 12-14=-87/1659, 5-14=-224/1319, 5-12=-284/1010, 6-12=-555/204, 7-12=-721/206, 7-11=-271/120, 8-11=-251 /2361 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 oce, 4) Unbalanced snow loads have been considered for this design. �P00 �� • ....... 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs • �0 • s00, •, non -concurrent with other live loads. ; O� C 6) Provide adequate drainage to prevent water ponding. : Z 7) All plates are MT20 plates unless otherwise indicated. U 8) Gable studs spaced at 1-4-0 oc. PE -44018 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) Refer to girder(s) for truss to truss connections. s �'•••• SOON 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 16=234, 10=270. 13) Graphical puriin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A DOL=1.33 i 5-0-8 5-1-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5-1-0 7-5-8 R49581721 735A -GR A4 Roof Special 1 1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:07 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-so57UYMyCFPYFLu1 E8HvWaAyJOWv8OUVAgyDabzr7x_ 5-0-6 10-1-8 15-2-8 17-3-8 22-8-0 28-0-8 36-0-8 7- - 5-0-8 5-1-0 5-1-0 2-1-0 5-4-8 5-4-8 8-0-0 -0.0 Scale = 165.8 5x6 3x5 11 5x8 = 6x10 = 1Ox16 MT20HS II REACTIONS. (Ib/size) 17=1777/Mechanical, 10=1879/0-5-8 Max Horz 17=-239(LC 6) Max Uplift 17=-235(LC 10), 10=-271(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1702/258, 1-2=-4101/504, 2-3=-3408/418, 3-4=-2595/361, 4-5=-2470/421, 5-6=-2636/514,6-7=-3248/548, 7-8=-3097/409, 8-10=-1796/314 BOT CHORD 16-17=-28/259,15-16=-493/3988. 14-15=-326/2991, 4-14=-391/134, 11-12=-173/2290, 10-11=-115/506 WEBS 1-16=-525/4198, 2-16=-1410/251, 2-15=-1063/177, 3-15=0/496, 3-14=-1202/235, 12-14=-96/1837, 5-14=-239/1523, 5-12=-289/907, 6-12=-956/334, 6-11=-224/860, 7-11=-917/292,8-11=-203/2394 NOTES - 5-0-8 101-11 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; 15-2-8 22-8-0 28-0-8 36-0-8 DOL=1.33 i 5-0-8 5-1-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5-1-0 7-5-8 5-4-8 8-0-0 Plate Offsets (X,Y)- [1:0-4-0,0-2-81 [2:0-6-4,0-2-81 [7:0-2-9,0-3-41, [10:1-1-12,0-4-121, [10:0-0-0,0-2-121, [11:0-4-12,0-3-01 [12:0-2-8,0-2-01. [14:0-3-12,0-3-01, [16:0-3-8,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.23 14-15 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.51 12-13 >841 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.14 10 n/a n/a BCLL 0.0 ' Code IRC2012lTPI2007 Matrix -S Wind(LL) 0.14 15-16 >999 240 Weight: 210 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc puffins, BOT CHORD 2x4 SPF No.2 'Except' except end verticals, and 2-0-0 oc purlins (4-3-6 max.): 1-2. 14-17: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-14 1-17,8-10: 2x6 SPF 1650F 1.5E, 1-16: 2x4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing 5-14,5-12,6-11,8-11: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (Ib/size) 17=1777/Mechanical, 10=1879/0-5-8 Max Horz 17=-239(LC 6) Max Uplift 17=-235(LC 10), 10=-271(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1702/258, 1-2=-4101/504, 2-3=-3408/418, 3-4=-2595/361, 4-5=-2470/421, 5-6=-2636/514,6-7=-3248/548, 7-8=-3097/409, 8-10=-1796/314 BOT CHORD 16-17=-28/259,15-16=-493/3988. 14-15=-326/2991, 4-14=-391/134, 11-12=-173/2290, 10-11=-115/506 WEBS 1-16=-525/4198, 2-16=-1410/251, 2-15=-1063/177, 3-15=0/496, 3-14=-1202/235, 12-14=-96/1837, 5-14=-239/1523, 5-12=-289/907, 6-12=-956/334, 6-11=-224/860, 7-11=-917/292,8-11=-203/2394 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.D 0 L/ 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs ��P ••••••C��Lf1 non -concurrent with other live loads. �� • SOO/� ••• fQ 5) Provide adequate drainage to prevent water ponding. p� Q 6) All plates are MT20 plates unless otherwise indicated. : U 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PE -44018 will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 0,� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 17=235, •.' �� (ass ••••• \ 10=271. 11) Graphical does not depict the size or the orientation of the along the top and/or bottom chord. ON pudin representation pudin January 27,2017 ® WARNING - Vardy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473re, 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 vent' 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 735,& LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD 849581722 735A_GR A5 Roof Special 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing �O 1-16,8-10:2x6 SPF 1650F 1.5E, 1-15: 2x4 SPF 165OF 1.5E Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:09 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-pBCuvEOCktfGVfl PMZJNb?GG WgDvcvaod8RKeUzr7wy 8 11-1-8 15-2-8 17-3-8 22-8-0 28-0-8 36-0-8 7-0- 7-0-8 4-1-0 4-1-0 2-1-0 5-4-8 5-4-8 8-0-0 -0-0 o d r 6x6 11 I,1 Scale = 1:65.8 13 12 11 10 3x4 11 6x12 = 6x10 = 10x16 MT20HS LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.46 BC 0.68 WB 0.85 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.29 14-15 >999 360 -0.72 14-15 >595 240 0.13 10 n/a n/a 0.17 14-15 >999 240 PLATES GRIP MT20 185/144 MT20HS 148/108 Weight: 207 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc puriins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals, and 2-0-0 oc purlins (3-10-12 max.): 1-2. D�N90 ••••••• ��'� •• '••• cS'� 4-13: 2x4 SPF No.2 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 �O 1-16,8-10:2x6 SPF 1650F 1.5E, 1-15: 2x4 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer will fit between the bottom chord and any other members. 12-14,5-14,5-12,8-11: 2x4 SPF No.2 Installation guide. REACTIONS. (Ib/size) 16=1777/Mechanical, 10=1879/0-5-8 •� �O •�� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Max Horz 16=-261 (LC 6) Max Uplift 16=-238(LC 10), 10=-273(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1705/269, 1-2=-4308/498, 2-3=-4675/582, 3-4=-2773/370, 4-5=-2646/415, 5-6=-2621/511,6-7=-2629/389, 7-8=-3100/414, 8-10=-1796/316 BOT CHORD 15-16=-17/267,14-15=-316/3103, 4-14=-271/106, 11-12=-321/2832, 10-11=-113/503 WEBS 1 -15= -510/4375,2 -15=-2411/408,3-15=-185/1569,3-14=-1136/249,12-14=-85/2027, 5-14=-232/1719, 5-12=-281/717, 6-12=-594/229, 7-12=-687/180, 7-11=-262/120, 8-11=-210/2401 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs LICF2 non -concurrent with other live loads. 5) Provide adequate drainage to water D�N90 ••••••• ��'� •• '••• cS'� prevent ponding. SOO V O •. 6) All plates are MT20 plates unless otherwise indicated. O? •� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ; U ) ; will fit between the bottom chord and any other members. PE 44018 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 'O • 16=238,10=273. •� �O •�� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �_•...,. January 27,2017 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 3x5 11 BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-2-1 max.): 1-2. 14-16: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 'Except' 6-0-0 oc bracing: 12-13. 849581723 735A—GR A6 GABLE 1 1 4 34 Max Horz 16=-244(LC 6) Max Uplift 16=-236(LC 10), 10=-272(LC 11) 2x4. II Job Reference (optional) Alpine Lumber Go., Commerce CIty,CU.8UU22 B.U3U S Sep 28 2016 MI I eK Industries, Inc. Fn Jan 21 14:UZ:11 2U1 / Hage 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-IZKeKwPSGUvzkyBoT_MrgQ LeldtA4nh44S W R1NZr7ww 5-6-8 10-4-8 15-2-8 17-3-8 22-8-0 28-0-8 36-0-8 3 -0- 4-10-0 4-10-0 2-1-0 5-4-8 5-4-8 8-0-0 1-0- LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 6x6 I DEFL. in (loc) I/deft L/d Vert(LL) -0.27 14-15 >999 360 Vert(TL) -0.76 14-15 >560 240 Horz(TL) 0.13 10 n/a n/a Wind(LL) 0.16 14-15 >999 240 Scale = 1:87.4 LUMBER- BRACING - 3x5 11 BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-2-1 max.): 1-2. 14-16: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 'Except' 6-0-0 oc bracing: 12-13. 6.Oo 12 33 5 OTHERS 2x4 SPF No.2 [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 16=1777/Mechanical, 10=1879/0-5-8 4 34 Max Horz 16=-244(LC 6) Max Uplift 16=-236(LC 10), 10=-272(LC 11) 2x4. II TOP CHORD 1-16=-1711/251, 1-2=-4136/487, 2-3=-4461/574, 3-4=-2663/352, 4-5=-2480/405, 4x6 ! 6 BOT CHORD 15-16=-37/356, 14-15=-338/2994, 4-14=-273/137, 11-12=-336/2849, 10-11=-85/560 WEBS 1-15=-477/4078, 2-15=-2164/381, 3-15=-162/1337, 3-14=-1132/271, 12-14=-68/1954, 3 32 5-14=-210/1512, 5-12=-284/811, 6-12=-555/204, 7-12=-718/206, 7-11=-271/120, 6x10 2x4 4100 119 8-11=-254/2352 6x12 = 5x8 = 31 7 2x4 ob t DOL=1.33 2x4 11 2x4 11 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. MT20HS Pp 0 LICF� NI10x10 2 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs • �� • SOO/V�.•e••.�•, • %sf�Q non -concurrent with other live loads. fill 6) Provide adequate drainage to prevent water ponding. 14 8 9 I16 7 8) Gable studs spaced at 1-4-0 oc. 15 6x12 =f 2x4 II x 4 i will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 4x6 II 6x12 = 13 12 11 2x4 11 2x4 110 16=236,10=272. 4x6 11 6x12 = 6x10 = 2x4 11 4x6 - 2x4 I 2x4 11 2x4 11 2x4 2x4 I 5-6-8 15-2-8 22-8-0 28-0-8 36-0-8 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 IRC2012/TP12007 CSI. TC 0.37 BC 0.75 WB 1.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.27 14-15 >999 360 Vert(TL) -0.76 14-15 >560 240 Horz(TL) 0.13 10 n/a n/a Wind(LL) 0.16 14-15 >999 240 PLATES GRIP MT20 197/144 MT20HS 148/108 Weight: 215 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-2-1 max.): 1-2. 14-16: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 'Except' 6-0-0 oc bracing: 12-13. 1-16,8-10: 2x6 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 16=1777/Mechanical, 10=1879/0-5-8 Max Horz 16=-244(LC 6) Max Uplift 16=-236(LC 10), 10=-272(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1711/251, 1-2=-4136/487, 2-3=-4461/574, 3-4=-2663/352, 4-5=-2480/405, 5-6=2629/510,6-7=-2646/391, 7-8=-3115/428, 8-10=-1784/319 BOT CHORD 15-16=-37/356, 14-15=-338/2994, 4-14=-273/137, 11-12=-336/2849, 10-11=-85/560 WEBS 1-15=-477/4078, 2-15=-2164/381, 3-15=-162/1337, 3-14=-1132/271, 12-14=-68/1954, 5-14=-210/1512, 5-12=-284/811, 6-12=-555/204, 7-12=-718/206, 7-11=-271/120, 8-11=-254/2352 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 Pp 0 LICF� 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs • �� • SOO/V�.•e••.�•, • %sf�Q non -concurrent with other live loads. : O� 01. 6) Provide adequate drainage to prevent water ponding. : 2 7) All plates are MT20 plates unless otherwise indicated. U 8) Gable studs spaced at 1-4-0 oc. PE -44018 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) Refer to girder(s) for truss to truss connections. OA e•' �� s •••• �?� s�0 EN 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 16=236,10=272. 13) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. ,January 27,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ; s 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, seeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 7-11-9 5-10-9 5-11-14 Plate Offsets (X Y)-- [7:0-4-0,0-4-81, f8:0 -5-15,0-0-10J, [8:0-0-10,0-0-51, [8:Edge 0-2-81 [11:0-5-0,0-3-0], [13:0-4-0,0-3-01, [15:0-3-12,0-3-01 LOADING (psf) 849581724 735A—GR A7 Roof Special 1 1 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.20 13-14 >999 360 MT20 185/144 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:12 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-DmuOXGQ41olgM6m_lht4Ddumll9rpHDEJ6f Fpzr7wv 3-6-8 9-4-8 15-2-8 17-3-8 23-2-1 29-0-10 35-0-8 36-0-8 3-6-8 5-10-0 5-10-0 2-1-0 5-10-9 5-10-9 5-11-14 Scale: 3/16"=1' 5x6 11 12 11 10 6x6 = 3.5 I 6x12 = 2.4 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) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 15=230,8=259. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0L January 27,2017 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �v a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand da, VA 22314. Suite 109 Citrus Hei hts CA 95610 7-9-0i 15-2-8 23-2-129-0-10 35-0-8 7-9-0 7-5-8 7-11-9 5-10-9 5-11-14 Plate Offsets (X Y)-- [7:0-4-0,0-4-81, f8:0 -5-15,0-0-10J, [8:0-0-10,0-0-51, [8:Edge 0-2-81 [11:0-5-0,0-3-0], [13:0-4-0,0-3-01, [15:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.20 13-14 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.49 13-14 >845 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.18 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.12 13-14 >999 240 Weight: 193 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 HF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-15: 2x6 SPF 165OF 1.5E, 3-13,11-13,5-13,5-11: 2x4 SPF No.2 WEBS 1 Row at midpt 2-15,3-13 WEDGEMiTek recommends that Stabilizers and required cross bracing Right: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 15=1727/Mechanical, 8=1829/0-5-8 Max Horz 15=-218(LC 6) Max Uplift 15=-230(LC 10), 8=-259(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-271/54, 2-3=-3360/392, 3-4=-2378/336, 4-5=-2251/415, 5-6=-2534/508, 6-7=-2526/367, 7-8=-3010/398 BOT CHORD 14-15=-524/3560, 13-14=-339/2792, 4-13=-457/155, 10-11=-260/2532, 8-10=-260/2534 WEBS 2-15=-3729/536, 2-14=-662/210, 3-14=0/444, 3-13=-1146/251, 11-13=-83/1645, 5-13=-237/1366, 5-11=-293/952, 6-11=-626/245, 7-11=-421/179 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) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 15=230,8=259. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0L January 27,2017 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �v a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand da, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849581725 735,& GR A8 Common 8 1 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.38 2-10 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) _ Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:13 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-hySPkbRio59hzGLBbPOJIrQyaRbdYpcNYmPYnFzr7wu r-0-0 9-0-4 17-9-0 26-3-0 35-0-8 1-0-1 9-0-4 8-8-12 8-6-0 8-9-8 I 6x6 = 6.o0 12 Scale = 1:62.9 6x6 = 10 9 8 5x8 11 2x4 I I 5x8 = 2x4 11 I� 9-0-4 17-9-0 26-3-0 35-0-8 9-0-4 8-8-12 8-6-0 8-9-8 Plate Offsets (X,Y)-- (2:Edge,0-2-81,12:0-5-15,0-0-101,12:0-0-10,0-0-51,13:0-6-0,0-4-81,(4:0-3-0,0-4-01,19:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.14 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.38 2-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.15 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.11 2-10 >999 240 Weight: 162 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 'Except' WEBS 1 Row at midpt 3-9.5-9 3-10,5-8: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation guide. SLIDER Right 2x4 HF Stud 4-10-15 REACTIONS. (Ib/size) 7=1739/Mechanical, 2=1841/0-5-8 Max Horz 2=158(LC 7) Max Uplift 7=-228(LC 11), 2=-256(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2950/378, 3-4=-2068/335, 4-5=-2052/335, 5-7=-2858/373 BOT CHORD 2-10=-357/2486, 9-10=-358/2485, 8-9=-197/2381, 7-8=-197/2381 WEBS 3-10=0/364, 3-9=-1006/302, 4-9=-79/998, 5-9=-911/286, 5-8=0/343 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11 1mph; 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. 00 L1 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 1, ••.�• will fit between the bottom chord and any other members. •••'•cJQ 0/• �j •• s�O 7) Refer to girder(s) for truss to truss connections. ��� : O '• 0210 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �� 7=228,2=256. ; C) ; PE -44018 ON January January 27,2017 ,& 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 M7e1<0 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, seeANSI/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 Ply 135A [8:0-4-0,0-3-41 LOADING (psf) 849581726 735A GR Ag Common 1 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.15 6-7 >999 360 MT20 185/144 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:14 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-980nyxRLZPHYbQwN86vYi2z7DrxiHGYXnQ85J izr7wt 1-0- 8-11- 17-9-0 26-6-14 35-6-0 -0-0 8-11-2 B-9-14 B-9-14 8-11-2 6x6 = 6.00 12 Scale = 1:63.2 6x6 = A B 7 6x6 = 2x4 11 5x8 = 2x4 11 Id, d 8-11-2 17-9-0 26-6-14 35-6-0 6-11-2 [ 8-9-14 8-9-14 8-11-2 Plate Offsets (X,Y)-- [2:0-0-10,0-0-5], [2:0-5-15,0-0-10], [2:Edge,0-2-8], [3:0-6-0,0-4-8], [4:0-3-0,0-3-12], [5:0-6-0,0-4-8], [6:0-5-15,0-0-10], [6:0-0-10,0-0-5], [6:Edge,0-2-8], [8:0-4-0,0-3-41 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 0.46 Vert(LL) -0.15 6-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.38 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.16 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wmd(LL) 0.10 6-7 >999 240 Weight: 158 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 "Except' WEBS 1 Row at micipt 5-8,3-8 5-7,3-9: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss [Installation erection, in accordance with Stabilizer Left: 2x4 HF Stud, Right: 2x4 HF Stud guide. REACTIONS. (Ib/size) 2=1852/0-5-8,6=1750/0-5-8 Max Horz 2=158(LC 7) Max Uplift 2=-257(LC 10), 6=-230(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2985/383, 3-4=-2093/338, 4-5=-2093/337, 5-6=-2989/385 BOT CHORD 2-9=-364/2518, 8-9=-363/2519, 7-8=-223/2522, 6-7=-222/2524 WEBS 4-8=-78/1038, 5-8=-1038/308, 5-7=0/363, 3-8=-1019/304, 3-9=0/362 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. P0 Ll 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 1, ••,•••• /jj will fit between the bottom chord and any other members. �•.•' 5 Oyy ..s<t`O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �O 0 2=257,6=230. U il : �i PE -44018 ONA January 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon pare meters 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 ANSIrTPII 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 735,& PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 849581727 735A—GR A10 GABLE 1 1 -0.21 7-8 >656 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:02 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-WgHE RrlpNjmF9a?3Rbhkp WT5B?wOTsVmOZESvOzr7x3 -1-0- 9-1-2 7-9-0 26-3-0 35-0-8 -0-0 9-1-2 8-7-14 8-6-0 8-9-8 3x12 = 10x10 MT20HS = 6.00 12 5x8 i ra ra 6x6 II 25 24 23 22 21 hb 19 18 17 16 15 7214 13 12 11 10733 8 8x6 = 8x8 = d Scale = 1:70.6 Plate Offsets (X Y)— f2:0-1-4,0-2-31, [3:0-4-0Edge1 f4:0-6-0,0-3-31 [5:0-4-0,Edgej [7:0-3-2,0-0-131, 18:0-4-0,0-4-81, [17:04-004-81, [66:0-1-2,0-1 -81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.08 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.21 7-8 >656 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 7 n/a n/a 8) Gable studs spaced at 1-4-0 oc. BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 7-8 >999 240 Weight: 304 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 4-17,4-8 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. SLIDER Right 2x4 SPF No.2 4-10-2 REACTIONS. All bearings 23-5-8 except (jt=length) 7=Mechanical. (lb) - Max Horz 2=159(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 11 except 17=-365(LC 10), 8=-126(LC 11), 7=-118(LC 11), 24=-135(LC 1), 25=-217(LC 10), 9=-427(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 12, 13, 14, 15, 16, 18, 19, 20, 21, 22, 23, 24, 11, 10 except 2=334(LC 15), 17=1081(LC 15), 8=1326(LC 16), 8=1160(LC 1), 7=632(LC 1), 25=485(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-556/151, 3-4=-161/259, 4-5=-290/200, 5-7=-644/181 BOT CHORD 2-25=-75/355, 24-25=-75/355, 23-24=-75/355, 22-23=-75/355, 21-22=-75/355, 20-21=-75/355,19-20=-75/355,18-19=-75/355, 17-18=-75/355, 16-17=0/263, 15-16=0/263, 14-15=0/263, 13-14=0/263, 12-13=0/263, 11-12=0/263, 10-11=0/263, 9-10=0/263, B-9=0/263, 7-8=-32/475 WEBS 3-17=-745/341, 4-17=-522/93, 4-8=-345/42, 5-8=-778/330 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;PpO LIr enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1. Qt ••••.•••� the the truss For to to the face), Standard Industry •.• V : O SOO/lj •• e. 2) Truss designed for wind loads in plane of only. studs exposed wind (normal see 02 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ZO 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 ; C) 7 4) Unbalanced snow loads have been considered for this design. PE -44018 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 MT20 plates unless otherwise indicated. 10 •\ 7) All plates are 2x4 MT20 unless otherwise indicated.'CX` IS.... 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 January 27,2017 will fit between the bottom chord and any other members, with BCDL = t O.Opsf. ry ,& WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �x a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A 849581727 735A GR A10 GABLE 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:03 2017 Page 2 I D:115gFCEhhaEpenE2EtXmclzDJpv-_1 rdeBJR81 u6nkaG? ICzLkOGxPGdCJIvFD_ORgzr7x2 NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 23, 11 except (jt=1b) 17=365, 8=126, 7=118, 24=135, 25=217,9=427. ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 135A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581728 735A_GR B1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0-0 10-0-0 8.030 s sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:15 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-d La99HSzKjPPDaVZigQngGWO1 EQWOgMg?4uerSzr7ws 4x6 = 10 10-0-0 1-0-0 Scale = 1:35.4 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 ri 120 8) Gable studs spaced at 1-4-0 oc. TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 18 n/a n/a ON•��Q30, (-:---.---`1�'PE-44018 BCLL 0.0 Code IRC2012rFP12007 Matrix -R Weight: 100 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-3, Right 2x4 SPF No.2 1-7-3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-92(LC 8) 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 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 ND 0 LIEF will fit between the bottom chord and any other members. Provide others) of truss to bearing capable of withstanding 100 Ib uplift at joinl(s) 2, 18, 27, 28, 29,So •11) mechanical connection (by plate 31, 32, 25, 24, 23, 22, 21, 20. ON•��Q30, (-:---.---`1�'PE-44018 0G NI January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl 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 City Ply 135A DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581729 735A GR B2 Common 1 1 BC 0.57 Vert(TL) -0.34 8-10 >708 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:16 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-5X8XNdTb4OXGgk4mGXxONT2UteeFID7gEkdCOazr7wr -1-0-0 5-1-12 10-0-0 14-10-4 20-0-0 2 1-0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0 61 d Scale = 1:37.9 4x6 = 6x6 11 3x9 = 6x6 11 16 Plate Offsets (X Y)-- [2:0-4-1,0-0-11, [8:0-4-1,0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.13 8-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.34 8-10 >708 240 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 10 >999 240 Weight: 80 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SPF 1650E 1.5E 2-10-3, Right 2x6 SPF 1650E 1.5E 2-10-3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1080/0-5-8,8=1080/0-5-8 Max Horz 2=-92(LC 8) Max Uplift 2=-152(LC 10), 8=-152(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1530/237.4-5=-1174/175,5-6=-1174/175,6-8=-1530/237 BOT CHORD 2-10=-20411264,8-10=-119/1264 WEBS 5-10=-15/536, 6-10=-413/195, 4-10=-413/194 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ��C'6'1, 2=152,8=152. �� • GO SOON ••• 0 PE 44018 0 e••so 0� Fss�ON January 27,2017 AWARNING - Verity 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. LOADING (psf) 849581730 735A_GR C1 Hip Girder 1 2 TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.19 9 >999 360 MT20 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:19 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-W6pg?fVTNxvrhBoKxf Vj?6gxl sbkyZRGwiss?vzr7wo -1-0-0 5-0-0 9-6-0 14-0-0 19-0-0 20-0-0 1-0-0 5-0-0 4-6-0 4-6-0 5-0-0 1-0-0 Scale = 1:34.8 6x6 = 4.00 12 2x4 11 6x6 = 06 = 2x4 11 io .1 4x8 " '0 2x4 11 3x9 II 5-0-0 4-6-0 NOTES - 4-6-0 4-5-6 -6-8 Plate Offsets (X,Y)-- 12:0-0-5,0-0-141, 16:0-0-5,0-0-141 Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.19 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.33 9 >673 240 O? •� 7) Provide adequate drainage to prevent water ponding. TCDL 10.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.05 6 n/a n/a will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) e e �� BCLL 0.0 Code IRC2012rFP12007 Matrix -R Wind(LL) 0.11 9 >999 240 Weight: 153 Ib FT = 20 BCDL 10.0 5-0-0, 255 Ib down and 70 Ib up at 7-0-12, 255 Ib down and 70 Ib up at 9-0-12, 255 Ib down and 70 Ib up at 9-11-4, and 255 Ib down and 70 Ib up at 11-11-4, and 645 Ib down and 168 Ib up at 13-11-4 on bottom chord. The design/selection of such January 27,2017 connection device(s) is the responsibility of others. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puffins, except BOT CHORD 2x6 SPF 165OF 1.5E 2-0-0 oc purlins (4-4-4 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2172/0-3-8, 6=2190/0-5-8 Max Horz 2=30(LC 48) Max Uplift 2=-490(LC 6), 6=-497(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-5427/1117, 3-4=-6803/1387, 4-5=-6803/1387, 5-6=-5391/1106 BOT CHORD 2-10=-1015/5062, 9-10=-1004/4989, 8-9=-968/4946, 6-8=-978/5018 WEBS 3-10=-135/918, 3-9=-386/1949, 4-9=-685/163, 5-9=-397/1997, 5-8=-135/915 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 pD 0 L!� 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for of min roof live load of 16.0 or 1.00 times flat roof load of 30.0 on overhangs ��•eee•ee••��%/ �� ' sf greater psf psf ; SOO •e V O 1V •e non -concurrent with other live loads. O? •� 7) Provide adequate drainage to prevent water ponding. r0 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 PE -44018 ; will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) e e �� 2=490,6=497. •: �QZ. •�C(r �� •� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 645 Ib down and 168 Ib up at S/0 5-0-0, 255 Ib down and 70 Ib up at 7-0-12, 255 Ib down and 70 Ib up at 9-0-12, 255 Ib down and 70 Ib up at 9-11-4, and 255 Ib down and 70 Ib up at 11-11-4, and 645 Ib down and 168 Ib up at 13-11-4 on bottom chord. The design/selection of such January 27,2017 connection device(s) is the responsibility of others. LOAD CASES) Standard A& WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 tresses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A 849581730 735A—GR C1 Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-645(F) 8=-645(F) 13=-255(F) 14=-255(F) 15=-255(F) 16=-255(F) A 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:19 2017 Page 2 ID:115gFC EhhaEpenE2EtXmclzDJpv-W6pg?f VTNxvrhBoKxfVj?6gx 1 sbkyZRGwiss?vzr7wo WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010MO15 BEFORE USE. Design valid for use only with MiTek®wnnectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPii Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 *Except* 2-0-0 oc purlins (6-0-0 max.): 5-7. 4-16,8-12: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud -'alk recommends that Stabilizers and required cross bracing R49581731 735A—GR C2 Hip 1 1 (lb)- Max Horz 2=41 (LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10 except 2=-114(LC 6), 15=-116(LC 6), 13=-118(LC 7) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:21 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-S UxQQ KXkvZ9ZxVyj34XB4XmOTf000 WMZOOLz3ozr7wm -1-0-0 3-3- 6-5-8 -0- 9-6-0 12-0-0 1 -6- 1 -8-15 19-0- 1-0-0 3-3-1 3-2-7 -6-8 2-6-0 2-6-0 -6-8 3-2-7 3-3-1 2x4 11 4x6 = 2x4 IT.1.911 7 4x6 = 2x4 in a Scale = 1:34.7 46 = 3x4 = 2x4 2x4 II 3x4 = 3x9 3x9 II ala 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 YES Code IRC2012rTP12007 CSI. TC 0.20 BC 0.21 WB 0.16 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.01 10-11 >999 360 Vert(TL) -0.02 10-11 >999 240 Horz(TL) 0.00 13 n/a n/a Wind(LL) 0.00 11 >999 240 PLATES GRIP MT20 185/144 Weight: 81 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 *Except* 2-0-0 oc purlins (6-0-0 max.): 5-7. 4-16,8-12: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud -'alk recommends that Stabilizers and required cross bracing WEDGE installed during truss erection, [b' in accordance with Stabilizer Left: 2x4 HFStud, Right: 2x6 SPF 165OF 1.5E nstallation guide. REACTIONS. All bearings 0-5-8 except (jt=length) 15=0-3-8, 13=0-3-8. (lb)- Max Horz 2=41 (LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10 except 2=-114(LC 6), 15=-116(LC 6), 13=-118(LC 7) Max Grav All reactions 250 Ib or less at joint(s) except 2=496(LC 27), 15=699(LC 15), 13=728(LC 16), 10=344(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-458/58, 5-6=-299/74, 6-7=-299/74, 9-10=494/89 BOT CHORD 2-17=-56/354,4-15=-283/68,8-13=-279/64,10-11=-47/393 WEBS 15-17=-641369, 3-15=-507/99, 5-15=-400/68, 5-14=-39/331, 6-14=-296/80, 7-14=-41/334, 7-13=-404/70, 11-13=-56/414, 9-13=-560/123 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. Pp 0 L%C 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. OQ` F 0�� sc o/ • %sfO O 5) Provide adequate drainage to prevent water ponding. • . �2 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ; U will fit between the bottom chord and any other members. PE -44018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=1b) 2=114, 15=116, 13=118. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 041. •.•• \ ON January 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 735A 2 -6-8 Plate Offsets (X Y)-- [2:0-3-5,Edgel [2:0-0-0,0-1-141, [5:0-2-8,0-0-121, f9:0-2-13,0-10-11, [9:0-0-0,0-1-61, [12:0-5-8 Edge], [15:0-5-8 Edgej 849581732 735A—GR C3 Hip 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:22 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-whVodgYMgslQZfXvco2QckIZ73m C9zPicg4WbEzr7wl 6-8 I 158 1905-8 90- 0-00 2-110.00 333-11 2-6-0 0--0 2 3 3--3--10 Scale= 1:34.7 46 = 4x6 = 4x6 = 3x4 = 2x4 II 2x4 II 3x4 = 3x9 II 3x9 11 3-3-1 6-5-8 6- -0 9-0-0 10-0-0 1 -6-0 12 -8 15-8-15 18-5-8 9-0- 3-3-1 :1,14 0- -8 2-6-0 1-0-0 2 -6-8 Plate Offsets (X Y)-- [2:0-3-5,Edgel [2:0-0-0,0-1-141, [5:0-2-8,0-0-121, f9:0-2-13,0-10-11, [9:0-0-0,0-1-61, [12:0-5-8 Edge], [15:0-5-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.02 9-10 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 10 >999 240 Weight: 83 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 'Except' 2-0-0 oc purlins (6-0-0 max.): 5-6. 4-16,7-11: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud 6-0-0 oc bracing: 14-15,12-13. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud, Right: 2x6 SPF 165OF 1.5E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except Qt=length) 15=0-3-8, 12=0-3-8. (Ib) - Max Horz 2=52(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 9 except 2=-117(LC 6), 15=-105(LC 6), 12=-106(LC 7) Max Grav All reactions 250 Ib or less at joint(s) except 2=511(LC 27), 15=794(LC 27), 12=818(LC 27), 9=358(LC 27) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/70, 8-9=-526/94 BOT CHORD 2-17=-64/385, 4-15=-555/113, 7-12=-562/112, 9-10=-51/422 WEBS 15-17=-72/403, 3-15=-472/93, 4-14=-13/271, 7-13=-13/282, 10-12=-60/447, 8-12=-527/114 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. � 0 / 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 X�e,P ••'•••C;�tf' non -concurrent with other live loads. V� • SOON, •e• F� 5) Provide adequate drainage to prevent water ponding. eo P p Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Z 2 lo 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • U o will fit between the bottom chord and any other members. PE -44018 ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) ' 2=117, 15=105, 12=106. •' C� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �C� •.: �� January 27,2017 ,A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 13-14 >999 360 MT20 197/144 849581733 735A GR Cl GABLE 1 1 Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 7 n/a hie NOTES - BCLL 0.0 Code IRC2012rrP12007 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:23 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-Ot3BrOY_RAQHAo66AVZf9yrh7T5huOlsrKg48gzr7wk -1-0-0 3-1-12 6-0-0 9-0-0 13-5-11 18-0-0 19-0-0 1-0-0 3-1-12 2-10-4 3-0-0 4-5-11 4-6-5 1-0-0 4x6 = 3x4 = 3x9 = -^ 12 11 10 9 I9 d Scale = 1:40.8 Plate Offsets (X Y)— (3:0-0-8,0-3-01 [7:0-3-5,Edge], [7:0-0-0,0-1-141 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 0.38 Vert(LL) -0.03 13-14 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(TL) -0.06 13-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 7 n/a hie NOTES - BCLL 0.0 Code IRC2012rrP12007 Matrix -S Wind(LL) 0.00 13 >999 240 Weight: 104 Ib FT = 20% BCDL 10.0 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. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE installed during truss erection, in accordance with Stabilizer Right: 2x4 SPF No.2 [be nstallation guide. REACTIONS. All bearings 6-5-8 except (jt=length) 14=0-5-8. (lb) - Max Horz 14=-21 O(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 14, 11 except 7=-112(LC 7), 12=-152(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 10, 9 except 14=685(LC 15), 7=290(LC 29), 12=1003(LC 1), 12=1003(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-470/117, 4-5=-413/119, 5-6=-36/312, 2-14=-271/113 BOT CHORD 13-14=-60/402, 12-13=0/255 WEBS 5-12=-758/119, 6-12=-511/191, 3-14=-509/26 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. This truss has been designed for of min roof live load of 16.0 or 1.00 times flat roof load of 30.0 on overhangs 1/5) sofnon-concurrent greater psf psf with other live loads. ��6) All plates are 2x4 MT20 unless otherwise indicated.27) Gable studs spaced at 1-4-0 oc. fi%;8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.9) CS ' This truss has been designed for a 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. Provide truss to bearing 100 Ib 14, 11 except(jt=lb) 10) mechanical connection (by others) of plate capable of withstanding uplift at joint(s) 7=112, 12=152.\ January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735,& Plate Offsets (X Y)-- 12:0-1-0 0-2-41, 16:0-3-5 Edgel 16:Edge 0-1-101 LOADING (psf) SPACING- 2-0-0 849581734 735A—GR D2 Roof Special 1 1 TC 0.67 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:24 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-s3cZ2MZcCUY7oyhlkD4ui9NnNtOHdp1?4_Zdg6zr7wj I-1-0-0 6-0-0 9-0-0 I 13-5-11 18-0-0 119-0-0 1-0-0 6-0-0 3-0-0 4-5-11 4-6-5 1-0-0 94 4x6 = 10 3x4 = 4x6 _ = 3x4 II 4x8 — 3x9 I� a Scale = 1:40.0 6-0-0 i 11-11-11 18-0-0 6-0-0 5-11-11 6-0-5 Plate Offsets (X Y)-- 12:0-1-0 0-2-41, 16:0-3-5 Edgel 16:Edge 0-1-101 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 0.67 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.13 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Matrix -S Wind(LL) 0.04 8 >999 240 Weight: 75 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10: 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 HF Stud Installation uide. REACTIONS. (Ib/size) 10=975/0-5-8, 6=975/0-5-8 Max Horz 10=-211(LC 8) Max Uplift 10=-110(LC 10), 6=-172(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-957/165, 3-4=-854/159, 4-5=-1585/240, 5-6=-1811/280, 2-10=-922/142 BOT CHORD 9-10=-229/439, 8-9=-75/1162, 6-8=-213/1618 WEBS 3-9=-102/675, 4-9=-836/223, 4-8=-56/495, 5-8=-333/160, 2-9=-71/415 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �PO O L will fit between the bottom chord and any other members.�0 .0000#e��� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Q �. Sooti .� sFO 10=110,6=172, �.-00 02 PE -44018 p. .QZ ON January . January 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 JobTDI SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 Truss Type Qty Ply 735A PLATES GRIP MT20 185/144 Weight: 328 Ib FT = 20 LUMBER- BRACING - at 0-9-0 oc, member 9-4 2x4 - 1 row at 0-9-0 oc, member 8-4 2x4 - 1 row at 0-9-0 oc, member 8-5 2x4 - 1 row at 0-9-0 oc, member 849581735 735A—GR Roof Special Girder 1 3 P� 0 LIC Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except` ;end plate grip DOL=1.33 .��••.••••.. • SOO •. f V : O N •• Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:26 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-pSkJT2bsk5or1 Grhre7MnaTCUg2N5dQIX12kk?zr7wh 1 3-0-14 6-0-0 9-0-0 12-8-15 18-0-0 i 3-0-14 2-11-2 3-0-0 3-6-15 5-3-1 5x8 5x8 11 3x12 II 10x10 = 8x8 = 3x12 II 402 = I� d Scale = 1:39.2 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 NO Code IRC2012/TP12007 CSI. TC 0.38 BC 0.52 WB 0.74 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.27 0.05 0.08 (loc) I/deft L/d 7-8 >999 360 7-8 >786 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 328 Ib FT = 20 LUMBER- BRACING - at 0-9-0 oc, member 9-4 2x4 - 1 row at 0-9-0 oc, member 8-4 2x4 - 1 row at 0-9-0 oc, member 8-5 2x4 - 1 row at 0-9-0 oc, member TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD P� 0 LIC Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except` ;end plate grip DOL=1.33 .��••.••••.. • SOO •. f V : O N •• 3-9:2x4 SPF No.2 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. WEDGE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE 44018 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Left: 2x6 SPF 165OF 1.5E •�� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) REACTIONS. (Ib/size) 6=6914/0-5-8, 1=8057/0-5-8 6=1014,1=1104. ••••••• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1719 Ib down and 248 Ib up at Max Horz 1=-175(LC 31) 1-5-4, 1719 Ib down and 248 Ib up at 3-5-4, 1719 Ib down and 248 Ib up at 5-5-4, 1719 Ib down and 248 Ib up at 7-5-4, 1719 Ib down and 248 Ib up at 9-5-4, 1719 Ib down and 248 Ib up at 11-5-4, 1719 Ib down and 248 Ib up at 13-5-4, and 612 Ib down and Max Uplift 6=-1014(LC 11), 1=-1104(LC 11) 138 Ib up at 15-5-4, and 572 Ib down and 88 Ib up at 17-5-4 on bottom chord. The design/selection of such connection device(s) is ry FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9333/1306, 2-3=-7715/1149, 3-4=-7679/1121, 4-5=-12166/1728, 5-6=-16212/2317 BOT CHORD 1-10=-872/6286, 9-10=-873/6287, 8-9=-1566/11754, 7-8=-2135/15205, 6-7=-2135/15205 WEBS 2-10=-271/2156.2-9=-449/152. 3-9=-1307/9088, 4-9=-8104/1225, 4-8=-640/4645, 5-8=-4123/675, 5-7=-393/3057 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-6-0 oc, Except member 9-2 2x4 - 1 row at 0-9-0 oc, member 9-3 2x4 - 1 row at 0-9-0 oc, member 9-4 2x4 - 1 row at 0-9-0 oc, member 8-4 2x4 - 1 row at 0-9-0 oc, member 8-5 2x4 - 1 row at 0-9-0 oc, member 5-7 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. P� 0 LIC 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed vertical left and right exposed; Lumber DOL=1.33 c5' O ;end plate grip DOL=1.33 .��••.••••.. • SOO •. f V : O N •• �2 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1:1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE 44018 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •�� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=1014,1=1104. ••••••• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1719 Ib down and 248 Ib up at s 1-5-4, 1719 Ib down and 248 Ib up at 3-5-4, 1719 Ib down and 248 Ib up at 5-5-4, 1719 Ib down and 248 Ib up at 7-5-4, 1719 Ib down and 248 Ib up at 9-5-4, 1719 Ib down and 248 Ib up at 11-5-4, 1719 Ib down and 248 Ib up at 13-5-4, and 612 Ib down and January 27,2017 138 Ib up at 15-5-4, and 572 Ib down and 88 Ib up at 17-5-4 on bottom chord. The design/selection of such connection device(s) is ry A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A 849581735 735A_GR D3 Roof Special Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:26 2017 Page 2 I D:115gFCEhhaEpenE2EtXmclzDJpv-pSkJT2bsk5orl Grhre7MnaTCUg2N5dQIX12kk?zr7wh LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-6=-80, 1-6=-20 Concentrated Loads (lb) Vert: 14= -1719(B)15= -1719(B)16= -1719(B)17= -1719(B)18= -1719(B)19= -1719(B)20= -1719(B)21= -612(B)22= -572(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 1o9 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply735A DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 14 n/r 120 849581736 735A_GR E1 Scissor Supported Gable 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7-9-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:27 2017 Page 1 I D:115q FC E h ha E pen E2EtXm clzDJ pv-H e I hg OcU VPwifQ PtP LebJo?Rt4 WBq Fy RmyoH H Rzr7wg 4x6 = 7-9-0 1-0-0 Scale = 1:29.3 3x6 11 2x4 11 2x4 11 3x6 11 Plate Offsets (X Y)— [2:0-1-15,0-0-61, [14:0-1-15,0-0-61 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 0.08 Vert(LL) 0.00 14 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 61 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SPF No.2 1-8-10, Right 2x4 SPF No.2 1-8-10 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-6-0. (lb) - Max Horz 2=-75(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 24, 19, 18, 17, 16 Max Grav All reactions 250 Ib or less at joint(s) 2, 20, 14, 21, 22, 23, 24, 19, 18, 17, 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �p p 0 LICF will fit between the bottom chord and any other members. �� ••.•e•••••• �s 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 23, 19, 16, VD • soot' •.• t�Q i 0 r 24, 18, 17, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16. Q� U �S PE -44018 • • �Cr 9 FSS�ON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.16 7 >999 360 849581737 735A_GR E2 Scissor Girder 1 3 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.22 5 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:28 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-Irs4ukc7Gi2ZHa_3z29gs?W MUjQZTyb?bXgpuzr7wf 4-5-0 7-9-0 11-1-0 15-8-0 r 4-5-0 3-4-0 3-4-0 4-5-0 5x8 II Scale = 1:28.2 412 % 412 r Plate Offsets (X,Y)-- [6:0-5-9,0-0-121, [8:0-5-9,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.16 7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.32 6-7 >569 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.22 5 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.10 7 >999 240 Weight: 244 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' 3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 1=7028/0-5-8, 5=8598/0-5-8 Max Horz 1=-69(LC 23) Max Uplift 1=-972(LC 10), 5=-1201(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17702/2453, 2-3=-14568/2006, 3-4=-14567/2017, 4-5=-17383/2367 BOT CHORD 1-8=-2241/16119, 7-8=-2214/15887, 6-7=-2081/15672, 5-6=-2103115860 WEBS 3-7=-1650/12189,4-7=-1902/370,4-6=-328/2616,2-7=-2191/394, 2-8=-356/2809 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 7-4 2x4 - 1 row at 0-9-0 oc, member 4-6 2x4 - 1 row at 0-5-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 2-8 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0 LICE 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. SPD 0 ��•e••��• ' sfO psf 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 ��� ; soOyy• :�00 02: will fit the bottom chord and any other members. between 8) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ; U 0 ; capacity of bearing surface. PE -44018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=972,5=1201. 10) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 1776 Ib down and 248 Ib up at provided 0� 2-0-12, 1762 Ib down and 254 Ib up at 3-6-12, 1757 Ib down and 255 Ib up at 5-6-12, 1757 Ib down and 258 Ib up at 7-9-0, 1757 �s •••• \ Ib down and 256 Ib up at 9-5-4, 1707 Ib down and 250 Ib up at 11-5-4, and 1776 Ib down and 248 Ib up at 13-5-4, and 1829 Ib SOON down and 268 Ib up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1► is always required for stability and to prevent collapse with possible personal injury and properly M'Tei.'y damage. For general guidance regarding the K 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 Ply 735A 849581737 735A_GR E2 Scissor Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:28 2017 Page 2 I D:115gFC EhhaEpenE2EtXmclzDJpv-Irs4ukc7Gi2ZHa_3z29gs? W MUjQZTyb?bXgpuzr7wf 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, 1-7=-20, 5-7=-20 Concentrated Loads (lb) Vert: 5=-1829 7= -1757(F)11= -1776(F)12= -1762(F)13= -1757(F)14= -1757(F)15= -1707(F)16= -1776(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPl1 Quality Criteria, DSB-39 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 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=1599/Mechanical, 2=1493/0-5-8 849581738 735A_GR G1 Half Hip Girder 1 2 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3374/702, 3-4=-3203/665, 4-5=-3199/664, 5-6=-1394/297 BOT CHORD 2-8=-655/3130, 7-8=-645/3063, 6-7=-83/308 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 0 N, -61 1-0-0 5-0-0 4x6 = 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:29 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-D1 QS54d110AQujZFXmg3PD5fWu7jlDtkDFHOLKzr7we 4-4-4 2x4 11 4-7-12 Scale = 1:25.5 4x6 = 3x5 = 2x4 11 4x8 = 4x6 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.58 BC 0.28 WB 0.58 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.07 7-8 >999 360 Vert(TL) -0.12 7-8 >999 240 Horz(TL) 0.02 6 n/a n/a Wtnd(LL) 0.04 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 116 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 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=1599/Mechanical, 2=1493/0-5-8 Max Horz 2=89(LC 38) Max Uplift 6=-347(LC 6), 2=-354(LC 6) Max Grav 6=1748(LC 23), 2=1531(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3374/702, 3-4=-3203/665, 4-5=-3199/664, 5-6=-1394/297 BOT CHORD 2-8=-655/3130, 7-8=-645/3063, 6-7=-83/308 WEBS 3-8=-123/850,4-7=-512/141,5-7=-616/3101 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 lost (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. N00 LICE 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs •• ��•��•/jj sF� non -concurrent with other live loads. Q\ SOOZ •• 7) Provide adequate drainage to prevent water ponding. O0 % � 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PE -44018 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) 6=347,2=354. Q� 12) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �s ••e. \� 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 634 lb down and 166 Ib up at ON 5-0-0, 249 Ib down and 68 Ib up at 7-0-12, 249 Ib down and 68 Ib up at 9-0-12, and 249 Ib down and 68 Ib up at 11-0-12, and 251 Ib down and 72 Ib up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. January 27,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• 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®kms is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 849581738 735A_GR G1 Half Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:30 2017 Page 2 I D:115gFCEhhaEpenE2EtXmclzDJpv-hD_gJ PeNnKI H Wt8S4TB IxQdgGHTy1 TvtSvOxtmzr7wd 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, 2-6=-20 Concentrated Loads (lb) Vert: 8=-634(F) 7=-249(F) 10=-249(F) 11= -249(F)12= -251(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, 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 JobTG2 Truss Type Qty Ply 735A DOL=1.33 CSI. �HalfHip in (loc) I/deft Lid PLATES GRIP 849581739 735A GR TC 0.98 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:30 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-hD_gJ PeNnKI H W 8S4TB I%Odk5HOv1 X?tSvOxtmzr7wd 1-0-0 7-0-0 5x6 = Scale = 1:25.4 5.6 11 5x6 = 2x4 11 3x9 = Plate Offsets (X Y)-- 12:0-3-5 Edgel [2:0-0-0,0-2-6], [3:0-2-8,0-1-121 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; LOADING (psf) SPACING- 2-0-0 DOL=1.33 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.09 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(TL) -0.20 2-6 >812 240 8) Refer to girder(s) for truss to truss connections. TCDL 10.0 Rep Stress Incr YES PE -44018 ; WB 0.32 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -S Wnd(LL) 0.05 2-6 >999 240 Weight: 49 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purlins, 3-4:2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at micipt 3-5 4-5: 2x6 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 5=673/Mechanical, 2=780/0-5-8 Max Horz 2=125(LC 7) Max Uplift 5=-123(LC 6), 2=-183(LC 6) Max Grav 5=758(LC 23), 2=902(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1174/182, 4-5=-390/102 BOT CHORD 2-6=-169/1012, 5-6=-174/1002 WEBS 3-6=0/314, 3-5=-969/171 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 0 LIoF 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. Q�P� �� ����eee • psf 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 VO: • SOON•��* %s�Q : O2: will fit between the bottom chord and any other members. ��0 . 8) Refer to girder(s) for truss to truss connections. e U O ; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 ; 5=123.2=183. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FSs�ON January 27,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 135A DOL=1.33 260 Plate Offsets (X Y)- [2:0-0-0,0-2-21, f2:0-3-5,Edgel 3) Unbalanced snow loads have been considered for this design. 849581740 735A G3 Half Hip 1 1 PLATES GRIP -GR Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 2-8 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:31 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-90YCWIf?Yd0881jee6jXUeA2Yhmgm?P1 hZmVQCzr7wc 4-5-11 2-6-0 2-6-0 5x6 = 4x6 = Scale = 1:24.8 5x6 = 3x9 = 2x4 11 NOTES - 9-0-0 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; - 11-6-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 900 DOL=1.33 260 Plate Offsets (X Y)- [2:0-0-0,0-2-21, f2:0-3-5,Edgel 3) Unbalanced snow loads have been considered for this design. LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.51 Vert(TL) -0.31 2-8 >434 240 ; PE -44018 TCDL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a ri SS�ON SCLL 0.0 Code IRC2012lrP12007 Matrix -R Wind(LL) 0.02 2-8 >999 240 Weight: 51 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, 4-6: 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 7=788/Mechanical, 2=635/0-5-8 Max Horz 2=153(LC 9) Max Uplift 7=-232(LC 7), 2=-153(LC 6) Max Grav 7=799(LC 23), 2=839(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1185/191, 3-4=-539/66, 4-5=-449/90, 5-7=-829/215 BOT CHORD 2-8=-189/1043 WEBS 3-8=-644/189, 5-8=-71/729 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �•.�•� /� k<,s will fit between the bottom chord and any other members. 500A1". 8) Refer to girder(s) for truss to truss connections. OO O 2 ; n 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ; U ; 7=232, 2=153. ; PE -44018 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. SS�ON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/072015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '• 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 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 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581741 735A GR H1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 6-3-0 46 = 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:32 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-dc5ak5fdJxY?IB IgCuEmOrjll5DQV W7AwDV2ylzr7wb 6-3-0 1-0-0 Scale = 1:25.7 3x5 II 20 19 18 17 16 15 14 3x5 II 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 1�6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 12 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Weight: 54 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-2, Right 2x4 SPF No.2 1-7-2 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. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 2=-61 (LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 18, 19, 20, 16, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 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 tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 18, 19, 20, 16, 15, 14. pe`Pp o LIOF" c��.•''� so0N ' :sO 0 PE -44018 January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type City Ply 735A PLATES GRIP MT20 185/144 Weight: 49 Ib FT = 20 LUMBER- BRACING - 849581742 735A GR H2 Common 5 1 BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:33 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-roofzxRgF4FgsNLt1 mcl?Z3FSrVVOEyOK8tFbU5zr7wa i -1-0-0 6-3-0 12-6-0 13-6-0 r 1-0 6-3-0 6-3-0 1-0-0 6x6 = Scale = 1:25.3 3x9 11 2x4 11 3x9 11 Ib LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.18 BC 0.30 WB 0.09 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 0.01 0.02 (loc) I/deft L/d 4-6 >999 360 4-6 >999 240 4 n/a n/a 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 49 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud, Right: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 2=700/0-5-8, 4=700/0-5-8 Max Horz 2=-61 (LC 8) Max Uplift 2=-105(LC 10), 4=-105(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-787/117, 3-4=-787/116 BOT CHORD 2-6=-42/618, 4-6=-42/618 WEBS 3-6=0/256 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 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. N00 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) ��Q ejeeee gee F-.. 2=105,4=105, �O�500y ' �O �O 01. PE -44018 ON January January 27,2017 A WARNING . Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& TOP CHORD 2x6 SPF 1650F 1.5E 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. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer 849581743 735,& GR H3 Common 1 1 Max Horz 2=62(LC 7) Max Uplift 5=-75(LC 11), 2=-105(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:33 2017 Page 1 ID:ll5gFCEhhaEpenE2EtXmclzDJpv-6ofzxRgF4FgsNLt1 mcl?Z3FSsVVjEyRK8tFbU5zr7wa I -1-0-0 6-3-0 12-0-8 1-0-0 6-3-0 5-9-8 5x6 = 3x9 11 2x4 11 4x6 11 Scale = 124.5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.18 BC 0.28 WB 0.09 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.02 2-6 >999 360 Vert(TL) -0.07 2-6 >999 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 49 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E 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. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation uide. SLIDER Right 2x4 HF Stud 3-2-13 REACTIONS. (Ib/size) 5=586/Mechanical, 2=694/0-5-8 Max Horz 2=62(LC 7) Max Uplift 5=-75(LC 11), 2=-105(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-757/114, 3-5=-761/118 BOT CHORD 2-6=-41/587, 5-6=-41/587 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. 0 LIC 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) �Pp •�...•• /jj Q�'•e•' e• s�CO plate SUO� 2=105. V;�UO U2: PE -44018 FssiON. January 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 14II.7473 rev. 10/032015 BEFORE USE. ��' aa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD 849581744 735A_GR 11 Common Supported Gable 1 1 be installed during truss erection, in accordance with Stabilizer 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 12-0-0 Installation guide. REACTIONS. All bearings 12-0-0. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:34 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-a_DLBnhtrYoj?V S DJJGE6GoehvuzzPnTNX_90Xzr7wZ � 1 6-0-0 12-0-0 113-0-0 1-0-0 6-0-0 6-0-0 46 = 24 23 22 21 20 19 18 17 16 15 14 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 1! Scale = 1:40.4 LUMBER- 3x4 = TOP CHORD 2-24=-274/190 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD 12-0-0 OTHERS 2x4 SPF No.2MiTek ---- 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 be installed during truss erection, in accordance with Stabilizer 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 12-0-0 Installation guide. REACTIONS. All bearings 12-0-0. ' 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 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.09 Vert(TL) -0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Weight: 69 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2-24=-274/190 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 be installed during truss erection, in accordance with Stabilizer 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 Installation guide. REACTIONS. All bearings 12-0-0. (lb) - Max Horz 24=220(LC 7) 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���P.••.... Max Uplift All uplift 100 Ib or less at joint(s) 14, 19, 20, 21, 22, 18, 17, 16 except 24=-204(LC 4), 500/V**. will fit between the bottom chord and any other members. 23=-205(LC 5), 15=-174(LC 9) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 19, 20, 21, U Max Grav All reactions 250 Ib or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=296(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-274/190 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 cc. 00 LICe 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���P.••.... 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 500/V**. will fit between the bottom chord and any other members. O : O C (--1. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 19, 20, 21, U 22, 18, 17, 16 except Qt=1b) 24=204, 23=205, 15=174. PE44018 SON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 �d a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heklhts, CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.02 9-10 >999 360 849581745 735A 12 Common 1 1 TCDL 10.0 -GR WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:35 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-2BnjM7iWcswace1 PtlnTeULmilCjirYdcBkiZ_zr7wY 3-1-12 6-0-0 B-10-4 12A-0 l].3-0-0 1-0-0 3-1-12 2-10-4 2-10-4 3-t-12 1-0-0 4x6 = 103x6 = 8 3x9 = 3x6 = Scale = 1:38.6 6-0-0 6-0-0 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 0.28 Vert(LL) -0.02 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.05 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 62 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=677/0-5-8, 8=677/0-5-8 Max Horz 10=220(LC 7) Max Uplift 10=-88(LC 8), 8=-88(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-473/131, 4-5=-473/131, 2-10=-309/105, 6-8=-308/105 BOT CHORD 9-10=-85/444, 8-9=-2/376 WEBS 4-9=-74/266, 3-10=-422/53, 5-8=-422/52 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 lost 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) 10, 8. O LI�F� p SOON - %sFO Ode UO PE -44018 10.E FSs�ON January 27,2017 M WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus ei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581746 735A_GR J1 Half Hip Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0,80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:36 2017 Page 1 I D:115q FC Ehha E pen E2 EtXm clzDJpv-WN L5ZTj BNA2 Q EobcRkl i BhttwiZLR H_m q rTG5 Qzr7wX -1 1-0-0 4-0-0 8-0-0 � 400 -- 400 Scale= 1:17.8 �Ia 4x6 = 6x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.01 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.02 7 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.23 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -P Wind(LL) 0.01 7 >999 240 Weight: 32 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 4=465/0-1-8, 2=526/0-5-8 Max Horz 2=73(LC 7) Max Uplift 4=-66(LC 6), 2=-123(LC 6) Max Grav 4=491 (LC 23), 2=623(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-668/32, 3-4=-566/61 BOT CHORD 2-7=-41/554 WEBS 4-7=-43/599 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=123. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 76 Ib up at 6-0-12 on top chord, and 96 Ib down at 4-0-0, and 41 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 0 SOON e .sG 0 0 PE -44018 e t� N January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 849581746 735A_GR J1 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:36 2017 Page 2 I D:115gFCEhhaEpenE2EtXmclzDJpv-WN L5ZTj8NA2Q EobcRkliBhttwiZLRH_mgrTG5Qzr7wX LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 7=-48(F) 9=-69(F) 11=-21(F) A 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 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 ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581747 735A_GR J2 Half Hip 1 1 BC 0.47 Vert(TL) -0.09 2-8 >999 240 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:39 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-wy1 ECUIOg5R?5GKA6ssPpKVGnwV9efgCXp4ilzr7wU 1-0-0 6-0-0 4x6 = 5x6 = 4x6 = Scale = 1:17.8 I� d Plate Offsets (X Y)- [2:0-1-13,0-6-11, [2:0-0-0,0-1-141, [4:0-2-8,0-2-121 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; 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 0.98 Vert(LL) -0.03 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.09 2-8 >999 240 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 4 n/a n/a 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Ot=lb) BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 8 >999 240 Weight: 28 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTeink recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud stalled during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. (Ib/size) 4=395/0-1-8, 2=481/0-5-8 Max Horz 2=108(LC 7) Max Uplift 4=-66(LC 6), 2=-130(LC 6) Max Grav 4=395(LC 1), 2=621 (LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391/18, 3-4=-290/57 BOT CHORD 2-8=-34/275 WEBS 4-8=-41/441 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. LIC 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-6-0 tall by 2-0-0 ��PO J�'F� 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide •.e•• S SOON •• will fit between the bottom chord and any other members.V� CCS O 1. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 0 O O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Ot=lb) U 2=130. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 ; 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. January 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473rev. 10/0 32 01 5 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-99 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E 849581748 735A J3 Half Hip 1 1 except end verticals. -GR BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. mechanical connection (by plate 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:40 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-O8acPgmeROZsjQvNgaNeLX2awJwIN8UMITRTE Bzr7wT -1-0-0 8-0-0 8-Q,1 2 1-0-0 8-0-0 0- -12 Scale = 1:19.8 3x5 3 3x4 = 1d LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 1 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc, YES Code IRC2012/TPI2007 CSI. TC 0.44 BC 0.19 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.05 2-5 >999 360 -0.12 2-5 >168 240 -0.00 3 n/a n/a 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. mechanical connection (by plate 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 07371;62=128. recommends that Stabilizers and required cross bracing 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. O SOOyy eett0) (.1......."PE-44018 Gap between inside of top chord bearing and first diagonal Gr vertical web shall not exceed 0.500in.O02 FMikTe einstalled during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 3=376/0-1-8, 2=484/0-5-8 Max Horz 2=140(LC 7) Max Uplift 3=-72(LC 10), 2=-128(LC 6) Max Grav 3=437(LC 15), 2=507(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide others) of truss to bearing at joint(s) 3. mechanical connection (by plate 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 07371;62=128. •.e•'U�1 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. O SOOyy eett0) (.1......."PE-44018 Gap between inside of top chord bearing and first diagonal Gr vertical web shall not exceed 0.500in.O02 i .. ON) January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not¢ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall piTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 135A LUMBER- BRACING - 849581749 735A—GR J4 Monopitch 1 1 2x6 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:41 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-tL8_cAmGCihjKZUZEHutulblojG 16bkV_7B 1 mdzr7wS 3x5 11 3x4 = It Scale= 1:19.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.43 BC 0.19 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (loc) I/defl L/d -0.05 1-4 >999 360 -0.11 1-4 >788 240 -0.00 2 n/a n/a 0.00 1 .... 240 PLATES GRIP MT20 185/144 Weight: 32 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=375/0-5-8, 2=381/0-1-8 Max Horz 1=134(LC 7) Max Uplift 1=-60(LC 6), 2=-74(LC 10) Max Grav 1=390(LC 14), 2=428(LC 14) 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 Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 849581750 735A_GR J5 Monopitch Girder 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1=103. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 -�6 8-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:41 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-tL8_cAmGCihjKZUZEHutulbknjBD6bkV_7B1 mdzr7wS 3x5 II 3x4 = Scale = 1:19.6 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 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 0.50 BC 0.50 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.10 1-4 >929 360 -0.23 1-4 >386 240 -0.00 2 n/a n/a 0.06 1-4 >999 240 PLATES GRIP MT20 185/144 Weight: 32 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E will fit between the bottom chord and any other members. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1=103. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. MiTek recommends that Stabilizers and required cross bracing 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CPQ \,� /1/s 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 Ib down and 43 Ib up at be installed during truss erection, in accordance with Stabilizer 2-0-12, and 1741b down and 43 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the ; O 0 ; responsibility of others. Installation guide. REACTIONS. (Ib/size) 1=591/0-5-8, 2=512/0-1-8 PE -44018 LOAD CASE(S) Standard Max Horz 1=134(LC 9) �tQ Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 Ftp�� •••• • \ Max Uplift 1=-103(LC 6), 2=-100(LC 10) ON Concentrated Loads (lb) Max Grav 1=606(LC 14), 2=559(LC 14) January 27,2017 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Ot=lb) 1=103. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 0 LICE 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CPQ \,� /1/s 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 Ib down and 43 Ib up at •.•••••••• �� O SOON• *% FO 2-0-12, and 1741b down and 43 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the ; O 0 ; responsibility of others. : 'Z U G) 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1 . 15, Plate Increase=1.15:• �tQ Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 Ftp�� •••• • \ ON Concentrated Loads (lb) Vert: 6= -174(B)7= -174(B) January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Of -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849581751 735A_GR J6 Half Hip Girder 1 1 BC 0.28 Vert(TL) -0.02 2-8 >999 240 TCDL 10.0 ' Rep Stress Incr NO Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:42 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-LXiMq WnvzOpayj3ln?P6Qy7wG7Zur?jeDnwaJ4zr7wR -1-0-0 4-0-0 6-6-0 1-0-0 4-0-0 2-6-0 Scale= 1:15.0 4x6 = 5x6 = 4x6 = Plate Offsets (X Y)-- [2:0-1-13,0-6-11, [2:0-0-0,0-1-141, [4:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.01 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.02 2-8 >999 240 TCDL 10.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012lTP12007 Matrix -P Wind(LL) 0.00 8 >999 240 Weight: 23 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud FMiTek nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 4=482/0-1-8, 2=427/0-5-8 Max Horz 2=75(LC 40) Max Uplift 4=-69(LC 7), 2=-108(LC 6) Max Grav 4=482(LC 1),2=530(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/2, 3-4=-329/32 BOT CHORD 2-8=-15/320 WEBS 4-8=-12/387 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=108. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 79 Ib up at 6-2-12 on top chord, and 99 Ib down at 4-0-0, and 56 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 0 January 27,2017 ,& WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �L building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component'777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 849581751 735A—GR J6 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:42 2017 Page 2 ID:115gFC EhhaEpenE2EtXmclzDJpv-LXiMq WnvzOpayj3ln?P6Qy7wG7Zur?jeDnwaJ4zr7wR LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 4=-106(F) 7=-28(F) 8=-50(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSVTPl1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hem his CA 95610 Job Truss Truss Type Qty Ply735A PLATES GRIP MT20 185/144 Weight: 28 Ib FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 849581752 735A -GR J7 Half Hip 1 1 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:43 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-pjGk t soXkJxRateyLiwLzAg5OXyraProRRg7wvzr7wQ 6-6-0 1-0-o s -o -o Fg s-0 1-0-o s -o -o as -o 6x10 II o�d 3x4 = Scale = 1:17.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 70.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.43 BC 0.10 WB 0.35 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 6-7 >999 360 -0.01 6-7 >999 240 -0.00 3 n/a n/a 0.00 7 >999 240 PLATES GRIP MT20 185/144 Weight: 28 Ib FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud •••.••••••• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) ; O� 0% 2=115. MiTek recommends that Stabilizers and required cross bracing U 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PE -44018 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=330/0-1-8, 2=395/0-5-8 Max Horz 2=107(LC 9) Max Uplift 3=-66(LC 6), 2=-115(LC 6) Max Grav 3=392(LC 24), 2=525(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-305/0 WEBS 3-7=0/252 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 ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �P00 L/CF •••.••••••• 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. V� • SOON • e 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) ; O� 0% 2=115. 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. U 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PE -44018 January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. OF Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735,& LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849581753 735A_GR J8 Monopitch 6 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:43 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-pjGk1 soXkJxRateyLiwLzAg8fXwwaUEoRRg7rWzr7wQ -1-0-0 4-0-0 1-0-0 4-0-0 Scale= 1:12.4 3 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.22 BC 0.22 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 2-5 >999 360 -0.02 2-5 >999 240 -0.00 3 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 0 LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud �� •.•90000•• VOA •• SOON •. F� Fbistalledduring truss erection, in accordance with Stabilizer ; U G) allation guide. REACTIONS. (Ib/size) 3=163/0-1-8.2=290/0-5-8 O � Max Horz 2=77(LC 7) /ON January January 27,2017 Max Uplift 3=-30(LC 10), 2=-99(LC 6) Max Grav 3=178(LC 15), 2=297(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 at joint(s) 3. 0 LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. NO 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� •.•90000•• VOA •• SOON •. F� zoo 0 ; U G) PE -44018 O � /ON January January 27,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CitmsHeicthts.0A 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849561754 735A J9 Monopitch 1 1 except end verticals. -GR P ••••.eC�1j/ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:44 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-Hwg7FCp9Ud31B1 D8vQRaWNCDbxEQJsPxg5PhNyzr7wP -1-0-0 } 4-10-9 10-0-0 1-0-0 4-10-9 5-1-7 6x6 % Scale = 1:24.7 4 5 46 = 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.59 BC 0.34 WB 0.33 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.03 2-8 >999 360 -0.06 2-8 >999 240 -0.01 4 n/a n/a 0.02 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' except end verticals. WEBS 2x4 HF Stud P ••••.eC�1j/ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE p 0 ; 4=101, 2=140. MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 4=496/0-1-8, 2=579/0-5-8 •••• ss�ON January 27,2017 Max Horz 2=179(LC 7) Max Uplift 4=-101(LC 10), 2=-140(LC 6) Max Grav 4=592(LC 15), 2=61 O(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-878/109, 3-4=-880/187 BOT CHORD 2-8=-124/756 WEBS 3-8=-416/169, 4-8=-190/865 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 0 L/ 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideO will fit between the bottom chord and any other members. P ••••.eC�1j/ 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. ��. O 500/y • %sfO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) p 0 ; 4=101, 2=140. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PE -44018 011, '��J� •••• ss�ON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849581755 735A_GR J10 Diagonal Hip Girder 2 1 Max Horz 2=70(LC 6) Max Uplift 3=-83(LC 10), 2=-139(LC 6) Max Grav 3=220(LC 15), 5=111(LC 5), 2=440(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:37 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-_ZvTnpjm8TAHsyAo?RpxjvQON6sXAniv3VDpdszr7w W 5.7.2 1-5-0 5-7-2 2x4 11 Scale = 1:13.8 3x4 = 2x4 II 4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.65 BC 0.29 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.04 2-5 >999 360 Vert(TL) -0.09 2-5 >639 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 5 "" 240 PLATES GRIP MT20 197/144 Weight: 18 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 [be in stalled during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 3=186/Mechanical, 5=56/Mechanical, 2=419/0-7-6 Max Horz 2=70(LC 6) Max Uplift 3=-83(LC 10), 2=-139(LC 6) Max Grav 3=220(LC 15), 5=111(LC 5), 2=440(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 3 except 0t=1b) �,Ng 0 LV 2=139.•eeeeeeee. �s 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 30 Ib up at �� O soo/ •ea fQ 2-9-8 on top chord, and 2 Ib down at 2-9-8, and 2 Ib down at 2-9-8 on bottom chord. The design/selection of such connection : p C) a. device(s) is the responsibility of others. 2 1. U + 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '� PE -44018 LOAD CASE(S) Standard + Increase=1.15, Plate Increase=1.15 0 ; 1) Dead Snow (balanced): Lumber 0••,`��' Uniform Loads (plf) Vert: 1-3=-80, 2-4=-20 FSS,/Q •• ��� January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. aaam �m' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4-0-0 3) Unbalanced snow loads have been considered for this design. 849581756 735A J11 Jack -Closed 2 1 -GR SPACING- 2-0-0 will fit between the bottom chord and any other members. CSI. DEFL. in Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:37 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-_ZvTnpjm6TAHsyAo?RpxjvQ7b6v9Anlv3VDpdszr7wW 4-0-0 4-0-0 Scale = 1:12.4 3x4 = 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; 2x4 II " 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 4-0-0 3) Unbalanced snow loads have been considered for this design. 4-0-0 Plate Offsets (X Y)-- [2:0-0-0.0-1-61, [2:0-1-13.0-6-11 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOADING (psf) SPACING- 2-0-0 will fit between the bottom chord and any other members. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 4.6 TC 0.26 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 - 240 Weight: 13 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [MiTek enstalled during truss erection, in accordance with Stabilizer allation guide, REACTIONS. (Ib/size) 3=132/Mechanical, 5=41/Mechanical, 2=298/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-66(LC 10), 2=-92(LC 6) Max Grav 3=149(LC 15), 5=81(LC 5), 2=305(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. �I CF/ve�OS��N Toi!� 4.6 e Owe: U� PE -44018 ON January 27,2017 eessee AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. MF valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 849581757 i 735A_GR J12 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:38 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-SmTr_8kOvnJ8T61_Y9LAG6zGFWECvE?319yM91zr7wV 4-0-0 4-0-0 3x6 11 3x4 = 2x4 II 3 4-0-0 4-0-0 Scale= 1:12.4 Plate Offsets (X Y)-- 11:0-0-0,0- 1 -61, [1:0-1-13 0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.00 4 """" 240 Weight: 12 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. (Ib/size) 2=155/Mechanical, 4=42/Mechanical, 1=191/Mechanical Max Horz 1=67(LC 6) Max Uplift 2=-72(LC 6), 1=-23(LC 6) Max Grav 2=164(LC 14), 4=85(LC 5), 1=194(LC 14) 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 tight exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 1. o���PsooICF.�sF v � n N�•_O PE -44018 January 27,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 City Ply 735A DOL=1.33 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 849581758 735A—GR J13 Jack -Closed 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.03 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:38 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-SmTr_8kOvnJ8T61_Y9LAG6zK8 WGIvE?319yM91zr7wV -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale = 1:9.0 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, f2:0-1-13,0-6-111[3:0-2-0,0-0-41 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; LOADING (psf) SPACING- 2-0-0 DOL=1.33 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES OLNICF�•�4018 WB 0.00 Horz(TL) -0.00 3 n/a n/a ; i Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 *'.. 240 Weight: 8lb FT=20°/ BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 2=196/0-5-8, 5=19/Mechanical, 3=61 /Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-72(LC 6), 3=-34(LC 10) Max Grav 2=196(LC 15), 5=38(LC 5), 3=64(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 3. Pp rFS OLNICF�•�4018 0SO ; i A5 January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849581759 735A GR J14 Jack -Closed 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:39 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-wy1 ECUIOg5R?5GKA6ssPpKVVFwc_ehFCXpiwilzr7wU 1-11-11 t-11-11 3x4 = Scale = 1:9.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.05 BC 0.03 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 1 >999 360 -0.00 1-4 >999 240 -0.00 2 n/a n/a 0.00 1 "'• 240 PLATES GRIP MT20 185/144 Weight: 6 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud FM,.Tek nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 4=19/Mechanical, 1=87/0-5-8, 2=87/Mechanical Max Horz 1=39(LC 6) Max Uplift 1=-4(LC 6), 2=41 (LC 6) Max Grav 4=38(LC 5), 1=87(LC 1), 2=87(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. ; o���PsooJC�2 s G> ;C) PE -44018 ON) January 27,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 1� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iUliTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 JobTK'lu Truss Type City Ply 735A DOL=1.33 5 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. 849581760 735A -GR Diagonal Hip Girder 2 1 7-0-2 Plate Offsets (X Y)-- [2:0-0-0,0-1-71, [2:0-1-14.0-8-51 0 (/G'F 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6 except 0t=1b) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-5-0 2.83 12 m 7 N 2 1 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:45 2017 Page 1 I D:I15q FC Ehha Epen E2EtXm clzD J pv-160 V S Ypn Fx B 9pB nKl7zp2blJZK W42Ok5vl9EvPzr7wO 7-0-2 7-0-2 Scale = 1:15.7 2.4 3 4 4x8 11 9 10 B 3x4 = DOL=1.33 5 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. 2x4 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 7-0-2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7-0-2 Plate Offsets (X Y)-- [2:0-0-0,0-1-71, [2:0-1-14.0-8-51 0 (/G'F 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6 except 0t=1b) _ 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 0.90 Vert(LL) -0.12 2-6 >656 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,63 Vert(TL) -0.29 2-6 >262 240 �• Ftj'�, •'•• TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 Fila n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 21 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied Or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 installed during truss erection, in accordance with Stabilizer [nStbe allation quide. REACTIONS. (Ib/size) 6=385/Mechanical, 2=490/0-8-6 Max Horz 2=92(LC 9) Max Uplift 6=-70(LC 10), 2=-154(LC 6) Max Grav 6=418(LC 15), 2=512(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-327/125 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 (/G'F 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6 except 0t=1b) �PD �s plate �� ��••••••� 2=154. V� • S00". •� FQ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 73 Ib up at l O� Q 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 ; LOAD CASE(S) Standard . 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 a. 0, '��� Uniform Loads (plf) �• Ftj'�, •'•• Vert: 1-3=-80, 3-4=-80, 2-5=-20 ON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 118/-7473 rev. 101032015 BEFORE USE. aaaaaa ��" 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 ANSUTPIt 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 2231C Suite 109 7 Cilrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A 849581760 735A_GR K1 Diagonal Hip Girder 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:45 2017 Page 2 I D:115gFCEhhaEpenE2EtXmclzDJpv-16OVSYpnFxB9pBnKT7zp2blJZKW42Ok5v19EvPzr7wO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-41(F) 10=-26(F=-13, B=-13) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10Po3/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, 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 735A CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 849581761 735A GR K2 Jack -Closed 6 1 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.07 2-6 >838 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 ID:115gFC 1-0-05-0-0 1-0-0 5-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:45 2017 Page 1 EhhaEpenE2EtXmclzDJpv-16OV SYpnFxB9pBnKT7zp2blRcKbS2Ok5v19EvPzr7wO Scale = 1:14.0 3x4 = 2x4 II 5 Plate Offsets (X Y)- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 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; 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 0.45 Vert(LL) -0.03 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.07 2-6 >838 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a SFO BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 16 Ib FT = 20% BCDL 10.0 LUMBER- N BRACING - January 27,2017 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE iTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud installed during truss erection, in accordance with Stabilizer Fbe nstallation quide. REACTIONS. (Ib/size) 6=246/Mechanical, 2=331/0-3-8 Max Horz 2=96(LC 7) Max Uplift 6=-50(LC 10), 2=-99(LC 6) Max Grav 6=275(LC 15), 2=341(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. PO0 CICF�d' �4� .•0 SOON '. SFO PE -44018 N January 27,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not ,. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, 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 Hekthts. CA 95610 Job Truss Truss Type Qty Ply 735A 3-11-11 849581762 735A—GR K3 Jack -Closed 3 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:46 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-D IytgugPOEJORLMXOgU2bole3k_Cnf_E8Pun8rzr7W N -1-0-03-11-11 1-0-0 3-11-11 Scale= 1:12.3 3x4 = 2x4 II 4 3-11-11 3-11-11 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 "" 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGEMiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [be,,,.istalled during truss erection, in accordance with Stabilizer nstllation guide. REACTIONS. (Ib/size) 3=137/Mechanical, 5=41 /Mechanical, 2=292/0-3-8 Max Hoa 2=70(LC 6) Max Uplift 3=-67(LC 10), 2=-88(LC 6) Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 0 LlCF�s v0: •' SOON ••• FO Z00 OZ S ;U O' PE -44018 January 27,2017 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 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, seeANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 849581763 735,& GR K4 Jack -Closed 3 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:46 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-D IytgugPOEJORLMXOgU2bolh9k?cnr_EBPunSrzr7wN 1-0-0 1-11-11 3x4 = Scale = 19.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 2 >999 360 -0.00 2-5 >999 240 -0.00 3 n/a n/a 0.00 2 `*" 240 PLATES GRIP MT20 185/144 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-71 (LC 6), 3=-35(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. � WN January 27,2017 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10107/2018 BEFORE USE. seasee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 1777 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 735A 3-11-11 0 6 8 849581764 735A K5 Jack -Closed 1 1 -GR SPACING- 2-0-0 CSI. DEFL. Job Reference (opt Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:47 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-hV VFlDr1 nYRt2UxjaY?H70gg98KXWIDOM3eL-Hzr7wM -1-0-03-11-11 i 1-0-0 3-11-11 Scale = 1:12.3 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 111RAMA. January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 3x9 11 2x4 11 4 0-6-8 3-11-11 0 6 8 3-5-3 Plate Offsets (X,Y)- [2:0-0-0,0-1-61, f2:0-3-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 ""240 Weight: 15 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x6 SPF 1650F 1.5E nstalled during truss erection, in accordance with Stabilizer Fbe allation guide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81 (LC 5), 2=304(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 111RAMA. January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job ITruss ITruss Type IOty IPly I 735 849581765 735A -GR IK6 Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:48 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-9h3d4ZsfYsZjge Wv8FW WgDN 1 cYfOFITXbj Nu Wjzr7wL 1-0-0 1-11-11 2x4 3 3x9 11 Scale= 1:9.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.08 BC 0.08 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) 1/deft L/d -0.00 2 >999 360 -0.00 2-6 >999 240 -0.00 5 n/a n/a 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 9 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purfins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE that Stabilizers and required cross bracing Left: 2x6 SPF 165OF 1.5E e installedduring truss erection, in accordance with Stabilizer [MiTe1....mendsr stallation uide. REACTIONS. (Ib/size) 5=74/Mechanical, 2=202/0-5-8 Max Horz 2=46(LC 7) Max Uplift 5=-14(LC 10), 2=-80(LC 6) Max Grav 5=76(LC 15), 2=203(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. �,,F,D 0 LIC,, C>�;'�p SOON %FO aUO O�.• PE -44018 January 27,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and 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 Cil.Heights, CA 95610 Job Truss Truss Type Qty Ply 735A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849581766 735A -GR L1 Monopitch Supported Gable 2 1 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:48 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-9h3d4ZsfYsZjgeWv8FWWgDN1 WyguFl3XbjNuWlzr7wL -1-0-0 + 4-0-0 1-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 II 2x4 II 3x6 I Plate Offsets (X Y)-- 12:0-0-0,0-1-61, [2:0-1-13.0-6-11 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 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/71`12007 Matrix -P Weight: 14 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE [beinstalled during truss erection, in accordance with Stabilizer Left: 2x4 SPF No.2 a nstllation uide. REACTIONS. All bearings 4-0-0. (lb) - Max Horz 2=80(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 2, 7 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 2 except 7=261 (LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 0 LIEF 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideOONwill �9) fit between the bottom chord and any other members. rl'.PE-441018 0 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 2, 7. January 27,2017 A 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 ANSlfTPI7 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 735A 400 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 849581767 735A L2 Monopilch 7 1 PLATES GRIP -GR Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0.0 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:49 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-etdOlvtlJ9halo55iz1 IC RwACyzM_CjggN7S2Azr7wK Scale = 1:12.4 3x4 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 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 at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. OND 0 LI�F� 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 0.ee•ee. SOO -a O� i PE -44018 January 27,2017 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and 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 4-0-0 400 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud Fbistalledduring truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 2=290/0-5-8,3=186/0-1-8 Max Horz 2=79(LC 9) Max Uplift 2=-98(LC 6), 3=-37(LC 10) Max Grav 2=296(LC 15), 3=205(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. OND 0 LI�F� 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 0.ee•ee. SOO -a O� i PE -44018 January 27,2017 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and 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 City Ply 735A SPACING- 2-0-0 CSI. DEFL. 849581768 735A L3 Monopitch Supported Gable 1 1 TC 0.10 -GR 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:49 2017 Page 1 ID:115gFCEhhaEpenE2EtXm clzDJpv-etdOlvtlJ9halo55iz1 ICRwCyOL_CYggN7S2Azr7wK -1-0-03-0-0 1-0-0 3-0-0 ' 2x4 11 5 3x9 11 2x4 11 2x4 11 Scale = 1:14.2 Plate Offsets (X Y)-- [8:0-5-1,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Weight: 12 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2M IT'k recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. All bearings 3-0-0. (lb) - Max Horz 8=103(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 6, 7 Max Grav All reactions 250 Ib or less at joint(s) 8, 5, 6, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 6, 7. U January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 849581769 735A L4 Monopitch 4 1 Lumber DOL 1.15 -GR Vert(TL) -0.01 2-6 >999 240 TCDL10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:50 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-63BOVFtw4TpRvyglFgY_IBSNQLL?jfzg2l s?bczr7wJ -1-0-0 3-0-0 1-0-0 3-0-0 Scale= 1:14.2 3x5 II Plate Offsets (X Y)-- f2:0-3-1,0-0-51, [4:0-3-2,0-0-81 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; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 240 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a Ilia •�e••••e.� •• SOO/y• •e t0 V _n _•. ' rt Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 13 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 1-7-1 MiTek recommends that Stabilizers and required cross bracing [bFite stalled during truss erection, in accordance with Stabilizer stainllation guide. REACTIONS. (Ib/size) 4=127/0-1-8,2=231/0-5-8 Max Horz 2=89(LC 9) Max Uplift 4=-33(LC 7), 2=-39(LC 10) Max Grav 4=136(LC 15), 2=234(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. •�e••••e.� •• SOO/y• •e t0 V _n _•. ' PE -44018 January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a loos system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A 9 10 6 3x4 = 3) Unbalanced snow loads have been considered for this design. 849581770 735A M1 Diagonal Hip Girder 1 1 -GR will fit between the bottom chord and any other members. O LlCA' 7-0-2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:51 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-aGlmjbuYrnxIX6FUpO3Dls?L_IZWS6DzHhcY72zr7wl -1-5-0 7-0-2 1-5-0 7-0-2 Scale= 1:15.7 2x4 I 3 4 2.83 12 1 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; h `' 4x6 11 9 10 6 3x4 = 3) Unbalanced snow loads have been considered for this design. 5 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 2x4 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7-0-2 will fit between the bottom chord and any other members. O LlCA' 7-0-2 N0 Plate Offsets (X Y)-- [2:0-0-0,0-1-71, [2:0-1-14,0-8-51 \O��e•••••e•�'(/[1 O SOO/V •• V(C� 9) Hanger(s) other connection device(s) shall be sufficient to support concentrated load(s) 94 Ib down and 71 Ib up at VOt p O 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 0.90 Vert(LL) -0.12 2-6 >654 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.29 2-6 >262 240 January 27,2017 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wnd(LL) 0.00 2 '*** 240 Weight: 21 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 einstalled during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS. (Ib/size) 6=380/Mechanical, 2=488/0-7-6 Max Horz 2=92(LC 26) Max Uplift 6=-70(LC 10), 2=-153(LC 6) Max Grav 6=414(LC 15), 2=509(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-324/124 NOTES - A 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) 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. O LlCA' 7) Refer to girder(s) for truss to truss connections. Ib 6 N0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) except (jt=1b) 2=153. \O��e•••••e•�'(/[1 O SOO/V •• V(C� 9) Hanger(s) other connection device(s) shall be sufficient to support concentrated load(s) 94 Ib down and 71 Ib up at VOt p O or provided • 5-7-7 on to chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 25 Ib down at 5-7-7, and 25 Ib down at 5-7-7 on bottom chord. p ;U �1 The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) •••• Vert: 1-3=-80, 3-4=-80, 2-5=-20 / ON January 27,2017 WARNING. Verily 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& 849581770 735A—GR M1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:51 2017 Page 2 ID:115gFC EhhaEpenE2EtXmclzDJpv-aGlmjbuYrnxIX6FUpO3Dls?L_IZWS6DzHhcY72zr7wl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-35(B) 10=-25(F=-12, B=-12) ,& 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, 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 MiT®kms is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 JobTI'3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 Truss Type Qty Ply 735A LUMBER- JJack-Closed BRACING - TOP CHORD 2x4 SPF No.2 849581771 735A GR BOT CHORD 2x4 SPF No.2 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:53 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-WetW8HwoNOBOnQ Ptxo6hNH4p_ZKGwOiGI_5fBxzr7wG 'r -1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:14.0 3x4 = 2x4 II 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI. TC 0.42 BC 0.29 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.02 2-6 >999 360 -0.06 2-6 >886 240 -0.00 6 n/a n/a 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 2=103.F�•: MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud installed during truss erection, in accordance with Stabilizer [be C4PE-44018.':' nstallation guide. REACTIONS. (Ib/size) 6=239/Mechanical, 2=336/0-5-8 , Max Horz 2=96(LC 9) January 27,2017 Max Uplift 6=-48(LC 10), 2=-103(LC 6) Max Grav 6=269(LC 15), 2=346(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=103.F�•: C4PE-44018.':' , January 27,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality 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 735A CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 849581772 735A—GR M4 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:53 2017 Page 1 I D:I15q FC Ehha EpenE2 EtXm clzDJpv-Wet W8 HwoN OBOnO Ptxo6h N H4oTZKewO i GI_5fBxzr7wG 5-0-0 5-0-0 Scale = 1:14.0 3x4 = 2.4 II 4 Plate Offsets (X,Y)-- [1:0-0-0,0-1-61, [1:0-1-13,0-6-11 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 0.45 Vert(LL) -0.02 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 1 "** 240 Weight: 15 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5=253/Mechanical, 1=224/0-5-8 Max Horz 1=95(LC 7) Max Uplift 5=-52(LC 10), 1=-33(LC 6) Max Grav 5=271 (LC 14), 1=228(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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) 5, 1. Ngo L/CFS �.•'• SOON •e SFO U�00 O PE -44018 -o Fss/ON • January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �0 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Ply 135A PLATES GRIP MT20 185/144 Weight: 13 to FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 849581773 735A -GR M5 Jack -Closed 2 1 except end verticals. WEBS 2x4 HF Stud will fit between the bottom chord and any other members. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:54 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-_rRvLdwQ8iKtOZz3U WdwvUdl OzjAfTyQzegDkNzr7wF -1-0-0 + 3-11-11 1-0-0 3-11-11 3x4 = 2x4 11 4 Scale = 1:12.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 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; CSI. TC 0.25 BC 0.12 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 2-5 >999 360 -0.02 2-5 >999 240 -0.00 3 n/a n/a 0.00 5 - 240 PLATES GRIP MT20 185/144 Weight: 13 to FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 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 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud will fit between the bottom chord and any other members. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE q recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [MiTek einstalled during truss erection, in accordance with Stabilizer U �1 stallation quide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81 (LC 5), 2=304(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2.Q) No 0 (, j q •''sooty :`ko U �1 i PE -44018 i ON January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A DOL=1.33 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849581774 735A GR M8 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.03 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:54 2017 Page 1 ID:115gFCEhhaEpenE2EtXm clzDJpv-_rRvLdwQBiKtOZz3UWdwvUd36zkVfTyQzegDkNzr7wF i -1-0-0 1-11-11 � 1-0-0 1-11-11 3x4 = Scale = 19.0 Plate Offsets (X Y)-- (2:0-0-0,0-1-61, [2:0-1-13.0-6-11, 13:0-2-0,0-0-41 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; LOADING (psf) SPACING- 2-0-0 DOL=1.33 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.03 Vert(TL) -0.00 2-5 >999 240 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. TCDL 10.0 Rep Stress Incr YES ���•�Q •5oq .'.s�� O��• WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012(TP12007 Matrix -P Wnd(LL) 0.00 2 * ` 240 Weight: 8lb FT=20% BCDL 10.0 January 27,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 2=196/0-5-8, 5=19/Mechanical, 3=61/Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-72(LC 6), 3=-34(LC 10) Max Grav 2=196(LC 15), 5=38(LC 5), 3=64(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 0 LICF� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. NU ���•�Q •5oq .'.s�� O��• UO PE -44018 'v 9 • : FSs�ON January 27,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heig hts CA 95610 Job Truss Truss Type Qty Ply 735,& PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 849581775 735A M9 Monopitch Supported Gable 1 1 TCDL 10.0 -GR WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:55 2017 Page 1 ID:115gFC EhhaEpenE2EtXmclzDJpv-S 1 _HZzx2v?SkOjYF2 D89SiADwM3?OwCZC IamGpzr7wE -1-0-0 1-6-0 1-0-0 1-6-0 Scale = 18.2 3x4 = 3x6 II 2x4 II Plate Offsets (X Y)-- [2:0-0-0.0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 6 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=38/1-6-0,2=177/1-6-0 Max Horz 2=38(LC 7) Max Uplift 4=-11(LC 7), 2=-78(LC 6) 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 II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. live loads. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 L f will fit between the bottom chord and any other members. �� ...•••••e0 •' -% 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4, 2. SOON tC� �O: O e O� :C) i PE -44018 1 .SON January 27,2017 ,& WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 849581776 735A—GR M10 Monopitch 4 1 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 2 >999 240 1 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:51 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-aGlmjbuYrnxIX6FUpO3Dls?YriiJS6DzHhcY72zr7w1 1-0-0 --� 1-6-0 Scale = 1:8.2 3x4 = 2x4 II Plate Offsets (X Y)-- [2:0-0-0,0-1-61, f2:0-1-13,0-6-11 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; 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 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 2 >999 240 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a ��PDO Off'.•'• SOON • BCLL 0.0 Code IRC2012rTP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 6Ib FT=20 BCDL 10.0 PE -44018 moo: LUMBER- FSS10 BRACING - January 27,2017 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud enstalled during truss erection, in accordance with Stabilizer [MlTek allation uide. REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=38(LC 7) Max Uplift 4=-11(LC 7), 2=-82(LC 6) 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 Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. LICF� ��PDO Off'.•'• SOON • •O ;sFO obi �(?O PE -44018 moo: FSS10 January 27,2017 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 He' hts CA 95610 Job Truss Truss Type Qty Ply 735A CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 849561777 735A M11 Monopitch 1 1 Lumber DOL 1.15 -GR Vert(TL) -0.00 2 >999 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:52 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-2SJ8wxvAc4399GggN5bSg3Yjb92YBZT7 WKL6fVzr7wH -1-0-0 1-6-0 1-0-0 1-6-0 Scale= 1:e.2 3x4 = 2x4 II Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 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 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 2 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 6 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=38(LC 7) Max Uplift 4=-11(LC 7), 2=-82(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. ��p,00•LI�F�i c� ••SOON e :sc s�0 010 i PE -44018 i O ,cFss/ON • �� January 27,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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, note a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735,& CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 30.0 849581778 735A—GR M12 Monopitch 1 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 >999 240 TCDL10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:52 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-2SJ8wxvAc4399GggN5bSg3YkK922BZT7 WKL6fVzr7wH 1-6-0 1-6-0 4.00 3x4 = 2x4 II Scale = 1.8 .2 Plate Offsets (X Y)— (1:0-0-0 0-1-61 (1:0-1-13,0-6-1) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 >999 240 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 1 "" 240 Weight: 5 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=65/Mechanical, 1=65/0-5-8 Max Horz 1=37(LC 7) Max Uplift 3=-16(LC 10), 1=-9(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 1. OD�p,DO LlcF c��:•'o SOpN':sFo PE -44018 January 27,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and 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 735A Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 0) 849581779 735A_GR V1 Valley 1 1 WB 0.12 Horz(TL) 0.00 5 n/a n/a All bearings 13-3-2. BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:56 2017 Page 1 I D:115gFC EhhaEpenE2EtXmclzDJpv-wDYfm IyhgJabet7ScxfO?viL9mMx7MbiRyJJoGzr7wD 5-0-14 3-0-0 5-2-4 4x8 3x6 // 7 6 3x4 2x4 11 2x4 11 Scale = 1:27.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 be installed during truss erection, in accordance with Stabilizer BCDL 1 0.0 1 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a All bearings 13-3-2. BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 37 Ib FT = 20% BCDL 10.0 Max Grav All reactions 250 Ib or less at joint(s) 5 except 1=261(LC 26), 7=470(LC 1), 6=401 (LC 28) 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 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-3-2. (lb) - Max Horz 1=-123(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 6=-102(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 5 except 1=261(LC 26), 7=470(LC 1), 6=401 (LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-345/96, 4-6=-314/144 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except (jt=lb)6=102. �O�PpO LI eT 500'v%e c �.'. 0 02 s PE -44018 ON January 27,2017 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 735A in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849581780 735A_GR V2 Valley 1 1 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 3-10-8 4x6 = 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:56 2017 Page 1 ID:115gFCEhhaEpenE2EtXmclzDJpv-wDYfm IyhgJabst7ScxfO?viLkmOd7LGiRyJJoGzr7wD 3-0-0 2-2-4 5 3x4 2x4 II 3x4 Scale= 1:22.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 25 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 9-0-12 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer311aligil Guide, In.t REACTIONS. (Ib/size) 1=6/9-0-12, 4=79/9-0-12, 5=691/9-0-12 Max Horz 1=-90(LC 8) Max Uplift 1=-83(LC 15), 4=-26(LC 7), 5=-159(LC 11) Max Grav 1=101(LC 14), 4=87(LC 28), 5=691 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-85/288, 2-3=-104/329 WEBS 2-5=-565/195 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 4 except (jt=1b) 5=159. '�jN00 LICF� BOO �2 i ;C) PE -44018 L•e'k 00 • \� 0 NW January 27,2017 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 Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 Hei hts CA 95610 Job TrussTruss Type Qty Ply 735A TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 849581781 735A_GR V3 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 27 14:02:57 2017 Page 1 I D:115gFCEhhaEpenE2EtXmclzDJpv-PQ61 zezJ RdiSF1 ieAeAdX7FZwAiJsgisfc3tKizr7wC 2-8-2 5-4-3 2-8-2 2-8-2 3x4 = 2x4 i 2x4 \\ Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -P Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=227/5-4-3, 3=227/5-4-3 Max Horz 1=-59(LC 4) Max Uplift 1=-26(LC 8), 3=-26(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 Il; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. o�P00 LICF� so0ti • �sFO 2 0 0 PE -44018 FSs�oN January 27,2017 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 _ _ i Wp D- v_ o u y y o n mz Z D X m o m y y (D 0 I I r O r N o°�' O a o�ccWp6TDZi e. 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(n 7 (n J •� C ;U N -n O DZMVV2 n N Q W(n (�A m-' -OI rz 2m O N to CD (n m 0 n m 0 m °(D o m � O 1� ZO wX o (n < ��. w� v mmcm3 cr (D N N7 Cc O, w fn y(n(n A OnN � C 2 7 ND N D = N n—�r @ CD m o o - Cl) Oc m -A+c n W �/��• CD O (n �. to w cD Z Z E _ Cl) O m CD —AN Q N T D m o f V+ (n Co.) o m m �m pm n O N O 1 p cn m 0 A 7c '< w (n W < m m m_ V W / ® p N L. 7 /r/e�f (D D 7 n 7 co z O m w x `V < C (D zr (D v Zj;o m0 6 W 0 J m N o a O DO o N mD jz �� N 9 N < Z (D m 0 m d s o N Cn O m o N N(T C4-5 A (D CD O0 n m TOP CHORD O (O N J O U A W N p O N T1 o' Nwa< � . o 3 v N 3�3 mm -m my. ^3p1 oy.� n < n,� mw a 3 m °o' m m a f. N ° N o 3 CD ID ? a m ° m^ o (Q (D ID 3 t° °<-' c '�' �: o `°. ° a N fDaa �' m o �' m a, a d 3 m m x c m (D �ti om �mm a o °o om m� mm oQm �� xa �y mmo a °off mo a m° 0 0 0 ^ c m'� O � o� o m� y ° � a m ti a,�'° �� o fD 3 c m a y m m� �. m c°° ��� X^ G) Ci ° a-, N O �. O d N, a @ C N N 3 N DI O p ° N m 7 m tD m N N N N a a Q N a -n /� 3 ^ o N a m m co. '^ a o, c a m 9' m 'w ° �_ �,n' �,'z CD O V n� �o o%lD m2 c �y m c� arc mo °° mv2 mZ� m o? m o° °.c NS moa �N `° m� o 0 3d awe ='a m a om a7T �m N acn' a+° °-° �.(i (n � CD m `D a, Q ° 3 m m °i 9 m m m �' d o m N 3. i D w o N o a a, d m o F o N O m <.w om N m as o o'° �a ?oc �� oo 3 ' am �m —C — m m3 o v o �o Gia <'� o Zc (Q� C, O .< a fD C d N �. N N (D a D N d N .N-. N N N y C Cn 3. �? �o °o' d h d o o mme d •< m a�o3?� Q wID mo Nm m acNaop `G N /iD �°m N oof m N 33 N ,D mY lcr'f O O y fD O m DI a O m N a a O. O < 3' CO N O° a (D a m N T n O N N o' fD ° y N O ? m O C O (n -6 a < Om rf 1 P-1C-7),Ifl �,r IN60't.C�IOk RECORD INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Tye Comments' Inspections will not be performed unless this card is posted 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 Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter uo Not Pour Concrete Prior To Approval Of The Above Insoections Underground/Slab Inspections Date Inspector Initials Comments' Electrical Wall Sheathing Sewer Service Mid -Roof Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Initials Comments Wall Sheathing Mid -Roof Lath / Wall Tie Rough Electric Rough Plumbing/Gas Line Rough Mechanical Rough Framing Rough Grading Insulation Drywall Screw / Nail Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. 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. ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical 21%, GAP SCJ e,.-2 13o, Roof — -- Final Window/Doors Final Building NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. .Qy` p� nnw — r Icaaa L)G JUM: uidt Ivuyn ulspecuons are compieteo trom the Tire District and electrical low voltage y the Building division. "For Inspection Time Window – Please email insptimerequest@ci.wheatridge.co.us by 8:00 A.M. the morning of the inspection ,ith the property address in the subject line of the ema+i. Time window is based on the inspector's route. Occupancy Is Not Permitted Until A Certificate of Occupancy Is issued 6 Protect This Card From The Weather A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 13) JE F l % m r/ Job Address: -5-2-34c, Permit Number: Z O l -2O 3-7U ❑ No one available for inspection: Time OW AM/PM Re -Inspection required: Yes &) When corrections have been made, call for re -inspection at 303 -234 - Date: (W,2 2 / 03-234- Date:?/Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �V' Building Inspection Division (/ (303) 234-5933 Inspection tine (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:(- (A Job Address: 15 D136 Permit Number: )0-7 o( %f X /11 ❑ No one available for inspection: Time 'tJ AM/PM Re -Inspection required: Yes No *When corrections have been made, calf for re -inspection at 303-234-5933 Date: ?' `� 7 Inspector: DO NOT REMOVE THIS NOTICE 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 t�6$tain this permit and perform the work described and approved in conjunction with this permit. I further s that I am leggally authorizefl t pclude all entities named within this document as partes to the work to be performed and th rk to be perfiarmed i disclpsit� this document and/or its' accompanying approved plans and specifications. Signature of O° ER or NTRACTOR (Circle one) Date I, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalpermitfee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of an manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, artyviolation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is ubject to feld ' tiop. . Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests 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 Wheat Ridge Residential Electric PERMIT - 201701790 PERMIT NO: 201701790 ISSUED: 06/09/2017 JOB ADDRESS: 5236 Pierson CT EXPIRES: 06/09/2018 JOB DESCRIPTION: Temp power for temporary sales trailer for Remington homes 100 amps. *** CONTACTS *** OWNER (303)295-1216 REMINGTON HOMES OF COLORADO IN SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / ** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,250.00 FEES Total Valuation 0.00 Use Tax 26.25 Permit Fee 53.70 ** TOTAL ** 79.95 *** COMMENTS *** *** CONDITIONS *** Must comply w/ 2012 IRC & 2014 NEC. Subject to field inspection. 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 t�6$tain this permit and perform the work described and approved in conjunction with this permit. I further s that I am leggally authorizefl t pclude all entities named within this document as partes to the work to be performed and th rk to be perfiarmed i disclpsit� this document and/or its' accompanying approved plans and specifications. Signature of O° ER or NTRACTOR (Circle one) Date I, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalpermitfee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of an manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, artyviolation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is ubject to feld ' tiop. . Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests 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 Wheat Midge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 vAID Office: 303-235-2855 * Fax: 303-237-8929 - —� Inspection Line: 303-234-5933 — Email: permits(@ci.wheatridge.co.us FOR OFFICE USE ONLY Date: ( ( C`I Plan/Permit # 01 -1 al Plan Review Fee: Building Permit Application * Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I Property Address: ri �.� Cl Property Owner (please print): J��f/ �' %J� cis' J S' Phone: .��c�v - �/�� tMev Property Owner Email: Mailing Address: (if different than property address) Address: ,y u��-e7 I�M%l�L��E^+�%%' City, State, Zip: /1�C,140'f &fir ?e ms 2, Architect/Engineer: Architect/Engineer E-mail: Phone: Contractor: Contractors City License #: c%4?9 f � Phone: Contractor E-mail Address: Sub Contractors: Electrical: AIV7_4AL, 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 information on BOTH sides of this form ❑ COMMERCIAL Bf RESIDENTIAL 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.) I Sq. Ft./LF Btu's Amps Squares Gallons Other Project Value: (9ontract 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 t 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) Electronic Signature (fust and last name): DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: City of Wheat Ridge Residential Miscella PERMIT - 201700370 PERMIT NO: 201700370 ISSUED: 05/18/2017 JOB ADDRESS: 5236 Pierson CT EXPIRES: 05/18/2018 JOB DESCRIPTION: Install temporary sales trailer. 528 sf with accessible port -o -let, off street parking. *** CONTACTS *** OWNER (303)295-1216 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Remington Homes of Colorado 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,000.00 FEES Total Valuation 0.00 & t Plan Review Fee 28.281y''�to /� 7� jury �i L Use Tax 18.00 "�'ViDI Dq� �f Permit Fee 43.50 ** TOTAL ** 89.78 *** COMMENTS *** *** CONDITIONS *** Temporary on -street parking for sales trailer shall be signed. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable wilding codes, anall applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in 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 al] 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 rk t. e construed to be a permit for, or an approval of, any violation of any provision of any applicable code �o ab � g, tro of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS `MUST BE MADE. BY 1, 9PM &T_ S,�,DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspectiotr- tml a request V "ccepted by email only. Please email requests 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 %6at�Cge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W.29 th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 U 41 it j FOR OFFICE USE ONLY ®ate:��- Plan/Permit # .2-C 2iF' Plan Review Fee.- Building ee. Building Permit Application '" Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed, *** Property Address:�t� Owner Property Owner Email: Acm Mailing Address: (if different than property address) Address: City, State, Zip: Gal -0, Architect/Engineer: Arch itect/Engineer. E-mail: Phone: Phone: � --//,,�D 3 Contractors City License #: 1(�l,�i,�l Phone: ' ) -� DL - �. Jai Ev Sub Contractors: Electrical: (,i n&_�j ( { (, (✓ W.R. City License # tM' Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESIDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) X53 Q4-�-'n 0 p s— (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.) �-��- 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 &UTHORIZEppD PRINT NAME, �.L7 _Q �� SIGNATURE: M-11T;.�ss6-MNG DBUILDIRARTM UMMENTS Revel PUBLIC�W.ORKS�COMMENM-- Reviewer. o, f OWPJER) (CONTRACTOR DATE: RRO-O&OF SUBMISSION., FORMS = Fire Department ❑' Received ❑ Not Requi'r'ed Water District ❑ Received ❑ Not Required Sanitation District n Received n Not Required Building Division Valuation: $ 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 2/2612016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED THIS DEED, Made this February�, 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: �e-40ew Name: Robert R. Short Title: President State of Colorado ) County of-� E' r1 �)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..? My commission expires: L Notpiryi Public �zJANET S JACKSON !VOTARY PUBLIC STATE OF COLORADO NOTARY !D 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 1ONt ftwa PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618, 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CC 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 REMfNGTON 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 Lender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NCS- %C*Y-CD 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment tinder the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, Legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of PropertX. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Securitv. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment (hereof, 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 MIRRIM 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, 1353913.2 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 13 53 913.2 and cable) including the costs of pennits, fees, demolition, relocation and installation ("Da 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 "llility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 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. lRemainder of page intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a orporatio Colorado c Name 1;�' � � ,r Title: 1. 6 STATE OF COLORADO § COUNTY Or4A The forpRoing instrument was acknowledged before me this 26th day of February, 2016, by t'iQS ,QS Pre. of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNON': A SUCHA'N1tN Notary -Public State of Colorado Notary ID 20054037048 My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: Notary Public Melissa Mackey From: Melissa Mackey Sent: Thursday, March 16, 2017 3:40 PM To: 'msparks@remingtonhomes.net' Subject: FW: 5215 Pierson Ct. Hi Megan, One more question. I was looking at the sales trailer and didn't happen to notice any information regarding a ramp or accessibility. I assume this trailer will be open to the public? Thanks, Melissa Mackey Senior Permit Technician City of Wheat Ridge From: Melissa Mackey Sent: Thursday, March 16, 2017 2:27 PM To: 'msparks@rem ingtonhomes. net' <msparks@rem ingtonhomes. net> Subject: 5215 Pierson Ct. Hi Megan, I left a voicemail as well, but figured an email may be easiest for you. I was wondering if you might be able to answer the following questions that I have? They are: On page A-1, it lists the window u -factor at U0.30/0.34. I realize they show up to the 0.34, but I would hate for you guys to put in a 0.30 and it fail inspection. The minimum requirement that City of Wheat Ridge has is 0.32. Since this is not a stamped page, I can modify the drawings to show that. Or you can submit a new A-1 sheet. Also on page A-1, it has the insulation on the crawlspace walls listed as R-11, and per our quick codes sheet and city requirements, we require an R-19 value. I can also modify this, or you can submit the new A-1 sheet (x2). The last question I have is if the window that is located in the tub area in the master bathroom is at the required height to not require the tempered or glazing (the plans don't indicate it and I just wanted to make sure that the bottom exposed edge of the glazing is more than 60 inches, measure horizontally and in a straight line, from the water's edge of a bathtub — taken directly from the code book O ). Once this information is received, I can finish up with the Building Division review portion. It is still waiting on Planning and Public Works. Thanks, Melissa Mackey Senior Permit Technician City of Wheat Ridge Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: e v Sz-.-, Quail Ridge Estates Subdivision, Lot #: Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: Accessory Building Coverage (not to exceed 600 sq. ft.) ZO Z 2- (o �q. ft. q sq. ft. Main Building Setbacks Required Provided Front 20' 2W Interior Side 5' ". 0a.. 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? (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side fagade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ 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 ❑ OT scii 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. ro M, tj I> V) -0 3> ;u Q ,Dn Ul (T) 4- 0 0 3 2 IL Tl ro M, tj I> V) -0 3> ;u Q ,Dn Ul (T) 4- 0 0 3 2 IL ro Oo`V Ui lT P W N � lO 0- El n7 \ z --g Z m Z .. p O m O D DO yy) z O m m m ZAN omz yc D z 55, M 2 d 00. Tczi O D m y Z zO a o � A zCE0- 1.m Caaa a -'O1 m G' OR H~-IAA000 D { 2 d C7 cp z a Z- LoroS Saars'm 9 �p�➢�z �p myADZ➢� mZrnz p ti(Dl Z 7. 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I I I m � O I I � I r SR II ➢ I Z I g m D I I m I I � I I\ I I m I Y I g m I I I n I o I I I I c I > I 4 z I 7r I I I I 4 I I � I I m I I O I m I -1 I I y I I I I I T I � I m I v BTLEfOUNDA: TION PLAN I DRAWN BY: M OD SP ACE 9/17/08 DATE: JOB N0: - 2008-765 "OCT MLR REV: SCALE: DRAW NG N0: I2 ME UNrrs 1851 EAST 6TH AVENUE, AURORA, CO 80011 3/16'-1'-0' 1 d Z !" y 2 m a S 5a OZ V1W Om�D �c c vr0 vzzlz>n Amr�l* z I mOOi_I ACDZ m0-jgo Z O mA <AZAOA O =1N v Cmm s1o 1�m� Oy 1O Za>m I Z A NUI = A C N O D 0 m O Z N m MAXIMUM 12'-0' FE1D W]0FY OUTRIGGER LENGTH MAIN I -BEAM SPACING OUTRIGGO LENGTH FlEIU WF1iY FlFID �£qFY i1t10 HIdfY F_ --- I 5. I I I m � O I I � I r SR II ➢ I Z I g m D I I m I I � I I\ I I m I Y I g m I I I n I o I I I I c I > I 4 z I 7r I I I I 4 I I � I I m I I O I m I -1 I I y I I I I I T I � I m I v BTLEfOUNDA: TION PLAN I DRAWN BY: M OD SP ACE 9/17/08 DATE: JOB N0: - 2008-765 "OCT MLR REV: SCALE: DRAW NG N0: I2 ME UNrrs 1851 EAST 6TH AVENUE, AURORA, CO 80011 3/16'-1'-0' 1 PLOT PLAN PR ORRED �It 11 � Cumomizr Ybsr Dr -mm LOT: 7 , BLOCK: 2 , ADDRESS: 5236 PIER -SON COURT , SUBDIVISION: QUAIL RIDGE ESTATES RESUBDIVISION , CITY OF WHEAT RIDGE , COUNTY OF JEFFERSON , STATE OF COLORADO. 2' WIDE CONCRETE V -PAN (65 L.F. ® 0.79%) WITH CURB HEAD LOT 6 BLOCK 2 VACANT L 2' WIDE CONCRETE N. T. S. UNPLATTED S00'15'16 E 60.00' `45.47FE 44.0' 10' UE&DE 45.071 ", .r'w•"jvAr SALES TRAILER o `V FF= 51.0 U Y P VE 5.0' BY: v 44.0' 11.0' NLd Ld DATE, Y-19 - -� 4" THICK 0 wl V -PAN comNEN_,T,_. ----- N 27 X50.9 50.4x 1 1 0 `N �+ w W 10'UE&DE`, �L -`7- co LOT 7 o BLOCK 2 I 0 7,170±S.F.Uj PORT -O -LET- , 20' FUTURE JUCHEM DITCH ESMT. TO BE ESTABLISHED BY SEPARATE DOCUMENT 49.? s N00'15'16 WT60.00' TBC -- FL EOA PIERSON COURT 44.0' ", .r'w•"jvAr SALES TRAILER o `V FF= 51.0 U Y P VE 5.0' BY: v 44.0' 11.0' NLd Ld DATE, Y-19 - -� 4" THICK LOT TYPE: B V -PAN comNEN_,T,_. ----- N 27 X50.9 50.4x 1 1 0 `N �+ W 10'UE&DE`, �L -`7- 20' FUTURE JUCHEM DITCH ESMT. TO BE ESTABLISHED BY SEPARATE DOCUMENT 49.? s N00'15'16 WT60.00' TBC -- FL EOA PIERSON COURT FRONT PORCH = 20' ", .r'w•"jvAr FL GARAGE = 20' "•w r; �;.: POSSIBLE CURB HEAD Y P VE (HEIGHT VARIES) BY: v 1-61 _J NLd Ld DATE, Y-19 - -� 4" THICK LOT TYPE: B V -PAN comNEN_,T,_. o w ARCHITECTURAL PLAN ONLY I I I o V) UJ PLOT PLAN PREPARED WITH ARCHITECTURAL w o z PLAN ONLYSTRUCTURAL PLAN WAS NOT 0 . J z v PROVIDED TO LLS BY CLIENT. ��Lange Land S Surveys 5511 WEST 56TH AVENUE, SUITE 240 ARVADA, CO 80002 P:(720) 242-9732 F:(720) 242-9654 R=PROPERTY LINE BOW=BACK OF WALK TBC=TOP BACK OF CURB FE=FLOW LINE EOA=EDGE OF ASPHALT FF=FINISHED FLOOR HP=HIGH POINT UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT FRONT PORCH = 20' FRONT LIVING = 20' Z FL GARAGE = 20' Y U O SL GARAGE = 20' Q N SIDE LOT = 5' Z SIDE STREET = 10' NLd Ld REAR = 20' w LOT TYPE: B R=PROPERTY LINE BOW=BACK OF WALK TBC=TOP BACK OF CURB FE=FLOW LINE EOA=EDGE OF ASPHALT FF=FINISHED FLOOR HP=HIGH POINT UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT - EASEMENI ---- SETBACK W V = WATER METER PIT S SANITARY SEWER ® SERVICE REVISIONS: DATE: I BY: 1ST VERSION 08/12/16 ASU2 JOB NUMBER: 1211-905 1 SHEET: 1 OF 1 4:�:i1TY'r `y' MODEL -ELEVATION: SALES GARAGE TYPE: N/A z O GARAGE HANDING: N/A F BSMT. TYPE: N/A U BSMT. HEIGHT: N/A w LOT TYPE: B LOT AREA: 7,170± S.F. V) - EASEMENI ---- SETBACK W V = WATER METER PIT S SANITARY SEWER ® SERVICE REVISIONS: DATE: I BY: 1ST VERSION 08/12/16 ASU2 JOB NUMBER: 1211-905 1 SHEET: 1 OF 1 4:�:i1TY'r `y' City of Wheat Ridge Memorandum TO: Accounting Department FROM: Melissa Mackey, Building Division �-'A �Ikl t' , SUBJECT: Refund for Permit DATE: December 16t', 2016 Please refund: Contractors License$ ( I rom. TO: Remington Homes 5740 Olde Wadsworth Blvd., Unit A Arvada, CO 80002 WEE City of Wheat Ridge Municipal Building 7500 W, 29 th Ave. Wheat Ridge, CO 80033-8001 P: 303235.2855 F: 301237.8929 Remington Homes Attn: Matt Cavanaugh 435 Ennisbrook Dr. Santa Barbara, CA 93108 RE: Plan Review for 5215 Pierson Ct., Plan #201601670, and 5236 Pierson Ct, Plan #201601671. To whom it may concern: On November 30fl', 2016, an email exchange between yourself and Dave Brossman was received by our office. After discussion at our meeting on Wednesday, December 15fl, 2016, it was recommended by the Community Development Director that the plans be returned to your finn and the applications be voided for 5215 Pierson Ct., Plan #201601670, and 5236 Pierson Ct., Plan #201601671, The plans can be picked up in our office Monday thru Friday, 7:00 AM to 5:00 PM. We understand that this is an inconvenience, but the SIA is clear in the terms that are required prior to permit issuance, approved by City Council. I will be send a refund request to our accounting office to return the $2,005.09 plan review fee paid at the time of subn-dttal. The address our office has on file for your firm is the one listed above. If you'd like to send us a local address by the close of business day today, we will add that to the request to have the check mailed too, Otherwise, the request will be sent on the morning of 12/16/2016. The review was put on hold per our Chief Building Official almost immediately after they were received until the public improvements had been completed. After discussion with the Public Work's site inspectors, they don't believe this will be accomplished until Spring of 2017. Our office is requesting that plans not be submitted until such time that the above has been completed. Staff has been notified not to accept an application for this property until the above has been completed. We apologize for any inconvenience, but look forward to working with you in the future. Thanks, Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-2352855 Fax: 303-237-8929 www.ci.wlxeatride,co.us le www.ci.wheatridge.co.us Melissa Macke From: Dave Brossman Sent Wednesday, November 3Q 2016 3:26 PM TO. Matt Cavanaugh Cc. Russ Higgins, Kathy Field; Sarah Evenson; Meredith Reckert; Michael Arellano; Melissa Mackey, Kimberly Cook Subject: Re: Quail Ridge Matt - After discup,�,s:tllr-l&*glnrl�--44mwll;lv The SIA was approved by City Council and will not be modified. Therefore, all terms of the SIA remain in force and NO Building Permits will be issued until such time as the public improvements have been completed and accepted. This means everything except the top lift of asphalt D. p"ll 11111ir M Matt Cavanaugh Remington Homes Arvada, CO 80002 30 4633 m3m From: Dave Brossman[mLilt-o—.db—rQa5-man -@s-i,—wh—eAt—ri-dae-.-c-o-.-u5j Sent: Wednesday, November 30, 2016 1:39 PM To: Matt Cavanaugh Cc: Russ Higgins; Kathy Field Subject: RE: Quail Ridge I listened to your voice message. I will be discussing this matter with the directors of both public works and community development in about an hour. David F. Brossman, PLS Phone & Fax: 303,235.2864 From: Matt Cavanaugh Sent: Monday, November 28, 2016 6:51 PM To: Dave Brossman I m7&IM, Subject.* Quadlkidge' Dave, Thanks for taking the time to meet today. Per our discussion we would like to peruse amending the S between Remington Homes and the City of Wheat Ridge for the Quail Ridge Project. We hoped we would not be in this situation however for us to be successful in this project we are left with very few practical options. We understand that this falls outside your normal practice however we are aligned with identical situations. We hope that the City will be practice in its approach of our situation and please consider the following: .F6.1ct, "ITM I Ig ermit Tor Tne ront Fierson Court Remington installs a temporary asphalt section along 53rd Ave, Person Court, and Ridge Rd to vrovide a&,? 11-wil"i"i i1i "'11"Wii• design. Should be noted that this temporary all-weather surface was conceptually discussed with Russel Higgins today as you know. The attachment show the limits of the temporary all- weather surface for reference and your internal discussion, Remin oj�!! MIMI M, Thanks again for your help with this matter and I'm available anytime this week to meet and discuss in _iL,#LtP_O J1L1dLL*Fb 417 MT It 1111717F In oroer To accurnpilsti paving on ruonaay. it we can receive a verbal blessing by Thursday we trust that we can complete amended SIA in the weeks to follow Em Matt Cavanaugh Remington Homes 5740 Olde Wadsworth Blvd, Unit A Arvada, CO 80002 301472.4633 • *0 �..o�ILL. AF Electrical: C Plumb! ®' Mechanical: W.R. City LicenseW.R. Cl nse # ,r t" .R. City License # Other City Lic ed Sub: Other City Licensed Sub: City License # City License ## Complete all information an BOTH sides of this form b (Check all that apply) A RrmMI4..: 3 . . 0 f Y UG � 14 ,p pY. I4111 YY i City of Wheat Ridge Residential Miscella PERMIT - 201601305 PERMIT NO: 201601305 ISSUED: 09/13/2016 JOB ADDRESS: 5236 Pierson Ct., Wheat Ridge, CO 800BZPIRES: 09/13/2017 JOB DESCRIPTION: Install headwall surrounding storm pipe to support MSE wall. 36 lf. *** CONTACTS *** OWNER (303)295-1216 REMINGTON HOMES OF COLORADO GC (303)420-2899 Remington Homes of Colorado 160075 Remington Homes of Colorado *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,193.08 FEES Total Valuation Plan Review Fee Use Tax 0.00 122.49 147.48 Permit Fee 188.45 * * TOTAL * * 458.42 ----- I *** COMMENTS *** *** CONDITIONS *** WM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. MR: Approved. I, by my signature, do hereby attest that the work to be performed shall comply with all accompa' yingg 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 owne�11woIIbe f the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this per . I furtattest th I am lei=ally authorized to include all entiti s named within this document as parties to the work to be perfor►> d and thperformed is disclosed in this documegtgand/or its' accompanying approved plans and specifications. Signat of OWN or C NTRACTOR (Circle one) Date I. This permit was iss b d on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180.days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be 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 changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any app is le code or any ol•di nce or. regulation of this jurisdiction. Approval of work is subject to field inspection. 1411 L - Signature of Chief Building Official U Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of WheatRj, COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OQF'FI�CJE� USE _ONLYWf j rnJ Date: L� 0 JV + lU mv,1 \� Plan/Permit # /)_� V (I n D P30 5 Plan Review Fee: $ (2_r r _ , - I Email: permitsna.ci.wheatridge.co.us PAIDI Building Permit ApplicatiogL7A *** Please complete all highlightedareason both sides of this form. Incomplete applications may not be processed. *** 0 Property Address: S-2? (lY 1, 1 lQ`CSC)V'\ C+ W LA'ej f-I'Aw S _/ Property Owner Email: Mailing Address: (if different than property address Address: � 7 IO Q r 000 Z U Architect/Engineer E-mail: \'CJ ;1P. \1^ .; Phone: jehv\e0"W';vteert� �\ COvt-) . f Contractor: (4o',v' �\ C, dcnl Contractors City Li Contractor E-mail Address: l Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # 1P Plumbing: W.R. City License # CO 0 Ac Phone: *?:,D:s ^y?D _Z 3�?? On vc- 1r)rA tAji) A4. C-6 �1 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL RESIDENTIAL Description of work: (Check all that apply) ❑EW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE Q 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.) 6""` t 7� SV Od'� �ASF— W a I/ r Sq. Ft./LF Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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 arc 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_ licant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR') or (AU ORIZE EPRESENTATIV) f (OWN;) (CONTRACTOR) Electronic Signature (first and last name): DATE:2 ��T ZONING COMMENTS: , Reviewer: ` 4 BUILDING DEPARTMENT CO�: Reviewer: DEPARTMENTUSEONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ &4 r -1' X36 `-- ofO� d 1•. vd;ld►�`� C tOc y "`dam GM' � 111 e a ca"`�ot�` adA y Al[�`�' oto X36 `-- r -HN LU = J 111 LU } 5 } 5449—TAINING WALL I' 1 1 \� -� TOP OF \ OF WALL W/ PFD. RAIL 14:71357. 7 / Ilk - Q / `x5448 .. \ i E:1O� .37/ / / / �� TYPE C 1NJLET 4g5.i / NJ13576.18 EA06853.37 --- 4z ,` 12< Fp I 'I I 09 S-ia,�.. �' 5447 _ r -5 r n oil d/' p Lu -a 7-� r.'il A4,5e (] 1a `0t .= P/& r c 54,41rJ ot C rtl. Co -Sfrr • C I fQ r I Ce-�. / .SD • / WALL �jp O! PIPE PENETRATION- _• t Cj-�`�. i I (CONTRACTOR TO I 2.0' WIDTH CONCRETE PROVIDE SHOP DRAWING) y W Q t TRICKLE CHANNEL �1 C(,.fo-Ff s-Jj/c z -z 5 / (SEE SHEET C5.4 z FOR DETAIL) O cr / CL 5 TRACT •,�� b•p I / OF TRICKLE +� I -544 CHANN5" N:71354O.O8 CDOT TYPE C 0 E:106927.O3 STRUCTURE (SEE SHEET. \ I RET. WALL - PIPE PENETRATIONi9j 43- .54 ' (CONTRACTOR 1.0 - PROVIDE SHOP DRAWtH�) - - . I r' / _ `N/�"` � Ct TRiCKLE .5µj.5 MH- I i) II _ _ - _ __ NLL BOX BASE MH I ?Ce .1 3520.55 Sµ3 �"EUTtJ \e -El '' E:10685462 \ i EE�54'15. "f -42" RCP. - / • FOR _ _ C5 y4A6 -TOP 0 WALL �SEi N:713514.67 ../ .. INLET A ., �8 TOP �O�WTO'M E:1 08948.85 WR CURB INLET-` 8 N 82 CREW (TRIPLE) 00 5' DIA. EX. 18" rr INLET A2 / �HU-' STORM r lyr WR CURB INLET (TRIPLE) " ^ 8RC ^ N:713489.63 ^ 'OHTOP OF11' WR CURB INLETLIRIPROco-. ^ E:1 O6853JB SHV` �' - - fp1 r -HN LU = J 111 LU U z D. Ilk -F-' Q � o --- 4z ,` 12< Fp I 09 S-ia,�.. r n J p Lu -a 7-� r.'il A4,5e (] (oneoa) - .= P/& r c C rtl. Co -Sfrr • C I fQ r I Ce-�. / .SD • / �TOJ O! 4"TS� w4II W Q $. Q d C(,.fo-Ff s-Jj/c z -z 5 / �LU F- J— cn " ]eHN fM61NFE11NG� 7,P 11$t L✓a/l A•�' LU F- 0 111 LU U z D. D Q � o F¢- o^�o J p Lu j 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