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5286 Pierson Court
City of �.� Wheat jjdge MUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave F: 303.237.8929 July 22, 2019 Owner/Occupant 5286 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201800080 (New Single Family) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — August 19 — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 291h Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid eg co.us City of Wheat c COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us INSPECTION RECORD Inspection online form: http://w%,w.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before S a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspec ion before MIDNIGHT (11:59 PM) to r eive an inspection the following business day N �r SL PERMITJO � ADDRESB: JOB CODE: Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. a (, i` /� 105 Stem Walls 106 Foundation wall Insulation 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. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground ! I--,/ 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 304 Sheer Inspection 305 Insulation 306 Mid -Roof ! I--,/ 307 Metal / Lath / Stucco 308 Rough Electrical Residential / LJ T 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential r 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMITIOJ,�O()0�0ADDRESS: �r 7 � JOB CODE: Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Mot water tank 320 Drywall screw and Nail 7—i� 321 Moisture board / shower walls i C • 322 Rough Grading 323 Miscellaneous �. Final Inspections Date Inspector Initials Comments 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 I_as-idscape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Vi'orks** 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** ` ; e' ., 416 Storm Water Mgint.** 417 Zoning Final Inspection* 418 Building Final Inspection 12 1? 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. m,; Assembly Serial #: CB467306 11-29-18 08:51 AM AM 13ackflowconsult Date /Time: Testing & Repair, Inc. Tester Certification #: 06-00615 Phone: (303) 537.0126 Assembly Test Results a PASS [:]*Fail www.backfiowconsulting.com info@backflowconsulting.com water Supplier: Westminster, Colorado Meter C Service location: QUAIL RIDGE 0 Facility Address: 5286 PIERSON CT City:WHEAT RIDGE ST:CO zip: 80033 Contact Person: Phone: Owner/Mgmt Co/Contractor. QUAIL RIDGE Address/Suite city/state/zip WHEATRIDGE CO 80003 C Primary Contact Make: Wilkins Model: 720A Type OfUse �ectioa MW Orientation Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑Domestic ❑Containment ❑Horizontal ❑ � Size: 3/4 Date Installed: ❑ Fire ❑ Containment by Isolation (8) Vertical Up ❑ ❑ New ® Existing ❑ Glycol I@ Isolation ❑ Vertical Down ❑ IBI Irrigation Previous Assembly M ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: " Line Initial Test Results Repairs Re -Test Results PSI:75 Tightness Differential Tightness Differential — Check Valve 4[ leak _ Leak (RP, DC, PVB) Tight 1.8 Tight Check Valve #2 Leak Leak (RP, DC) Tight Tight Relief Valve (RP) Buffer (RP) Air Inlet !' Shutoff Vap e6#Y: i ht Laking �Re faced t X�' 1�,e Shutoff Valve #2: (XM ht I !LeakingI Ae laced Back Pressure: [des ENo Test Procedure: (KABPA:. USC 10th Edition __ASSE: Comments: B.OTH.SOVS CLQSED ON ARRIVAL, LEET CLOSED AFTER TEST FOUND.. 12RAINED ZKER FSOM 6�5y QID bj0j WE Alarm Company/Fire Department: DFS Certification #: 18-13-06300 711 CE Contacted By: S Turn Off Date/Time: Turn On Date/Time: Test Kit Make: MIDWEST Model: 845 Serial M 07112151 Last Calibration Date: 01-30-18 Tester certifies this assembly has been tested with the above fisted procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testingand Repair, Inc Tester Name: Nicholas Roman :Phone: 303 537-0126 Signature: Certificate Expiration Date: 1/16/2019 U «0 . as (1) 40 40 m c1c >k tm tv 0 UJ a) (3) = Ic V; 0 0 N 4W Q)4.0 c 04 0 —J CD 20 m LU 00 >, 00 a) 00 0 2)0 wE c u 7 0 E en m 0 ro E o O m 413 .2 co C, 1, 80 > os 00 .c M V) L/) 4- n 0 0 2z C 1,6 CL LX) x V) 19 (U (2) CD c c U -J LU r,4 C- 17, -IWU)00 j00l0n A LI) 0 M 10 Lf) t", — — 00 ift c c EE N oq N OD Ln Ln UJ IA m E LLJ Le)0 C E aj 0 Q 0 M W M 0 ra -C 0 Im 4, 7- —1 (A U 1-0 EE cM O W cLiR W 4) N N 4) U. a) C t6 J m M 2 r N m s C2 N r R _21 0 u �� O L 9 O c mLL S C � air TN �.T 21 4 � 0 W (� LJJ c c Q L=L Q LL cD O (77 U _ ` c N C d LII ca a = a O O f[5 C p L ° v LL � -Q L Ip G a CL o co a 00 E U a> m U) r U N d i/1 -�e v U d O J 2 U v .s2 0 0` 4w y R U N rt7 �Ew cn[] 2 - 6 V rync V F O O N 5 o Q co T c Viz= a) N (n a? 'A E C) trj 4 U ;t tri T m1 ry U- C) L U co ^w c LO C) o u Q LY ry CL' N M D LM N Ln 6. .0 C ��mo y yo c a U C) C 'd c 0 n M V O E C G y O a 6.U. a o > = "s O O M c_ r LL @ Y Q Q U n a) C t6 J m M 2 r N m s C2 N r R _21 0 u �� Prepared For: Remington Homes 5286 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: Supervisor: Jim Cessna Subdivision: Quail Ridge Plan Name: 715 Permit #: Inspection performed by: Mark Lane (RTIN: 8664221) Inspected for the mandatory requirements of these programs/codes: • 2012 IECC R405 Simulated Performance Alternative • Energy Star (Version 8) f • Xcel New Homes v Inspection Results. �' ,e Items marked with ol�` are mandatory requirements and must be fixed in order to meet program/code. Fix and Proceed items do not require re -inspection by EnergyLogic. If you have any questions about this report, do not hesitate to contact me directly. Mark Lane, mark.lane@nrglogic.com, 719-243-5147 /"I" L"('� �,.Ir . EnergyLogic, Inc ♦ 7 16� (970) 556-0839 - www.nrglogic.com One Logic D' S H. PO Box N, Berthoud, CO 80513 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE J Inspection Type: c. c V-, Job Address: Permit Number: 00 t c 0 ❑ No one available for inspection: Time 1 f )bL) AM/ft. Re -Inspection required: Yes K When corrections have been made, call for re -inspection at 303-234-5933 Date: I) Inspector: lo�-- 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: U Job Address: Permit Number: ❑ No one available for inspection: Time Re -Inspection required: YesNow,"l When corrections have been made, call four re -inspection gt.303 234-5933 Date: Inspector r ' 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: 41 Job Address: 5 Z•$ (o T e ✓ (34— Permit Number: ppn" R) ❑ No one available for inspection: Time S ` M Re -Inspection required: Yes No� When corrections have been made, call for re -inspection at 303 -234 - Date: I Inspector: �" DO NOT REMOVE THIS NOTICE City of Wheat Midge COMMUNITY DEVELOPMENT Landscapinm Escrow A,-reement 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 5286 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: I U ' Signature La C) fl�)o 6 5 Print Na e strop Business Address / hone Date Title City of )Vheat Ride Colorado By: Title: Date: 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 WHEAT RIDGE 1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: "Oa !1 Job Address:2�e"i'lo� Permit Number: 2 0I0 000} 0 d ❑ No one available for inspection: Time l ! .� AM M Re -Inspection required: Yes �N� When corrections have been made, call for re -inspection at 303-234-5933 Date: # I Inspector: bale, Lovee DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: a a - h r -u tr. et 1 ! SO 1,,- 1" Job Address: P ieerCCA C,�_ Permit Number:�c C I cis V C C g D c I iN 6-L� c t e f1/ 1�f`flC i Q f, ❑ No one available for inspection: Time � 3S4 PM Re -Inspection required: Yes Co When corrections have been made, call for re -inspection at 303-234-5933 Date:-' C ice// / S Inspector: —1-b DO NOT REMOVE THIS NOTICE ft i CITY OF WHEAT RIDGE Building Inspection Divition (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTIO�V NOTICE,,,,, / �at-- Shower 1§_c✓ Inspection Type: 3 30 - N ry w n 8 S ct-,- tv Job Address: S3 'a (o P s'e c -s c„ G 4 - Permit Number: -D C Ig 0 0 4 s a h0we r 90ar-d Appc-cuecl ❑ No one available for inspection: Time 1 I ADIPM Re -Inspection required: Cge No When corrections have been made, call for re -inspection at 303-234- Date:/0 la I g Inspector: i DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Bui'ldi`ngInspection Vivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 05 Job Address: 5-94D& ` 1 e5-�r Permit Number: 'd C /S 0 o D g D -T--A Sy %a �, O,1 ', a- -t-, a I a/ I f -A, r- ❑ No one available for inspection: Time �j'PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: t o ILI 19 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE E \� Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:F-IrG✓n -e — M&_ Job Address: Pl efSOn C-4 Permit Number: 2GV �'06X*0 ❑ No one available for inspection: Time Afj�) Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303-234-5933: Date: Z d 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: 30/ RFIf 3g,9 .=-,�iE_<< _.'. Job Address:57M e6o)1 G Permit Number: �101?1 jOQfaj (::�r f' /- . ❑ No one available for inspection: Time /0 (9 U AM/PM Re -Inspection required: Yes? No i When corrections have been made, call for re -inspection at 303-234-5933 Date: 0/ 7110 Inspector: V/V—# DO NOT REMOVE THIS NOTICE r i CITY'QF`WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax i INSPECTION NOTIC } e'I�c_ 1ee� rhe ie�se Inspection Type: 3 - ° v 9 ec Job Address: S a `3 Iv P ►'e rs 6,P1 C _,L Permit Number: -,401g 0 0 0 so Ll No one available for inspection: Time pA�lPM Re -Inspection required�_ No When corrections have been made; e'afl r re -ins ection at 303-234-5933 D -- Inspecto DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Buildinglnspection Division (303) 234-5933 Inspection line _::�P�(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: kW 6 w f��rn e ' I�lU�t l�'C aSCf��v Job Address: $5.29Co l P/SC4) C -7 - Permit Permit Number: ad / �, bjei/I jieOO G ❑ No one available for inspection: Time �3,W AN&' Re -Inspection required:Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: I Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: w 1 Job Address: f f 'sc'*-) v e f Permit Number: ,,_�7620,790n YO ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: "� ZL���S Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building InspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 306-10 t dro0-C Job Address: '� 2 K p'f.-Sd;i &, Permit Number: 2-01 x000 00 ❑ No one available for inspection: Time % 4CY/PM Re -Inspection required: Yes (P When corrections have been made, call for re -inspection at 303-234- Date:-q/12/ 03-234- Date:q/12/ 1� Inspector:bane Lvve,�+- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE J �� Building Inspection Division��� (303) 234-5933 Inspection line r (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �&?Uk F—,ct ( r l -e(` - Job Address: ' 2 ?C -o (' i Permit Number: 2() ( � dyU '�10 ❑ No one available for inspection: Time AWOMI Re -Inspection required: Yes,/!VO') When corrections have been made, call for re -inspection at 303-234-5933 D� ate: ? (� Is Inspector: tZ, DO NOT REMOVE THIS NOTICE A s CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line _:�9r (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 5 12 C." e" S E C Permit Number: ❑ No one available for inspection: Time a :.AM/PM Re -Inspection required: Yes Nom' When corrections have been made, c 7T for re -inspection at 303 -234- Date: - 03 -234 - Date: + ` s i Inspector: DO NOT REMOVE THIS NOTICE 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Fl e'—` o)-, Permit Number: 2U�l E3 G�DU 0 ❑ No one available for inspection: Time � � � AM%PM Re -Inspection required: Yes il VA When corrections have been made, call for re -inspection at 303-234-5933 Date: 7' S ' / Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 1 a - ! e n, P - co 17s4. 01 e �el r - Job Address: _Sa a Go lig "e,760 r, C4_ Permit Number: �d o 1 r3 ©o or�i o a ❑ No one available for inspection: Time t AIPM Re -Inspection required: Yes (fNc---) When corrections have been made, call for �' pecti X303=234- 3 Date 64nspector: -"--- - DO NOT REMO E THIS NOTICE I 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: oy Pi^ Lwa-re Job Address: �a� ` f P rSQ; Permit Number: ao ) , O C) C)g'o ❑ No one available for inspection: Time 7 • 30 @/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 1)ate:46 kt Inspector: --r— DO NOT REMOVE THIS NOTICE LIS c 0 ca G zp P, -;5 > 0 �02 -0 MID 0 4) 0 t as > cvi LP ► o 45 t 7� 0 ,0 c 0 ca G zp P, -;5 > 0 -0 MID 0 4) > cvi ► o 45 t 7� 0 f4o. cy En 41 r CZ rE 4m O it > • 0> Cd Qj 0 CS 12 AI 2 U > 0 46 kn c 0 ca G zp LLJ F— C) — U LlF— ry e L i Z S/ Q Z D W OLli t.J._ y � o• � N 4 i 6 z z 6 W a,v Qz 0<z wX j%U Y CL OO n ul O m ooaaw � ozt'oaza. �NNDE1 m d <� aa�N wumdimwrzi��a � � u >ai-o zxm1 `*'r¢0%i �.ow 3ti �am5 o o. rlmt° ©t''oP • O N 0 �Q] -L j W F- D 0 C) z W a - as N L�41 z t� a m `ci r a 0 J g m' In LF 'T, O 011 ly, ;-uzwx 1, u.17 ZC) dz �w4 ¢�p�4m§z22� cr rw-ate gw°`ZfVRa`L ��Sd q So Fuom O �4��tx3weW�-2,T.'X zaa;n w�dl"dw"' Cw,aaa a o z}w gwcn2��w d .Za2v, ex.�O gtt�N w.�a=Y1�y�2o e+"onv�Ucrw� �a a Ntw(?® y�it2 d-��., dSWS4CM�F a=� "a �-a���� o Jc?{wLU uo mv3n , In _.. 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ASNn r \ O m �/~ J� � :N830NOO JO S310N 2% a City of Wheat Ridge � Single Family - New PERMIT - 201800080 PERMIT NO: 201800080 ISSUED: 04/10/2018 JOB ADDRESS: 5286 Pierson CT EXPIRES: 04/10/2019 JOB DESCRIPTION: Single family detached home - 1 story, 2 car front load garage, 1 car side load garage, finished basement, 6 bedroom, 4 bathroom - 5,048 sq ft *** CONTACTS *** OWNER (303)420-2899 GC (303)420-2899 SUB (303)882-3530 SUB (303)421-4506 SUB (303)668-4487 Main floor - 2,147 sq ft; finished basement - 1,696 sq ft; unfinished basement - 269 sq ft; garage - 698 sq ft; covered front porch - 88 sq ft; covered rear patio - 150 sq ft REMINGTON HOMES Megan Sparks Sean Lind. Ben Millwood Eugene Willis OF COLORADO IN 160075 Remington Homes of Colorado 019875 Lind -Drug Electric, Inc. 019354 Millwood Plumbing & Heating 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: 306,330.94 FEES Total Valuation 0.00 Plan Review Fee 1,603.68 Use Tax 6,432.95 Permit Fee 2,467.20 Engin. Review Fee 150.00 ** TOTAL ** 10,653.83 *** 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. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5&439; 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 1250 of the cost of the installation shall be required. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. (Driveway curb cuts must be 24' or less in width) I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perfo and that all work to be erformed is disclosed in this document and/or ictus' accompanying approved plans and specifications. A okwi -�f L ', SignatuA of OWNER r CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature ofCTiiefBuiginOfficial Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of -OiO'-W.heat_ i e COMMUNIrry DEVELOPMIENi Buildings & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Pate: 9 l Plan/Pennit # fn 10( Plan Review Feed �n Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 5I',C�n- ' Cl L±, Property Owner Email: Mailing Address: (if different than property address) n Address: 7(� �1L �L i� �� t7 State, Arch itect/Engineer: e4-- arcL ��(1-i" 6T � L`� . Tnc , Architect/Engineer E-mail: Contractor: Contractors City License #: _� its Phone: D 'off - -216 Contractor E-mail Address: Sub Contractors: Electrical: j (a (' Qett-rit✓ W.R. City License # C 1 %T5 Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: Sm t � Ct (fid, W1) , W.R. City License #, 1 �� Complete all information on BOTH sides of this form DescriRtion 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.)S�cnk- _ � n �' \,I (Aoac , .` t `-5 ' C c�� 1�} �CJQ�VcM I F� n9t V4. 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) _ C] t 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 UTHORIZED REPRESENTATIV J of OWNER) (CONTRALTO PRINT NAME: SIGNATURE: DEPARTMENT USE ONLY ZONING COMMMENTS: l QT2 Reviewer. DATE: 11,91 /Is OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer. o b �.. Z ��-"^ c-c� l�ld Icl -t-c>� L.6� -� p Eve SCIS t✓ `J� ��� ps rj • L. PROOF OF SUBMISSION FORMS � C J Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of SINGLE FAMILY/DUPLEX Wheat -Midge BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: I Z Location: 5 8 C�r- 5'--5 V" C— ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a U w.L kA o located at the above referenced address. Please note the comments checked below. 1. ✓ Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: OK -NOT -9K efer to stipulations 2. _✓' Public Improvements required & to be completed with project: a. street paving/patching: Yes ✓ No Completed b. curb & gutter: Yes ✓' No Completed c. sidewalk: Yes ✓ No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. Does all existing roadway/alley R.O.W. meet the standards of the City: V1 Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, su 'ect to the stated requirements and/or attached stipulations. Signature Date 5. i4hq NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Stipulations Mark Van Nattan Date ►CAb�c 1� t- C3..��_ l� d v.l v.. S u b c -..''C S inn �-�,.5 � o � �� � o �� � � � � zM 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. V 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 Wheat -Midge 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. Date: Project Address: r Name of Firm/ Individual submitting documents: IJ Project Type/ Description: Nt 1 Signature of Firm Representative or Individual: I, .am a duly authorized representative of the agency 77 — indica ed elow 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 oCo solidated Mutual Water District alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other '/ ' Sign at e: Date: (Agency Repr sentative) 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 12, 2017 Re: 5286 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 393-424-4194. Sincerely, 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 { t M F k f , 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 EJ�� ( )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 offidal seal My commission expires: 0 JANET S JACKSON NOTARY PUBLIC STATF OF COLORADO NOTARY !D 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Not�ryi Public Page 2 of 3 IW.14:I1:31r_\ PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814, 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No, 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $61.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 After recording, return to: Often Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and bender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "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 suin 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— 'j,5C*Y-cu 1111-1-11FINA (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 (e) 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 tiled. 2 1353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or pernnit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913- thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability' Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by 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 thunk 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 Decd 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 ("Dry Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement V7 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME} OF COLORADO, INC., a Colorado cornorationf By: _' (/ Name( Title: J. 1 STATE OF COLORADO § COUNTY OF•�� The for ping instrument was acknowledged before me this 26th day of February, 2016, by t'iQS Y'G�'1,QS Prec� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. 1+IM0,4001 k4 O& SHANNOR A BUCHANAN Notary Publk State of Colorado Notary 10 20054037048 rmiy Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: f� Notary Public (�ity i�f ('U lit IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29e Ave. Wheat Ridge, Co 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: l LZ I k5 ADDRESS: 52-,S�, ��E�-Sot, C+ 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 ",xv.ci.wheatridge.co.us Rev 2108 City of �BWh6atR�iogc 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 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: Z 09 Location of Construction: Purpose of Construction: Single Family v`_ Commercial Multi -Family 6� Development Review Processing Fee: ................................................ $100.00 $ 10 O /x (Required of all projects for document processing) Singie Family Residence/Duplex Review Fee: ..................................... $50.00 $ S i] Ax Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the I" and 2nd submittals): .......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the 1St and 2nd submittals): .......................... $500.00 $ • Trip Generation Study Review Fee: ................... .............................. $200.00 $ • O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (%2 initial review fee) :.................................................... $300.00 $ 4th submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.d.wheatridge.co.us Rev 12/12 Z } O O w m w w w W O ? 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Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: Accessory Building Coverage (not to exceed 600 sq. ft.) `614TC5 sq. ft. ,, q I'S . g- sq. ft. 330 t6 sq. ft. 36-S Bio i) sq. ft. Main Building Setbacks Required Provided Front 20' 2 , S r Interior Side 5' ! Side on street 10' Rear 20' 'Z 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' 5 4&-1 a. Is the structure within 2 feet of minimum setbacks? 1` g (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% -5 Z �, 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. 0 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. U 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. WA ❑ 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: 'El� Driveways cannot exceed 24' in width. Landscaping requirements: Minimum landscaped coverage is 25% l The front yard must be 100% landscaped �. ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ Of scli 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. August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 2, Block 2 Wheat Ridge, Colorado Project No. DN47,957.001-120 • • -3tim It ni::::I N C O R P O R A i E p I 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 9.5 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 18.5 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.5 percent when wetted. Based upon results of la- boratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investi- gation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 2, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is taken. CTL I THOMPSON, IN 2516 v� REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 2, 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Mug 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc v x O CD n LL U N V tCJ O O M cc N x x _o d LL N 0 Er cn 0 N It U O E N � 0t-" z Z m ox N� r O O U.,. 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U-1 (11 m ot V) r U-1 W cr MOq) =CL mo - 0 0� (N (N 0 0 -T 0 'o to 0 in OD V) to IIA D >% co ern rn 0 Ul I pp Lr) M 0 LU ry V V) D O 44 m EU 0 a 3: Q < (o q) ro I- C: c 0 > C- vo 0 0 15 Cc E ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Whe Remington Homes Template - 715 FB - Wheat Ridge - F Mandatory Requirements Inspection Status Results are projected J Duct leakage at post construction better than or equal to ENERGY STAR v3l3.1 requirements. J Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. J Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. J Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. J Windows meet the 2009 IECC Requirements - Table 402.1.1. J Duct insulation meets the EPA minimum requirements of R-6. J Mechanical ventilation system is installed in the home. J ENERGY STAR Checklists fully verified and complete. nergyLogic nnn�rsts. im,Ig4�i. on:..rs. HERS Index Target Reference Home HERS 82 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 69 As Designed Home HERS 60 As Designed Home HERS w/o PV 60 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 55.2 33.6 Cooling 8.4 5.5 Water Heating 10.7 7.6 Lights and Appliances 32.2 31.0 Total 106.5 77.7 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Horne under Version 3.0 Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 373 Carbon Dioxide (CO2) - tonslyr 3.2 Cooling 35 Water Heating 44 Lights & Appliances 43 Generation Savings 0 Total 496 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA), In accordance with the ANSIlRESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads Ekotrope RATER - Version 2.2.2.1834 This information does not constitute a warranty or guarantee of home enercp, performance IECC 2012 Performance Compliance QnergyLogic Property Organization °"°'"`'' Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Builder Template - Remington - 715 FB Whe Remington Homes Template - 715 FB - Wheat Ridge - F Annual Energy Cost Design IECC 2012 As Designed Performance Heating $635 $554 Cooling $135 $124 Water Heating $149 $149 SubTotal . Used to determine compliance $918 $826 Lights & Appliances $990 $974 Onsite generation $0 $0 Total $1,908 $1,799 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 10 0% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor p Mandatory Checklist N. Design exceeds requirements for IECC 2012 Performance compliance by 10%.. Name: Organization: Peter Oberhammer EnergyLogic Signature: ra'Jz f Date: Jan 08, 2018 Ekotrope RATER -Version 2.2.2.1834 ECC 2012 Perforin ante compliance results calculated using Ekotrope's energy algonthm which is a RESNET Accredited HERS Rating Tool. Building Summary Property Organization Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status R-19 Draped Full Builder Results are projected Template - Remington -715 FB Wheat Ridge- EKO Remington Homes Template -715 FB- Wheat Ridge -Remington Conditioned Space General Building Information.... Number Of Bedrooms 3 Number Of Floors 1 Conditioned Floor Area [sq. ft } 4,302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 F8 Plan Community Wheat Ridge Basement Wall iiii Name Library Type Height Above Grade Depth Below Grade Perimeter (DnergyLogic Location Enclosing 8smtlGarage Un R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space BsmtfGround Unftnis R-19 Draped Full 1 7 175.2 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped Full NJA N/A Yes 19 Slab Name Library Tipe Perimeter Floor Grade Carpet R Exposed Surface Area Location Enclosing Masonry Area Bsmt Uninsulated 221 Below Grade t23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Slab Conipiefel� Underslaba Insulation Perimeter Insulation Perimeter Insulation R F Insulated. Width [ft] Depth Ft) Value Uninsulated Wood Frame I Other No 0 0 0 0 1 Property Organization 2x6 823 16" OC BF G1 Remington Homes EnergyLogic 587.8 sq. ft. 5286 Pierson Ct Peter Oberhammer R 23.0 R 23.0 Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes 2x6 R23 16" OC BF G1 Template - 715 FB - Wheat Ridge - Remington 471.8 sq. R. Framed Floor Kneewall2x6 Name Library Type Carpet R Floor Grade QnergyLogic enolY,l,. In,[yhl, anrr�rt. Surface Area Location Cantilever 12" 85016"OC BF G1 123 Above Grade 11.0 sq it Exposed Exterior Exterior cant f Framed Floor Library List Name R 12" R50 16"OC BF G1 Exterior 46.08006 cant Rim Joist Name Library Type Surface Area Location Rim Joist Library List Name R 23.0 23 Back 2x6 2x6 823 16" OC BF G1 Medium 587.8 sq. ft. Ambient Garage R 23.0 R 23.0 176.2 sq. 11 472 sq. tt. Exposed Exterior Unconditioned, attached garage Rim Joist Library List Name R 23.0 23 Back 2x6 2x6 823 16" OC BF G1 Medium 587.8 sq. ft. Exposed Exterior Front 2x6 2x6 R23 16" OC BF G1 Medium 130.0 sq. ft. Exposed Exterior Garage 2x6 2x6 R23 16" OC BF G1 Medtum 471.8 sq. R. Unconditioned, attached garage Kneewall2x6 2x6 R23 16" OC OF G1 Medium 312.8 sq. ft. Attic Len 2x6 2x6 R23 15' OC OF GI tedium 616.0 sq. ft. Exposed Exterior 2 Property Remington Homes 5286 Pierson Ct Wheat Ridge , CO 80033 Template - Remington -715 FB Wheat Ridge- EKO Template - 715 FB - Wheat Ridge - Remington Name Right 2x6 Organization EnergyLogic Peter Oberhammer Builder Remington Homes Library Type 2x6 R23 16" OC BF 131 Wall Library List Name R 2x6 R2316" OC BF G1 18.45835 QnergyLogic ¢¢oly�li. irts ty At. ¢ntr�e �. Inspection Status Results are projected Surface Color Surface Area Location Medium 525.2 sq. IL Exposed Exterior Top Back 2x6 .301.30 Back 2x6 0 0 0 East 232.0 sq. tt. Back bsmt 301 .30 Ssmt(Ground 0 0 0 East 400 sq. It Unfinis Front 2x6 .30!.30 Front 2x6 0 0 0 West 11 3 sq. ft Left 2x6 .301.30 Left 24- 0 0 North 50;0 sq. R Left bsmt -301.30 BsmUGround 0 0 North 40.0 sq. fL Unfinis Right 2x6 .301 .30 Right 2x6 0 r -. South 38 0 sq. it Right bsmt .301.30 BsmUGround 0 0 0 South 20.0 sq. R. Unfinis Skylight _.. None Present 3 Building Summary QnergyLogic Property Organization Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Hones Template - 715 FB - Wheat Ridge - Remington Skylight Library List None Present Opaque door Name Library Type Wall Assignment Basement Wall Assignment Front 2x6 insulated Door 6.6 Front 2x6 Garage R 5 Garage Entry Garage 2x6 Opaque Door Library List Name R Insulated Door 6.6 _ 67 R 5 Garage Entry 5 e s Emittance Solar Surface Color Surface Area Location Absorptance 0.9 075 Medium 24.0 sq. ft Exposed Exterior 0.9 0.75 Medium 20.0 sq. ft Exposed Exterior Roof Insulation ... Name Library Type Roof -Deck Area [sq. ft.] Clay or Concrete Roof Surface Color Surface Area Location Tiles nat R-50 BF 24"oc 2,156 No f Roof Insulation Library List I; 111 Name Has Radiant Barrier R t` R-50 BF 241oc No 50.68123 Whole House Infiltration Infiltration Measurement Type 3 ACH at 50 Pa Blower -door tested 4 Dark 2,156.0 sq. ft Attic 4 Building Summary QnergyLogic Property Organization °"°'"'` Reminglon Homes EnergyLogie 5286 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington -715 FB Wheat Ridge- EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Mechanical Ventilation Ventilation Type ventilation Rate [Cubic Feet Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Minute] hours Exhaust Ont}, 73 24 15 Yes 0 Lighting % Interior Efficient Exterior Efficient Lighting ° Garage Efficient Lighting Lighting .... .... 80 0 0 Onsite Generation None Present Onsite Generation LibraryJst"" None Present i Solar Generation ., None Present Solar Generation Library List None Present 5 Building Summary/ nexgyLogic Property Organization ...n.�,. Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberhammer Wheal Ridge, CO 80033 Inspection Status 50 Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington _ CC1i1{iltionllig Equipment Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Air conditioner (3) 13SEER136aTU 3 ton 0% 100% 0% Fuel -fired air 92-1 AFUE 180K 100% 0% 0% distribution (1) Water Healing (2) w62 EF 176 RE f 50g 0% 0% 100% Equipment Type: 13SEERf3613TU 3 ton Fuel Type Electric _..__ Distribution Type Forted Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/h] 36 Equipment Type. 92.1 AFUE /80K s. Fuvl iype Distribution Type Motor Type Heating Efficiency Heating Capacity [kBtu/h] Use default EAE EAE [kWh] Natural Cas Forced Au Single Speed (PSC) 92.1 AFLIE 74 No 692 Equipment Type. w62 EF 176 RE f 50g Fuel Type Natural Lias Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal ) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 0.76 n. Building Summary Property Organization Remington Homes Energytogic 5286 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Hot Water Recirculation System? Builder Results are protected Template - Remington - 715 F8 Wheat Ridge - EKO Remington Hones Template - 715 FB - Wheat Ridge - Remington 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. It Return Duct Area [sq_ ft -1 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 Forced Air Fuel -fired air distribution (1) Air conditioner (3) 4302 4 0 0 1151.54 860.4 1 1 Post -Construction Yes Conditioned Space 100 100 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 r Water Distribution Water Fixture Type Loxv-fiow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ftj 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No (3)nergy1jogic 7 Building Summary Property Organization Remington Homes EnergyLogic 5286 Pierson Ct Peter Oberharnmer Wheat Ridge , CO 8G033 Inspection Status Annual Gas Cost Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington 32 10'r— — 4.1 ` I I -- 0.80737 Clothes Dryer Fuel Type Electnc Cef 2-61739 Field Utilization Timor Controls Kitchen Appliance s Clothes Washer Standard W Label Energy Rating 487 kVVh,'Year Electric Rate $0081kWh Annual Gas Cost $2300 Gas Rate $0,69/Therm Capacity 1 32 linef 0.80737 Kitchen Appliance s Notes OnergyLogic A Dishwasher Size Standard Dishwasher Energy Factor —0-67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhlYear Notes OnergyLogic A Manual S Remington Homes Quail Ridge 5286 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1 % AFE Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft -/min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Stltnniary Number of active trunks: 25 Numberof active runouts: 25 Total runout outlet airflow: 1,126 Main trunk airflow: 1,015 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -290 Smallest trunk diameter: 12.9 ST -340 Smallest runout diameter: 4 SR -330 Supply fan external static pressure: _ 0,800 Supply fari device pressure losses. 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure lass: 0.451 SR -240 Return loss added to supply: 0.075 - Total effective length of return (' ft) 290.1 Crawl RA Total effectivelength of supply ( ft.): 239.8 SR -240 Overall total effective length (ft.): 529.9 Crawl RAto SR -240 Design overall friction rate per 1,00 ft.: 0.087 (Available SP x 100 /TEL) System duct surface area (No Scenario): 985.4 Total system duct surface area: 985.4 Heat Rise Used on the Program- 58° F "t n9 _ ziocity and Efficiency inpu High Heat ( UH) 40,000 40,000 60,000 60,000 80,000 80,000 100,000 100,000 120,000 Output High Heat (b I UH) 37,000 37,000 56,000 56,000 75,000 7 000 93,000 93,000 11 ,000 Certified Temperature Rise Range OF (°C) High 40-70 Heat g (22-39 35-65 (19-36) 40-70 (22-39) 35-65 (19-315) 35 .65 .,(19 36) 3l)-65 (19 - 36) 40-70 (22-39) 40-70 (22-39) 45-75 (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 S 0.1 0.2 0.3 0.4 0.5 1 0.6 0.7 0:8 essures 0.9 1 04010 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 78S 680 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 610 770 725 675 600 535 475 Red 1-5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1 1215 1205 1205 1195 1155 1100 1045 975 910 805 BDue 2.5 370 980 985 960 955 925 880 835 780 695 585 Yellow 2.0 425 910 920 905 88D 850 815 765 695 630 545 Red 1.5 430 750 730 705 680 645 605 555 04072 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 25 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 620 760 705 655 Blue 2-0 435 980 955 935 905 870 830 78D 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 06016 SIDE/BOTTOM Black CO 376 160D 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 1 1 2.5 394 1030 1025 1030 1010 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 i 1255 1165 Yellow 3.5 3811 1420 14251 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 2.0 380 850 825 805 785 760 725 695 6551 600 545 08D-20 or BOTTOM TWO -SIDES 4, 5 4 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 15751 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 426 1120 1110 1100 1090 1065 1035 930 935 870 805 Red 2.0 433 '7 920 910 890 865' 830 790 745 690 625 100-16 SIDE/BOTTOM Black 4-0 373 1715 1660 1610 1555 1490 j 1420 1340 1245 1150 1065 Yellow 3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 910 Blue 3.0 367 130D 1255 1205 1160 1100 1035 9713 905 81.0 730 Red' 2.0 445 1110 1055 1005• 955 890 835 770 090 610 535+ 10020 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5-0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4-0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 1 4.0 416 1875 1840 1795 =L1665 I 1580 I 14U,51 1410 1.310 1205 Red 3.5 414 1610 1585 1555 1515 1 1450 1 13951 13251 1250 t..., NOTE_ 1. A filter is required for each reium-air inlet.. Airflow performance includes a 3f4 -in. (19 mm) washable filter mediasuch as contained in a factory- author- ized accessory filter racy. See accessory fist. To determine airflow performance without this filter, assume an additional 0.1 in. W.C. available external Matic pressure. 2. ADJUSTTHE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION_ 3. Shaded areae indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION.. 4. Airflows over 1900 CFM require bottom return, tum -aide return, or bottom and side return_ A minimum filter siee of 20" x 25" (508 x. 835 num) is required. 5. For upflow applications, air entering, from one side into both the side of the furnace and a return air base counts as a side and bottom return. a. All airflows that are shown in BOLD exceed 0.58 watto per CFM at the given external static pressure. Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONS AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 5001600 1 700 1 800 1 900 1 1000 r-110-0' 1200 1 1300 1 1400 1 1500 1 1600 1 17D0 I 184O 1 1900 2000 12100 12200 Dry 0.078 10.114 10.156 10.199 10.253 1814 Wet 0.096 10.138 10.183 10.213 10.277 1 1 1 1 T T Dry 0.070 10.103 10.143 10.192 10.233 10-290 10354 2414 Wel 0.089 10.129 10.171 10-214 I0-269 10,336 1 0A-13 1 1 1 1 1 1 1 1 1 1 1 1 Dry 0.048 10.068 1 0D90 10.112 10.140 l0-170 10.20.3 1 I I I I 2417 Wet ----TO- 0.064 .091 10122 10.150 10.188 10124 10.2&3 1 Dry 0.065 10.097 10.135 0.173 10.223 10.278 1 0.329 0-405 10.478 1 I I I I 3014 Wel 0.078 J0A14 10.160 10.206 10.260 10.321 1 0,388 10.461 10.540 1 1 1 1 Dry 0.042 10.060 1 OMO 10-102 10.128 10-157 1 0-1M I 0.2227-6--259 I 3017 Wet 0.055 10.076 10.104 10.127 10.158 10-190 1 0.225 I 02-66 16.309 1 Dry 3617 0.043 1 0.061 0.082 10.102 10.128 10,157 101890.221 0.259 10.299 10.341 13617 Wet 0.056 10.079 10.107 10.133 10.166 10.200 10.236 10.276 10.315 10.361 10.413 1 1 Dry 0,035 10.049 JOL62 10�076 10�093 10,111 10132 10.153 -FO0- -7- 17 0201 10 F 8 .22 1 1 3621 Wet 10.049 10.066 10.095 10.100 10.122 10-144 10,171 0.192 10.217 10.245 10.276 1 1 1 Dry 4221 0.030 0.047 0.054 0.D66 10.082 1 0099 10118 10.137 10.158 10.180 10.205 10.231 10.259 1 T4221 Wet 0.043 IM59 10,078 10.101 10.126 10.153 1 0.187 I 0.207 10.234 10.260 1 0.288 10.319 1 0354 1 Dry 4821 1 10.047 10.060 10,075 10.092 10-110 0.130 0.152 10.176 10.204 10.230 10256 10.284 1 0.318 1 1 1 14621 Wei 1 10.053 10.067 10.085 1 0104 10.125 10,147 10.172 10,200 10.228 10.259 1 0.292 10.327 1 0.365 1 1 1 Cry 1 10.015 10.046 10.057 10-069 10.094 10.0197-0,-11-9-70,124 10.140 10.158 1 0,175 10.195 1 0.214 1 1 1 4824 Wet 10.032 10.050 0.D66 I 0.091 10.097 0.114 10.131 10,150 10.169 10.190 1 0.211 10.233 10.257 1 1 1 Dry 6024 1 1 1 10.062 10.073 10084 1 0M7 1 0.111 10.126 10.138 10-154 10172 10.190 10.210 10229 j 0251 1 0.273 10.293 T6024 Viet 1 10.082 10,0996 10-112 10.129 10.145 10-163 10.171 10.191 10212 10.235 10.256 10.262 1 0.310 0336TO-,366 Detailed cooling capacity Usable Capacity CA13NA030 (2.5 Ton) = 24,293 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 21,352 BTUs 21,352/24,293 = .88 or 12% over Note: The CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs CONDENSER ENTERING Al EVAPORATOR AIR 75 (23.9) 85 (29.4) 95 (35) CFM EWB FCC) 72 (22.2) Capacity MBtuh Total Sens# 32.18 16.57 Total System KW** 2.04 Capacity MBtuh Total Senst 30.84 16.09 Total Capacity MBtuh System KW** Total I Sens* IK 1 • 2.25 29.42 15.59 Total System KW** 1 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.68 2.49 875 63 (17.2)tt 27.91 20.13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27.10 2.03 26.12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.89 2.30 29.72 16.38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)tt 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (16.7) 28.07 27.82 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 22.57 2.12 27.32 22.05 2.34 25.95 21.49 2.58 62 (16.7) 28.79 28.79 2.12 27.71 27.71 2.34 26.54 26.54 2.58 57 (13.9) 28.79 28.79 2.12 27.71 27.71 2.34 26.55 26.55 2.58 Usable Capacity CA13NA030 (2.5 Ton) = 24,293 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 21,352 BTUs 21,352/24,293 = .88 or 12% over Note: The CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs AHRI Used Item I Value Model Type Standard Air Conditioner Model Number (Combined) CA13NA030--(A,B):+CNPV*3617AL*+TDR Outdoor Model flumber CA13NA030—(A,B) Indoor Model Number CNPV*3617AL+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed D SEER Low Speed D EER 10.8 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge 5286 Pierson Ct Littleton, CO 80125 Pae 1 Pro 'ect Re ort General Project Information Project Title: Remington Homes - Quail Ridge - 5286 Pierson Ct Designed By: Andy O'Leary Project Date: Thursday, October 26, 2017 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: Andy O'Leary 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: aoleary@smithandwillis.com [Desiien 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: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,633 Volume (W) of Cond. Space: 40,497 Building Loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 21,352 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 21,352 Btuh 1.78 Tons (Based On Sensible + Latent) Notes 77771 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 2 Miscellaneous Re ort System 1 Whole House System Outdoor Outdoor Outdoor Indoor indoor Grains In ut Data 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 -43.51 Duct -gizing toputs 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: 0.281 AC/hr 0.250 AC/hr 118 CFM 105 CFM Infiltration Actual: 0.329 AC/hr 0.303 AC/hr Above Grade Volume: X 25.122 Cu.ft. X 25.122 Cu.ft. 8,277 Cu.ft./hr 7,623 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 138 CFM 127 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 (105 CFM) Summer Infiltration Specified: 0.250 AC/hr (105 CFM) M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC 10 Elite Software Development, Inc. Remington Homes - Quail Ridge - 5286 Pierson Ct M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 M Page 4 Manual D Ductsize Data - Duct System 1 - Suppl ---Duct Name, etc. Trunk 0.0003 15.2 302 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 -350, Feeds Into: Mech Room, Effective Length: 1.0 Trunk 0.0003 15.2 302 0.000 Up: ST -110 55 20 0.010 0.000 Rect 1.0 10 0.0 0.000 Presize 420 5 0.374 0.426 ---Duct Name: ST -340, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 12.9 147 0.000 Up: ST -300 128 14 0.003 0.000 Rect 1.0 10 0.0 0.000 Presize 143 4 0.373 0.427 ---Duct Name: ST -330, Feeds Into: Bedroom 5, Effective Length: 0.7 Trunk 0.0003 12.9 42 0.000 Up: ST -150 128 14 0.000 0.000 Rect 0.7 10 0.0 0.000 Presize 41 2.7 0.373 0.427 ---Duct Name: ST -290, Feeds Into: Bedroom 5, Effective Length: 2.5 Trunk 0.0003 15.2 141 0.000 Up: ST -170 128 20 0.002 0.000 Rect 2.5 10 0.0 0.000 Presize 196 12.5 0.373 0.427 ---Duct Name: ST -270, Feeds Into: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 12.9 121 0.000 Up: ST -160 55 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 118 4.7 0.373 0.427 ---Duct Name: ST -260, Feeds Into: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 114 0.000 Up: ST -200 55 14 0.002 0.000 Rect 0.7 10 0.0 0.000 Presize 111 2.7 0.373 0.427 ---Duct Name: ST -250, Feeds Into: Mech Room, Effective Length: 0.8 Trunk 0.0003 15.2 241 0.000 Up: ST -350 55 20 0.007 0.000 Rect 0.8 10 0.0 0.000 Presize 335 4.2 0.374 0.426 ---Duct Name: ST -240, Feeds Into: Mech Room, Effective Length: 1.3 Trunk 0.0003 16.9 296 0.000 Up: ST -120 55 25 0.009 0.000 Rect 1.3 10 0.0 0.000 Presize 513 7.8 0.374 0.426 ---Duct Name: ST -230, Feeds Into: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 15.2 191 0.000 Up: ST -180 55 20 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 265 5.8 0.373 0.427 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Up: ST -250 - - ---Duct Name, etc. Rect 1.5 10 Presize Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit I Shape Length Height Fit.Eci.Len SPL.Tot _Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -220, Feeds Into: Mech Room, Effective Length: 1.5 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 1.5 10 Presize 314 7.5 ---Duct Name: ST -210, Feeds Into: Mech Room, Effective Length: 3.7 Trunk 0.0003 12.9 Up: ST -220 55 14 Rect 3.7 10 Presize 282 14.7 ---Duct Name: ST -200, Feeds Into: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -310 55 14 Rect 0.7 10 Presize 137 2.7 ---Duct Name: ST -190, Feeds Into: Mech Room, Effective Length: 7.5 Trunk 0.0003 15.2 Up: ST -320 55 20 Rect 7.5 10 Presize 380 37.5 ---Duct Name: ST -180, Feeds Into: Bedroom 5, Effective Length: 3.8 Trunk 0.0003 15.2 Up: ST -190 55 20 Rect 3.8 10 Presize 346 19.2 ---Duct Name: ST -170, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 15.2 Up: ST -230 55 20 Rect 1.0 10 Presize 252 5 ---Duct Name: ST -160, Feeds Into: Bedroom 5, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -340 55 14 Rect 1.7 10 Presize 118 6.7 ---Duct Name: ST -150, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -130 55 14 Rect 1.0 10 Presize 93 4 ---Duct Name: ST -140, Feeds Into: Bedroom 5, Effective Length: 2.8 Trunk 0.0003 15.2 Up: ST -290 128 20 Rect 2.8 10 Presize 196 14.2 226 0.006 0.0 0.374 290 0.011 0.0 0.373 141 0.003 0.0 0.373 274 0.009 0.0 0.373 249 0.007 0.0 0.373 181 0.004 0.0 0.373 121 0.002 0.0 0.373 96 0.002 0.0 0.373 141 0.002 0.0 0.373 0.000 0.000 0.000 0.426 0.000 0.000 0.000 0.427 0.000 0.000 0.000 0.427 0.001 0.000 0.001 0.427 0.000 0.000 0.000 0.427 0.000 0.000 0.000 0.427 0.000 0.000 0.000 0.427 0.000 0.000 0.000 0.427 0.000 0.000 0.000 0.427 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 E Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 12.9 105 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 -130, Feeds Into: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 12.9 105 0.000 Up: ST -270 55 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 102 4.7 0.373 0.427 ---Duct Name: SMT -100, Feeds Into: Mech Room, Fitting: 1-02, Effective Length: 128.6 Trunk 0.0003 22.4 344 0.000 Up: Fan 55 25 0.008 0.010 Rect 0.7 17 127.9 0.351 Presize 1,015 4.9 0.375 0.425 ---Duct Name: ST -110, Feeds Into: Mech Room, Effective Length: 5.0 Trunk 0.0003 15.2 303 0.001 Up: SMT -100 55 20 0.010 0.000 Rect 5.0 10 0.0 0.001 Presize 421 25 0.374 0.426 ---Duct Name: ST -120, Feeds Into: Mech Room, Effective Length: 1.2 Trunk 0.0003 16.9 342 0.000 Up: SMT -100 55 25 0.012 0.000 Rect 1.2 10 0.0 0.000 Presize 594 6.8 0.374 0.426 ---Duct Name: SR -290, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 64.2 Runout 0.0003 5 345 0.014 Up: ST -140 55 3.9 0.045 0.015 Rnd 31.3 5.5 32.8 0.029 Presize 47 41 0.344 0.456 ---Duct Name: ST -300, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 12.9 154 0.000 Up: ST -140 128 14 0.003 0.000 Rect 1.0 10 0.0 0.000 Presize 150 4 0.373 0.427 ---Duct Name: SR -300, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 72.7 Runout 0.0003 5 308 0.008 Up: ST -210 128 3.9 0.033 0.016 Rnd 24.7 5.5 48.1 0.024 Presize 42 32.3 0.349 0.451 ---Duct Name: ST -310, Feeds Into: Mech Room, Effective Length: 5.0 Trunk 0.0003 12.9 261 0.000 Up: ST -210 55 14 0.009 0.000 Rect 5.0 10 0.0 0.000 Presize 254 20 0.373 0.427 ---Duct Name: SR -310, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 61.7 Runout 0.0003 5 308 0.009 Up: ST -240 128 3.9 0.033 0.012 Rnd 26.3 5.5 35.3 0.020 Presize 42 34.5 0.354 0.446 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 M Page 7 Manual D Ductsize Data - Duct System 1 - Supply (con( ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -320, Feeds Into: Mech Room, Effective Length: 1.2 Runout Trunk 0.0003 15.2 349 0.000 Up: ST -240 55 20 0.013 0.000 Rect 1.2 10 0.0 0.000 Presize 485 5.8 0.374 0.426 ---Duct Name: SR -320, Supplies: Bedroom 5, Fittings: 4 -AD, 2-I, Effective Length: 39.0 7.6 Runout 0.0003 5 301 0.001 Up: ST -330 128 3.9 0.032 0.011 Rnd 3.8 5.5 35.1 0.012 Presize 41 5 0.360 0.440 ---Duct Name: SR -330, Supplies: Bath 4, Fitting: 2-I, Effective Length: 26.6 7.7 58.0 Runout 0.0003 4 80 0.001 Up: ST -300 128 3.1 0.004 0.000 Rnd 15.7 4.4 11.0 0.001 Presize 7 16.4 0.372 0.428 ---Duct Name: SR -340, Supplies: Mech Room, Fitting: 2-I, Effective Length: 29.2 Runout 0.0003 5 176 Up: ST -110 128 3.9 0.012 Rnd 5.8 5.5 23.4 Presize 24 7.6 0.370 ---Duct Name: SR -100, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 89.7 Runout 0.0003 7 254 Up: ST -150 55 5.4 0.017 Rnd 31.7 7.7 58.0 Presize 68 58 0.357 ---Duct Name: SR -110, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 86.0 Runout 0.0003 7 254 Up: ST -170 55 5.4 0.017 Rnd 31.7 7.7 54.3 Presize 68 58 0.358 ---Duct Name: SR -120, Supplies: WC, Fittings: 2-I, 4-G, Effective Length: 37.5 Runout 0.0003 4 138 Up: ST -130 128 3.1 0.011 Rnd 9.2 4.4 28.4 Presize 12 9.6 0.369 ---Duct Name: SR -130, Supplies: Mstr WIC, Fittings: 2-I, 4-H, Effective Length: 35.4 Runout 0.0003 5 242 Up: ST -340 128 3.9 0.022 Rnd 4.7 5.5 30.7 Presize 33 6.1 0.365 ---Duct Name: SR -140, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 32.3 Runout 0.0003 4 206 Up: ST -230 128 3.1 0.022 Rnd 2.5 4.4 29.8 Presize 18 2.6 0.366 0.001 0.003 0.004 0.430 0.005 0.010 0.015 0.443 0.005 0.009 0.015 0.442 0.001 0.003 0.004 0.431 0.001 0.007 0.008 0.435 0.001 0.007 0.007 0.434 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 E Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. 0.0003 Runout 0.0003 5 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -150, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 39.0 0.0003 Runout 0.0003 5 249 Up: ST -190 55 3.9 0.025 Rnd 3.8 5.5 35.2 Presize 34 5 0.364 ---Duct Name: SR -160, Supplies: Foyer, Fittings: 2-1, 4-G, Effective Length: 57.5 0.432 Runout 0.0003 5 198 Up: ST -320 128 3.9 0.015 Rnd 11.8 5.5 45.7 Presize 27 15.5 0.365 ---Duct Name: SR -170, Supplies: Bedroom 2, Fittings: 2-I, 4-G, Effective Length: 76.2 Runout 0.0003 6 163 Up: ST -310 55 4.7 0.009 Rnd 27.8 6.6 48.4 Presize 32 43.7 0.366 ---Duct Name: SR -180, Supplies: Bedroom 3, Fittings: 2-I, 4-H, Effective Length: 29.5 0.001 0.009 0.010 0.436 0.002 0.007 0.009 0.435 0.003 0.005 0.007 0.434 Runout 0.0003 5 191 0.001 Up: ST -260 55 3.9 0.016 0.004 Rnd 3.3 5.5 26.2 0.005 Presize 26 4.4 0.368 0.432 ---Duct Name: SR -190, Supplies: Bedroom 2, Fittings: 2-I, 4-G, Effective Length: 67.9 Runout 0.0003 6 163 0.003 Up: ST -220 55 4.7 0.009 0.004 Rnd 27.8 6.6 40.1 0.006 Presize 32 43.7 0.367 0.433 ---Duct Name: SR -200, Supplies: Bath, Fittings: 2-1, 4-H, Effective Length: 56.8 Runout 0.0003 5 235 0.005 Up: ST -250 128 3.9 0.021 0.007 Rnd 23.7 5.5 33.1 0.012 Presize 32 31 0.362 0.438 ---Duct Name: SR -210, Supplies: Great Room, Fittings: 2-I, 4-I, 8-A2, 8-A2, 8-A2, Effective Length: 92.3 Runout 0.0003 7 303 0.007 Up: ST -180 55 5.4 0.023 0.014 Rnd 31.8 7.7 60.5 0.021 Presize 81 58.3 0.352 0.448 ---Duct Name: SR -220, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 87.6 49.8 Runout 0.0003 7 303 0.006 Up: ST -120 55 5.4 0.023 0.014 Rnd 27.2 7.7 60.5 0.020 Presize 81 49.8 0.354 0.446 ---Duct Name: SR -230, Supplies: Dining/Kitchen, Fittings: 2-1, 4-G, Effective Length: 90.3 Runout 0.0003 7 318 0.006 Up: ST -350 55 5.4 0.025 0.016 Rnd 25.2 7.7 65.1 0.023 Presize 85 46.1 0.351 0.449 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 9 Manual D Ductsize Data - Duct System 1 - Supply (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 ---Duct Name: SR-240, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 94.2 Runout 0.0003 7 318 0.006 Up: ST-310 55 5.4 0.025 0.017 Rnd 25.2 7.7 69.0 0.024 Presize 85 46.1 0.349 0.451 ---Duct Name: SR-250, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 99.6 Runout 0.0003 7 303 0.007 Up: ST-320 55 5.4 0.023 0.016 Rnd 29.3 7.7 70.2 0.023 Presize 81 53.8 0.351 0.449 ---Duct Name: SR-260, Supplies: Dining/Kitchen, Fittings: 2-I, 4-1-1, Effective Length: 64.5 Runout 0.0003 7 318 0.005 Up: ST-260 55 5.4 0.025 0.011 Rnd 19.2 7.7 45.4 0.016 Presize 85 35.1 0.356 0.444 ---Duct Name: SR-270, Supplies: Bedroom 3, Fittings: 2-I, 4-G, 8-A2, 8-A2, Effective Length: 56.7 Runout 0.0003 5 191 0.002 Up: ST-200 55 3.9 0.016 0.007 Rnd 10.0 5.5 46.7 0.009 Presize 26 13.1 0.364 0.436 ---Duct Name: SR-280, Supplies: Mstr Bath, Fittings: 2-I, 4-G, Effective Length: 54.6 Runout 0.0003 5 125 0.001 Up: ST-270 128 3.9 0.007 0.003 Rnd 15.5 5.5 39.1 0.004 Presize 17 20.3 0.369 0.431 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,126 Main trunk airflow: 1,015 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-100 Smallest trunk diameter: 12.9 ST-340 Smallest runout diameter: 4 SR-330 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss: 0.456 SR-290 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 _._.._ Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Summar Return loss added to supply: 0.075 Total effective length of return ( ft.): 290.1 Crawl RA Total effective length of supply ( ft.): 215.3 SR -290 Overall total effective length ( ft.): 505.3 Crawl RA to SR -290 Design overall friction rate per 100 ft.: 0.091 (Available SP x 100 / TEL) System duct surface area (No Scenario): Total system duct surface area: M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes -Quail Ridge - 5286 Pierson Ct Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Trunk 0.0003 12.9 414 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 -230, Feeds From: Mech Room, Effective Length: 1.7 Trunk 0.0003 12.9 414 0.000 Up: RT -210 75 14 0.021 0.000 Rect 1.7 10 0.0 0.000 Presize 402 6.7 -0.015 0.009 ---Duct Name: RT -200, Feeds From: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 15.2 48 0.000 Up: RT -180 75 20 0.000 0.000 Rect 1.0 10 0.0 0.000 Presize 66 5 -0.016 0.005 ---Duct Name: RT -180, Feeds From: Bedroom 5, Effective Length: 3.8 Trunk 0.0003 15.2 95 0.000 Up: RT -160 75 20 0.001 0.000 Rect 3.8 10 0.0 0.000 Presize 132 19.2 -0.016 0.005 ---Duct Name: RT -170, Feeds From: Mech Room, Effective Length: 1.7 Trunk 0.0003 16.9 333 0.000 Up: RT -140 75 25 0.011 0.000 Rect 1.7 10 0.0 0.000 Presize 578 9.7 -0.016 0.074 ---Duct Name: RT -160, Feeds From: Bedroom 5, Effective Length: 2.5 Trunk 0.0003 15.2 143 0.000 Up: RT -150 75 20 0.003 0.000 Rect 2.5 10 0.0 0.000 Presize 198 12.5 -0.016 0.005 ---Duct Name: RT -150, Feeds From: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 15.2 193 0.000 Up: RT -120 75 20 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 268 5.8 -0.016 0.005 ---Duct Name: RT -140, Feeds From: Mech Room, Effective Length: 1.3 Trunk 0.0003 16.9 373 0.000 Up: RT -110 75 25 0.013 0.000 Rect 1.3 10 0.0 0.000 Presize 648 7.8 -0.016 0.074 ---Duct Name: RMT -100, Feeds From: Mech Room, Fittings: 5-L, 5-11, Effective Length: 256.9 Trunk 0.0003 18.6 541 0.000 Up: Fan 75 25 0.022 0.057 Rect 0.7 12 256.2 0.057 Presize 1,126 4.4 -0.017 0.075 ---Duct Name: RT -110, Feeds From: Mech Room, Effective Length: 2.7 Trunk 0.0003 16.9 454 0.001 Up: RMT -100 75 25 0.019 0.000 Rect 2.7 10 0.0 0.001 Presize 788 15.6 -0.017 0.074 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 E Page 12 Manual D Ductsize Data - Duct System 1 - Return (cont' q _ I ---Duct Name, etc. Trunk 0.0003 15.2 243 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 -120, Feeds From: Bedroom 5, Effective Length: 17.8 Trunk 0.0003 15.2 243 0.001 Up: RMT -100 75 20 0.007 0.000 Rect 17.8 10 0.0 0.001 Presize 338 89.2 -0.016 0.005 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fittings: 6-L, 6-C, Effective Length: 27.5 0.0 Runout 0.0003 5 411 0.008 Up: RT -170 75 3.9 0.059 0.008 Rnd 13.5 5.5 14.0 0.016 Presize 56 17.7 0.000 0.016 ---Duct Name: RT -210, Feeds From: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 537 0.000 Up: RT -220 75 14 0.033 0.000 Rect 0.7 10 0.0 0.000 Presize 522 2.7 -0.016 0.010 ---Duct Name: RT -220, Feeds From: Mech Room, Effective Length: 1.0 Trunk 0.0003 12.9 537 0.000 Up: RT -170 75 14 0.033 0.000 Rect 1.0 10 0.0 0.000 Presize 522 4 -0.016 0.010 ---Duct Name: Bsmt Low, Returns From: Basement, Fittings: 6-L, 6-C, Effective Length: 36.3 Runout 0.0003 8 344 0.003 Up: RT -210 75 6.2 0.024 0.006 Rnd 12.0 8.7 24.3 0.009 Presize 120 25.1 -0.007 0.009 ---Duct Name: Kitchen Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 32.6 Runout 0.0003 12.2 452 0.002 Up: RT -230 75 8 0.027 0.007 Rect 8.0 16 24.6 0.009 Presize 402 32 -0.007 0.009 ---Duct Name: GR High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.0 Runout 0.0003 7 262 0.001 Up: RT -110 75 5.4 0.017 0.002 Rnd 3.2 7.7 12.8 0.003 Presize 70 5.8 -0.014 0.003 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.3 Runout 0.0003 7 262 0.002 Up: RT -150 75 5.4 0.017 0.002 Rnd 10.5 7.7 12.8 0.004 Presize 70 19.2 -0.012 0.004 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 23.3 Runout 0.0003 7 262 0.002 Up: RT -120 75 5.4 0.017 0.002 Rnd 10.5 7.7 12.8 0.004 Presize 70 19.2 -0.012 0.004 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge 5286 Pierson Ct Littleton, CO 801,25 Pa a 13 Manual D Ductsize Data - Duct System 1 - Return (contVd - Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct am Temperature Width Loss/100 SPL. Fit Length Height Fit.Eq.Len Ls SPL.Tot CFM Area SP.Avail SPL.Cumul ---Duct Name: Mstr Low, Returns From: Mstr Bedroom, Fitting: 6-L, Effective Length: 30.2 Runout 0.0003 7 247 0.003 Up: RT-160 75 5.4 0.016 0.002 Rnd 17.5 7.7 12.7 0.005 Presize 66 32.1 -0.011 0.005 ---Duct Name: Mstr High, Returns From: Mstr Bedroom, Fitting: 6-L, Effective Length: 30.2 Runout 0.0003 7 247 0.003 Up: RT-200 75 5.4 0.016 0.002 Rnd 17.5 7.7 12.7 0.005 Presize 66 32.1 -0.011 0.005 ---Duct Name: Mstr High, Returns From: Mstr Bedroom, Fitting: 6-L, Effective Length: 30.2 Runout 0.0003 7 247 0.003 Up: RT-180 75 5.4 0.016 0.002 Rnd 17.5 7.7 12.7 0.005 Presize 66 32.1 -0.011 0.005 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-L, Effective Length: 17.5 Runout 0.0003 7 262 0.001 Up: RT-110 75 5.4 0.017 0.002 Rnd 4.7 7.7 12.8 0.003 Presize 70 8.6 -0.014 0.003 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-L, Effective Length: 20.2 Runout 0.0003 7 262 0.001 Up: RT-140 75 5.4 0.017 0.002 Rnd 7.3 7.7 12.8 0.004 Presize 70 13.4 -0.013 0.004 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 12 Number of active runouts: 11 Total runout outlet airflow: 1,126 Main trunk airflow: 1,126 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.2 Kitchen Low Smallest trunk diameter: 12.9 RT-230 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.016 Crawl RA Return loss added to supply: 0.075 Total effective length of return ( ft.): 290.1 Crawl RA M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhuac - Residential & Llght Commercial HVAC Loads Elite Software Development, Inc . Smith &Willis HVAC LLC Remington Homes Quail Ridge 5286 Pierson Ct Littleton, CO 80125 Pa e 14 Manual D Ductsize Data- Duct System 1 - Return (cont'd) - - Summary_ System duct surface area (No Scenario): 419.7 Total system duct surface area: 419.7 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Ina Smith & Willis HVAC LLC��E�� Remington Homes -Quail Ridge 5286 Pierson Ct Littleton CO 80125 Page 15 F[_ Total Buildin Summary Loads Component Area Sen Lat Sen Total], Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 451.2 9,346 0 12,281 12,281 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R13 Framed -8: Wall -Basement, Custom, R13 Finished 545.5 1,901 0 33 33 Framed Basement R13 Framed -7: Wall -Basement, Custom, R13 Finished 152.6 568 0 30 30 Framed Basement R13 Framed -9: Wall -Basement, Custom, R13 Finished 479.6 1,686 0 35 35 Framed Basement R11 Draped -4: Wall -Basement, Custom, R11 Draped 418.8 1,537 0 61 61 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2043.8 9,166 0 1,899 1,899 cavity, no board insulation, siding finish, wood studs R11 Draped -9: Wall -Basement, Custom, R11 Draped 166.2 607 0 14 14 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,107 2,107 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, 1610.5 2,222 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 11.2 27 0 4 4 Passive, R-30 blanket insulation, carpet covering 21A-32: Floor -Basement, Concrete slab, any thickness, 2 529.9 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,280 0 16,653 16,653 People: 6 1,200 1,380 2,580 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 138, Summer CFM: 127 8,358 -2,999 2,119 -880 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 10.90 gal/day : 3,998 0 0 0 Total Building Load Totals: 43,636 -1,799 21,352 19,553 Check Figures Total Building Supply CFM: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,633 Volume (ft3) of Cond. Space: 40,497 Building Loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 21,352 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 21,352 Btuh 1.78 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 Page 16 S stem 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, 451.2 9,346 0 12,281 12,281 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R13 Framed -8: Wall -Basement, Custom, R13 Finished 545.5 1,901 0 33 33 Framed Basement R13 Framed -7: Wall -Basement, Custom, R13 Finished 152.6 568 0 30 30 Framed Basement R13 Framed -9: Wall -Basement, Custom, R13 Finished 479.6 1,686 0 35 35 Framed Basement R11 Draped -4: Wall -Basement, Custom, R11 Draped 418.8 1,537 0 61 61 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2043.8 9,166 0 1,899 1,899 cavity, no board insulation, siding finish, wood studs R11 Draped -9: Wall -Basement, Custom, R11 Draped 166.2 607 0 14 14 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,107 2,107 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, 1610.5 2,222 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 11.2 27 0 4 4 Passive, R-30 blanket insulation, carpet covering 21A-32: Floor -Basement, Concrete slab, any thickness, 2 529.9 731 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 31,280 0 16,653 16,653 People: 6 1,200 1,380 2,580 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 138, Summer CFM: 127 8,358 -2,999 2,119 -880 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 10.90 gal/day : 3,998 0 0 0 System 1 Whole House System Load Totals: 43,636 -1,799 21,352 19,553 Check Figures 1 Supply CFM: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,633 Volume (ft3) of Cond. Space: 40,497 System Loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 21,352 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 21,352 Btuh 1.78 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Pae 17 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 CA13NA030****(A,B) CNPV*3617AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395167 27400 13 SEER Natural Gas Furnace 59SC2C080S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson E Ct Littleton, CO 80125 Pae 18 Detailed Room Loads - Room 1 - Basement (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 714.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 715.0 sq.ft. Supply Air: 84 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.7 AC/hr Volume: 7,264.0 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.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R13 Framed -8 19.5 X 10.2 178.3 0.049 3.5 627 0.1 0 14 S -Wall-131 3 Framed -8 2 X 10.2 20.3 0.049 3.6 73 0.1 0 3 E -Wall-R13 Framed -7 15 X 10.2 152.6 0.049 3.7 568 0.2 0 30 S -Wall-R13 Framed -8 10.8 X 10.2 90.1 0.049 3.4 308 0.0 0 2 S -Wall-R13 Framed -9 4.3 X 10.2 44 0.049 3.5 155 0.1 0 3 E -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 Floor -21 A-32 1 X 714.5 714.5 0.020 1.4 986 0.0 0 0 Subtotals for Structure: 3,545 0 1,093 Infil.: Win.: 6.0, Sum.: 5.5 122 2.976 362 0.756 -130 92 Room Totals: 3,907 -130 1,185 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Pae 19 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 558.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 559.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,888.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 56 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 643 ft./min. Percent of Supply: 0 % Runout Air Velocity: 643 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.328 in.wg./100 ft. Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped -4 25.2 X 5.2 130.1 0.049 3.7 477 0.1 0 19 W -Wall-R11 Draped -4 17.5 X 5.2 90.5 0.049 3.7 332 0.1 0 13 N -Wall-R11 Draped -4 16.2 X 5.2 83.6 0.049 3.7 307 0.1 0 12 W -Wall-R11 Draped -4 13.2 X 5.2 68.1 0.049 3.7 250 0.1 0 10 N -Wall-R11 Draped -4 9 X 5.2 46.5 0.049 3.7 171 0.1 0 7 Floor -21 A-32 1 X 558.9 558.9 0.020 1.4 771 0.0 0 0 Subtotals for Structure: 2,308 0 61 Infil.: Win.: 4.7, Sum.: 4.4 96 2.979 287 0.758 -103 73 Room Totals: 2,595 -103 134 I M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton CO 80125 Page 20 Detailed Room Loads - Room 3 - Mstr Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 264.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 264.0 sq.ft. Supply Air: 136 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.4 AC/hr Volume: 2,401.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 16 CFM Actual Summer Infil.: 15 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 15.5 X 9.1 86.7 0.065 4.5 389 0.9 0 81 S -Wall-12F-Osw 4.5 X 9.1 40.9 0.065 4.5 183 0.9 0 38 N -Wall-12F-Osw 16.2 X 9.1 146.8 0.065 4.5 659 0.9 0 136 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 UP-Ceil-16B-50 264.3 X 1 264.3 0.020 1.4 365 1.0 0 259 Subtotals for Structure: 2,715 0 2,350 Infil.: Win.: 16.2, Sum.: 14.9 328 2.981 979 0.755 -351 248 People: 200 Iat/per, 230 sen/per: 1 200 230 Room Totals: i 3,694 -151 2,828 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson E Ct Littleton CO 80125 Page 21 Detailed Room Loads - Room 4 - WC (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 191.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 6 X 9.1 46.5 0.065 4.5 208 0.9 0 43 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-1613-50 21 X 1 21 0.020 1.4 29 1.0 0 21 Subtotals for Structure: 403 0 156 Infil.: Win.: 2.7, Sum.: 2.5 54 2.974 162 0.753 -58 41 Room Totals: 565 -58 197 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial Smith & Willis HVAC LLC HVAC Loads M Elite Software Development, Inc. Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CC Page 22 Detailed Room Loads - Room 5 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 106.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 107.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 969.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 6.3 X 9.1 45.5 0.065 4.5 204 0.9 0 42 N -GIs-Remington shgc-0.3 100%S 6 0.300 20.7 124 11.5 0 69 N -GIs-Remington shgc-0.3 100%S 6 0.300 20.7 124 11.5 0 69 UP-Ceil-16B-50 106.7 X 1 106.7 0.020 1.4 147 1.0 0 105 Subtotals for Structure: 599 0 285 Infil.: Win.: 2.8, Sum.: 2.6 57 2.975 171 0.748 -61 43 Room Totals: 770 -61 328 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. FRhvac th &Willis HVAC LLC Remington Homes -Quail Ridge - 5286 Pierson Ct eton, CO 80125 Page 23 Detailed Room Loads - Room 6 - Mstr WIC (Average Load Procedure General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 95.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 96.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.3 AC/hr Volume: 868.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Cig Lat Sen` Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 1.2 X 9.1 10.6 0.065 4.5 48 0.9 0 10 W -Wall-12F-Osw 11.2 X 9.1 101.4 0.065 4.5 455 0.9 0 94 N -Wall-12F-Osw 7.7 X 9.1 69.6 0.065 4.5 312 0.9 0 65 UP-Ceil-166-50 95.6 X 1 95.6 0.020 1.4 132 1.0 0 94 Floor -20P-30 1 X 11.2 11.2 0.035 2.4 27 0.3 0 4 Subtotals for Structure: 974 0 267 Infil.: Win.: 8.9, Sum.: 8.2 182 2.978 541 0.754 -194 137 Room Totals: 1,515 -194 404 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM -Residential &Light Commercial HVAC Loads Elite Software Development, Inaith �Rhvac & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct eton, CO 80125 Page 24 , Detailed Room Loads -Room 7- Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 80.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.5 AC/hr Volume: 731.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Cig Lat Sen M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 25 Detailed Room Loads - Room 8 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 414.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 414.0 sq.ft. Supply Air: 256 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 4.1 AC/hr Volume: 3,762.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 18 CFM Actual Summer Infil.: 17 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 15 X 9.1 58.2 0.065 4.5 261 0.9 0 54 S -Wall-12F-Osw 26.3 X 9.1 209.1 0.065 4.5 938 0.9 0 194 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 48 0.300 20.7 994 34.0 0 1,632 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-1613-50 414.2 X 1 414.2 0.020 1.4 572 1.0 0 406 Subtotals for Structure: 4,009 0 3,846 Infil.: Win.: 18.5, Sum.: 17.0 375 2.979 1,118 0.757 -401 284 Equipment: 0 _ 1,200 Room Totals: 5,127 -401 5,330 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge E - 5286 Pierson Ct Littleton, CO 80125 Page 26 Detailed Room Loads - Room 9 - Bedroom 3 (Average Load Procedure) Genera Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 161.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 162.0 sq.ft. Supply Air: 52 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.1 AC/hr Volume: 1,468.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Seri Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 11.3 X 9.1 72.9 0.065 4.5 327 0.9 0 68 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 161.6 X 1 161.6 0.020 1.4 223 1.0 0 158 Subtotals for Structure: 1,171 0 767 Infil.: Win.: 5.1, Sum.: 4.7 103 2.984 307 0.758 -110 78 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: I 1,478 90 1,075 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes -Quail Ridge - 5286 Pierson � Ct Littleton CQ 80125 Page 27 Detailed Room Loads - Room 10 - Bedroom 2 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 168.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 168.0 sq.ft. Supply Air: 64 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.5 AC/hr Volume: 1,526.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U- Htg Sen Glg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 16.3 X 9.1 118.3 0.065 4.5 530 0.9 0 110 W -Wall-1217-0sw 11.7 X 9.1 106 0.065 4.5 475 0.9 0 98 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-168-50 168 X 1 168 0.020 1.4 232 1.0 0 165 Subtotals for Structure: 1,858 0 914 Infil.: Win.: 12.5, Sum.: 11.5 254 2.981 758 0.755 -272 192 People: 200 lat/per, 230 sen/per; 1 200 230 Room Totals: 2,616 -72 1,336 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes Ouail Ridge 5286 Pierson Ct � Littleton CO 80125 Page Detailed Room Loads - Room 11 - Bath Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 12.5 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 662.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 5.8 X 9.1 52.9 0.065 4.5 237 0.9 0 49 N -Wall-12F-Osw 12.5 X 9.1 105.5 0.065 4.5 473 0.9 0 98 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-16B-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 977 0 310 Infil.: Win.: 8.2, Sum.: 7.5 166 2.980 496 0.757 -178 126 Room Totals: 1,473 -178 436 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM - Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. ERemington Homes Quail Ridge 5286 Pierson Ct Littleton, CO 80125 Page 29 Detailed Room Loads - Room 12 - Laundry (Average Load Procedure) General —� Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 72.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 34 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 662.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain, W -Wall-12F-Osw 7.2 X 9.1 53.9 0.065 4.5 242 0.9 0 50 N -Wall-12F-Osw 9.5 X 9.1 86.3 0.065 4.5 387 0.9 0 80 W -GIs-Remington shgc-0.3 0%S 11.2 0.300 20.7 233 34.0 0 383 UP-Ceii-16B-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 963 0 584 Infil.: Win.: 7.4, Sum.: 6.9 151 2.980 451 0.753 -162 114 Room Totals: 1,414 -162 698 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson M Ct Littleton CO 80125 Page 30 Detailed Room Loads - Room 13 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 177.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.ft. Supply Air: 27 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 1,611.0 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 N -Wall-12F-Osw 3.5 X 9.1 21.8 0.065 4.5 98 0.9 0 20 W -Wall-12F-Osw 5.8 X 9.1 32.9 0.065 4.5 148 0.9 0 31 W -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 N -GIs-Remington shgc-0.3 100%S 10 0.300 20.7 207 11.5 0 115 UP -Cell -1 613-50 177.4 X 1 177.4 0.020 1.4 245 1.0 0 174 Subtotals for Structure: 974 0 440 Infil.: Win.: 4.2, Sum.: 3.8 85 2.975 252 0.755 -91 64 Room Totals: 1,226 -91 504 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 31 Detailed Room Loads - Room 14 - Great Room (Average Load Procedure I General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 513.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 514.0 sq.ft. Supply Air: 244 CFM Ceiling Height: 13.0 ft. Supply Air Changes: 2.2 AC/hr Volume: 6,680.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 31 CFM Actual Summer Infil.: 28 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 19.5 X 13 153.5 0.065 4.5 688 0.9 0 143 S -Wall-12F-Osw 2 X 13 26 0.065 4.5 117 0.9 0 24 S -Wall-12F-Osw 24 X 5 120 0.065 4.5 538 0.9 0 112 W -Wall-12F-Osw 18.2 X 5 90.8 0.065 4.5 407 0.9 0 84 N -Wall-12F-Osw 7.3 X 5 36.7 0.065 4.5 164 0.9 0 34 N -Wall-12F-Osw 3.8 X 5 19.1 0.065 4.5 86 0.9 0 18 N -Wall-12F-Osw 14.8 X 5 74.2 0.065 4.5 333 0.9 0 69 E -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 E -GIs-Remington shgc-0.3 0%S 50 0.300 20.7 1,035 34.0 0 1,700 UP-Ceil-1613-50 513.8 X 1 513.8 0.020 1.4 709 1.0 0 504 Subtotals for Structure: 5,113 0 4,388 Infil.: Win.: 30.5, Sum.: 28.1 620 2.979 1,848 0.756 -663 469 People: 200 lat/per, 230 sen/per: _ 1 _ 200 230 Room Totals: 6,961 -463 5,087 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson M Ct Littleton, CO 80125 Page 32 Detailed Room Loads - Room 15 - Bedroom 4 (Average Load Procedure 1 General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 236.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 236.0 sq.ft. Supply Air: 47 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,399.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R13 Framed -8 15.5 X 10.2 137.6 0.049 3.5 480 0.1 0 8 S -Wall-R13 Framed -9 4.5 X 10.2 45.8 0.049 3.5 161 0.1 0 3 N -Wall-R13 Framed -9 15.8 X 10.2 161 0.049 3.5 566 0.1 0 12 E -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 Floor -21A-32 1 X 236 236 0.020 1.4 326 0.0 0 0 Subtotals for Structure: 1,947 0 703 Infil.: Win.: 2.8, Sum.: 2.6 58 2.987 173 0.760 -62 44 People: 200 lat/per, 230 sen/per: _ 1 200 230 Room Totals: 2,120 138 977 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Smit & Willis�HVAC &LCght Commercial HVAC Loads oftware Remington Homelst- Q a RidgDevelopment,5286 Pierson Little e 33 Detailed Room Loads - Room 16 - Bedroom 5 (Average Load Procedure) EGeneral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 16.7 ft. System Number: 1 Room Width: 13.7 ft. Zone Number: 1 Area: 228.0 sq.ft. Supply Air: 41 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.1 AC/hr Volume: 2,317.0 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-R13 Framed-9 16.7 X 10.2 169.5 0.049 3.5 596 0.1 0 13 N -Wall-R13 Framed-8 13.7 X 10.2 119 0.049 3.5 413 0.0 0 6 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 Floor-21 A-32 1 X 227.8 227.8 0.020 1.4 314 0.0 0 0 Subtotals for Structure: 1,737 0 249 Infil.: Win.: 2.4, Sum.: 2.2 50 2.988 148 0.747 -53 37 People: 200 [at/per, 230 sen/per: _ _ 1 _ 200 230 Room Totals: 1,885 147 516 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO 80125 Page 34 _ _._ Detailed Room Loads - Room 17 - Bath 4 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.3 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 66.0 sq.ft. Supply Air: 7 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.6 AC/hr Volume: 672.0 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 N -Wall-R13 Framed -9 5.8 X 10.2 59.3 0.049 3.5 208 0.1 0 4 Floor -21A-32 1 X 66.1 66.1 0.020 1.4 91 0.0 0 0 Subtotals for Structure: 299 0 4 Infil.: Win.: 0.3, Sum.: 0.3 7 2.952 21 0.703 -8 5 Room Totals: 320 -8 9 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential &Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes Quail Ridge 5286 Pierson Ct Littleton, C0 80125___ Pa a 35 Detailed Room Loads -Room 18 - Mech Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 337.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 337.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.4 AC/hr Volume: 3,426.0 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-R11 Draped -9 13.7 X 10.2 139 0.051 3.7 508 0.1 0 12 W -Wall-R11 Draped -9 2.7 X 10.2 27.2 0.051 3.7 99 0.1 0 2 Floor -21 A-32 1 X 337 337 0.020 1.4 465 0.0 0 0 Subtotals for Structure: 1,072 0 14 Infil.: Win.: 1.0, Sum.: 0.9 20 2.959 59 0.752 -21 15 Room Totals: 1,131 -21 29 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5286 Pierson Ct Littleton, CO. 80125 -- _- -__- - ..-_ ---- ._------____. ___ _ Page 36 System 1 Room Load Summary I 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--- 5,5 - 1,185 1 Basement 715 3,907 2 Crawl Space 559 2,595 3 Mstr Bedroom 264 3,694 4 WC 21 565 5 Mstr Bath 107 770 6 Mstr WIC 96 1,515 7 Mud Room 80 841 8 Dining/Kitchen 414 5,127 9 Bedroom 3 162 1,478 10 Bedroom 2 168 2,616 11 Bath 73 1,473 12 Laundry 73 1,414 13 Foyer 177 1,226 14 Great Room 514 6,961 15 Bedroom 4 236 2,120 16 Bedroom 5 228 1,885 17 Bath 4 66 320 18 Mech Room 337 1,131 -91 Humidification 27 3,998 84 5,5 - 1,185 -130 67 84 56 11-4 643 134 -103 8 56 80 7,7 - 2,828 -151 161 136 12 4 197 -58 11 12 17 5 328 -61 19 17 33 5 404 -194 23 33 18 4 279 -81 16 18 111 7,7,7 5,330 -401 303 256 32 5,5 1,075 90 61 52 57 6,6 - 1,336 -72 76 64 32 5 436 -178 25 32 31 5 - 698 -162 40 34 26 5 - 504 -91 29 27 150 7,7,7 5,087 -463 290 244 46 5 977 138 56 47 41 5 516 147 29 41 7 4 9 -8 1 7 24 5 29 -21 2 24 System 1 total 4,290 43,636 857 System 1 Main Trunk Size: 25x17 in. Velocity: 344 ft./min Loss per 100 ft.: 0.008 in.wg 21,352 -1,799 1,216 1,025 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. j Cooling System Summary _ _ I �- Cooling Sensible/Latent Sensible Latent Total j Tons Split Btuh Btuh Btuh Net Required: 1.78 109%/_9% 21,352 -1,799 21,352 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Qata Heatino System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030****(A,B) Indoor Model: CNPV*3617AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac -Residential & Light Commercial HVAC Loads g 9 Elite Software 9 Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail e - 5286 Pierson Ct Littleton CO 80125 Page 37 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): House faces West Individual Rooms 00 450 900 1350 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot, Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement *84 84 84 84 84 84 84 84 5,5 2 Crawl Space *56 56 56 56 56 56 56 56 1--4 3 Mstr Bedroom 136 120 102 122 *138 116 91 114 7,7 4 WC 12 14 19 16 12 17 *21 15 4 5 Mstr Bath 17 22 31 26 20 27 *34 24 5 6 Mstr WIC *33 33 33 33 33 33 33 33 5 7 Mud Room *18 18 18 18 18 18 18 18 4 8 Dining/Kitchen *256 248 236 244 250 239 229 244 7,7,7 9 Bedroom 3 52 66 80 60 43 64 *88 70 5,5 10 Bedroom 2 64 78 94 72 57 77 *103 83 6,6 11 Bath 32 32 32 32 32 32 *35 32 5 12 Laundry 34 31 31 31 *34 32 31 32 5 13 Foyer 27 29 38 32 28 34 *41 31 5 14 Great Room 244 216 181 218 *248 207 160 204 7,7,7 15 Bedroom 4 47 46 46 46 *48 46 46 46 5 16 Bedroom 5 41 41 50 41 41 44 *55 41 5 17 Bath 4 *7 7 7 7 7 7 7 7 4 18 Mech Room *24 24 24 24 24 24 24 24 5 * Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *1,025 21,352 *-1,799 1.78 450 Northwest 1,025 21,968 -1,799 1.83 90° North 1,025 19,983 -1,799 1.67 135° Northeast 1,025 24,728 -1,799 2.06 180° East 1,025 *24,867 -1,799 *2.07 2250 Southeast 1,025 22,500 -1,799 1.88 270° South 1,025 18,112 -1,799 1.51 315° Southwest 1,025 20,656 -1,799 1.72 * Indicates highest value of all rotations. I M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5286 Pierson Ct Littleton, Co 80125 _ _ _ Pa a 38 Building Rotation Report (conrd) I 2 it 0 rn 1 c 0 Building Rotation Tonnage West Northwest North Northeast East Direction House Faces - Buildinq Net Tonnaqe Southeast South Southwest M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes -Quail Ridge - 5286 PiersonCt Littleton, CO 80125 E Page 39 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 r c_ 23,000 rn 22,000 c 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 7 pm Time of Day —�-- House faces West House faces Northwest �-M House faces North -� House faces Northeast �— House faces East —f— House faces Southeast E House faces South House faces Southwest M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, December 06, 2017, 8:34 AM Re: 50875 715B PC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R51631121 thru R51631190 My license renewal date for the state of Colorado is October 31, 2017. C)��' � SOON • •sF0 O UO O��• PE -44018 September 6,2017 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. C d E `o N LL N n = m m ca o rn a c m a c J m � �L N ! 00 -00 -OT rn� � G a I L W ° 5S bf bf o w O\ -0 (q I✓ I �, �, M Cl) O N Er Er N IT-, U>, -0 m $ C'4 m E o �I M �a o C LL co U) 0 0 a 0 0 rna g s I I C10' aL m O) C C oa J Z- 0t Er o LO81 _ o� b r _o 0 �z n U) L1 N" W oo-ao e t ? v ^ =s mw o O o a= m 0 jF N m oaro H 3 d J S, o � w O U 'O �>O C L C L L1; ` X00 X 02, LL g� 1Em W W o�� U > E 0" O �8= L z W U �0 a a �OC� EUV �^ J N) O c Q J =3 0mCD U —NOti L �> 0 00-b � nN ul a 2 2 0 0 0 m�3 Iv Now ~E m Q 0 v EUV i' U CV 0 O mm N O O m M � a y 1.0 Q^ co M <cc n J TLL c 2` _ O c0i ¢ D 6 � amiUS eq D F 5 Z Y v r n C L o E m N = W OI OCI O O v ❑ UDa a mm U n c = w o o L 00 <n�m a � m m ¢€rn U) m 3 = 10 m Job Truss Truss Type Qty Ply 715B PC Plate Offsets (X Y)— f4:0-5-12,0-5-01, [6:0-4-0,0-4-81, [7:0-3-8,G-5-41, f9:0-2-12,0-2-81, [12:0-5-8 0-5-01 [14:0-7-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. 851631121 50875 Al Hip Girder 1 2 TC 0.51 Vert(LL) -0.72 12-13 >521 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:58:38 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-EnRxrAWreCetoesnj34cCNRPftz?rlpkG5OX6DygN DF -1-0- 6-0-0 8-7-4 16-0-1 23-6-10 1-1-3 38-6-0 0-1-8 -0- 6-0-0 2-7-4 7-4-13 7-6-9 7-6-9 7-4-13 1-7-8 Scale = 1:74.5 4.00 12 5x6 = 6x6 = 10x16 MT20HS = 2x4 I I 8x8 = 10x10 MT20HS = 6x6 4x6 = 16 1514 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 4x6 = 3.5 II 10x16 MT20HS = 2x4 I 10x12 MT20HS = 1Ox10 MT20HS II 10x10 MT20HS = NOTES - 1 6-0-0 237690 31-1-3 38-6-0 A0-1-81-74 - 4 7-6-9 -4-13 -7-8i Plate Offsets (X Y)— f4:0-5-12,0-5-01, [6:0-4-0,0-4-81, [7:0-3-8,G-5-41, f9:0-2-12,0-2-81, [12:0-5-8 0-5-01 [14:0-7-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.72 12-13 >521 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.81 Vert(TL) -1.23 12-13 >306 240 MT20HS 139/108 BCDL 1 0.0 1 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.41 12-13 >914 240 Weight: 398 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E *Except* except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-8. 2-14: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 7-11 4-14,6-14,6-12,7-11: 2x4 SPF 1650F 1.5E, 9-11: 2x4 SPF No.2 REACTIONS. (Ib/size) 15=6395/0-5-8, 10=4098/Mechanical Max Horz 15=83(LC 43) Max Uplift 15=-1548(LC 6), 10=-867(LC 7) Max Grav 15=6468(LC 26), 10=4422(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557/1687, 3-4=-452/1428, 4-5=-10382/2082, 5-6=-10382/2082, 6-7=-13352/2611, 7-8=-3448/666,8-9=-3541/669,9-10=-5104/977 BOT CHORD 2-16=-1482/567, 15-16=-3049/1022, 14-15=-3049/982, 13-14=-3142/15682, 12-13=-3142/15682, 11-12=-2613/13266 WEBS 3-16=-734/295, 4-16=-590/2026, 415=-4894/1290, 4-14=-2540/12201, 5-14=-615/248, 6 -14= -5497/1277,6 -13=-199/1423,6-12=-2437/535,7-12=-308/1933,7-11=-10186/2005, 8-11=-223/447, 9-11=-1052/5499 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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 PO 0 LIG' ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ���• F/j/s 3) 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; .•' SOON •.• f� �; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 C) �1 ; 5) Unbalanced snow loads have been considered for this design. PE -44018 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. ' to 7) Provide adequate drainage prevent water ponding. cF�, 8) All plates are MT20 plates unless otherwise indicated. ••..... 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ON 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 10) will fit between the bottom chord and any other members. September 6,2017 11) Refer to girder(s) for truss to truss connections. A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a hose 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 7158 PC 851631121 50875 Al Hip Girder 1 2 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, t1.1au s bep l zu it Nn t eK Inousures, Inc. vvea bep o ivaoao to i r —ye z ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-EnRxfA WreCetoesnj34cCNRPftz?rlpkG5OX6DygNDF NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 15=1548, 10=867. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 833 Ib down and 199 Ib up at 6-0-0, 328 lb down and 83 Ib up at 8-0-12, 328 Ib down and 83 Ib up at 10-0-12, 328 Ib down and 83 Ib up at 12-0-12, 328 Ib down and 83 Ib up at 14-0-12, 328 Ib down and 83 Ib up at 16-0-12, 328 Ib down and 83 Ib up at 18-0-12, 328 Ib down and 83 Ib up at 20-0-12, 328 Ib down and 83 Ib up at 22-0-12, 328 Ib down and 83 Ib up at 24-0-12, 328 Ib down and 83 Ib up at 26-0-12, 328 Ib down and 83 Ib up at 28-0-12, 328 Ib down and 83 Ib up at 30-0-12, 328 lb down and 83 Ib up at 32-0-12, 328 Ib down and 83 Ib up at 34-0-12, 328 Ib down and 83 Ib up at 36-0-12, and 328 Ib down and 83 Ib up at 38-0-12, and 336 Ib down and 71 Ib up at 39-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-8=-80, 8-9=-80, 2-10=-20 Concentrated Loads (lb) Vert: 16=-833(F) 14=-328(F) 20=-328(F) 21=-328(F) 22=-328(F) 23= -328(F)24= -328(F)25= -328(F) 26=-328(F) 27=-328(F) 28=-328(F) 29=-328(F) 30=-328(F) 31=-328(F) 32=-328(F) 33=-328(F) 34=-328(F) 35=-336(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411- 7473 rev. 1 010 312 0 15 BEFORE USE. Design valid for use only with MiTeM 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 T ek• 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 7158 PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E *Except* except end verticals, and 2-0-0 oc pudins (4-2-11 max.): 3-6, 7-8. 2-14: 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 851631122 50875 A2 Roof Special 1 1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=-306/0-3-0, 15=3030/0-5-8, 10=1352/Mechanical Max Horz 2=76(LC 9) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 610:58:40 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-A9YiFrY5Apub2yOArU6410 WjDhiCJGZ1 jPteB5ygNDD -0- 8-0-0 16-0-0 24-0-0 32-0-0 14 -7 8 37-1-8 40-1-8 -0-0 8-0-0 8-0-0 8-0-0 B-0-0 0-7- Scale= 1:73.0 10x10 MT20HS = 4.00 12 8x12 = 4x6 = 6x6 = Bx8 = 5x6 = r a) N 6x6 =15 14 13 12 11 10 4x12 = 4x8 = = Bx8 = 5x10 = 3x4 5x6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCDL 10.BCLL 000 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Cade IRC2012/rP12007 CSI. TC 0.63 BC 0.57 WB 0.72 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.30 12-13 >999 360 Vert(TL) -0.60 12-13 >628 240 Horz(TL) 0.08 10 n/a n/a Wind(LL) 0.14 12-13 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 2031b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E *Except* except end verticals, and 2-0-0 oc pudins (4-2-11 max.): 3-6, 7-8. 2-14: 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 5-10-0 oc bracing: 2-15. 4-15: 2x6 SPF 165OF 1.5E, 5-12: 2x4 SPF No.2 WEBS 1 Row at midpt 4-15, 5-12, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=-306/0-3-0, 15=3030/0-5-8, 10=1352/Mechanical Max Horz 2=76(LC 9) Max Uplift 2=-749(LC 31), 15=-513(LC 7), 10=-245(LC 7) Max Grav 2=210(LC 36), 15=3626(LC 31), 10=1540(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-453/2887, 3-4=-434/2964, 4-5=-3342/414, 5-6=-3543/508, 6-7=-3541/499, 7-8=1579/267, 8-9=-1666/258, 9-10=-1494/258 BOT CHORD 2-15=-2663/382, 13-15=-337/1950,12-13=-668/4275, 11-12=-486/3438 WEBS 3-15=-1581/363, 4-15=-5231/836, 4-13=-77/1658, 5-13=-1156/330, 5-12=-778/242, 6-12=-115/265, 7-12=-82/536, 7-11=-2145/262, 9-11=-277/1828 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. /1rs 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 �,��•.•••••••. S00N •% non -concurrent with other live loads.VOA O 5) Provide adequate drainage to prevent water ponding. : 'O O� •: 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-6-0 tall by 2-0-0 PE 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide -4401.8 1 will fit between the bottom chord and any other members. Q • • 9) Refer to girder(s) for truss to truss connections. truss to bearing of withstanding 100 Ib uplift at joint(s) except 6t=1b) �� Q� •' 10) Provide mechanical connection (by others) of plate capable 2=749,15=513.10=245. �� Ft5's ••'• the the top bottom chord. N�\ 11) Graphical purlin representation does not depict the size or the orientation of purlin along and/or September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 Heklhts, CA 95610 Jab Truss Truss Type Qty=PIY715B.PC851631123 4-7-8 5-6-0 Plate Offsets (X Y)— 11:0-1-7 Edgel f5:0-4-0 0-4-81 f7:0-2-12 0-3-01 f8.0-6-0 0-2-121 [11:0-3-8 0-2-81 [12:0-4-0 0-4-81 fl5:0-3-5,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 50875 A3 Roof Special 1ional TC 0.56 Vert(LL) -0.23 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 5 1 U:b8:43 2U1 / vage 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-bkEquta_TkGAvPlkWcgnvQ8FXumOWY3TPN51oQygNDA 5-4-15 10-0-0 16-8-0 23-4-0 30-0-0 34-7-8 39-1-8 40-1- 5-4-15 4-7-1 6-8-0 6-8-0 6-8-0 4-7-8 4-6-0 -0. Scale = 1:74.6 4.00 12 6x8 = 4x8 = 8xB = 5x8 = 3x6 11 r 1� m A N 5x6 = 15 14 13 12 11 10 5x10 = 1 0x1 0 MT20HS = 8x8 = 4x12 = 4x8 = 46 = NOTES - 8-7-4 19-3-10 30-0-034-7-8 40-1-8 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; B-7-4 10-8-6 10-8-6 4-7-8 5-6-0 Plate Offsets (X Y)— 11:0-1-7 Edgel f5:0-4-0 0-4-81 f7:0-2-12 0-3-01 f8.0-6-0 0-2-121 [11:0-3-8 0-2-81 [12:0-4-0 0-4-81 fl5:0-3-5,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.48 12-13 >780 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 10 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.12 12-13 >999 240 Weight: 202 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-9-2 max.): 3-6, 7-8. WEBS 2x4 HF Stud *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-15: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 6-0-0 oc bracing: 1-15. WEBS 1 Row at midpt 4-15 recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer [MiTek allation guide. REACTIONS. (Ib/size) 1=-330/0-3-0, 15=2940/0-5-8, 10=1375/Mechanical Max Horz 1=66(LC 9) Max Uplift 1=-605(LC 30), 15=-496(LC 6), 10=-248(LC 7) Max Grav 1=109(LC 7), 15=3181(LC 30), 10=1510(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/2087, 2-3=-403/2368, 3-4=-227/1672, 4-5=-2587/356, 5-6=-2987/506, 6-7=-3161/502, 7-8=-3287/545 BOT CHORD 1-15=-1910/261, 13-15=-288/1958, 12-13=-524/3319, 11-12=-550/3209, 10-11=-166/859 WEBS 2-15=-849/227, 3-15=-1366/313, 4-15=-3929/603, 4-13=-44/1029, 5-13=-959/273, 5-12=-376/276, 6-12=0/489, 7-12=-449/140, 7-11=-1045/229, 8-11=-434/2629, 8-10=-1737/350 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 r;F�3) Unbalanced snow loads have been considered for this design...•4) ' Provide adequate drainage to prevent water ponding. ;sF�j5) All plates are MT20 plates unless otherwise indicated.O6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) CPE-44018 ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 18 will fit between the bottom chord and any other members. 28) 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) 1=605,15=496,10=248.• Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.• ��10) G�cN September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p "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 Hei hts CA 95810 Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD 851631124 50875 A4 Roof Special 1 1 except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 3-5, 7-8. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:45 2011 Hage 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-X7MbJZcE?LWt8ju7e1lF rEXGiSC_U1mthaPsJygND8 6-4-15 12-0-0 20-0-0 28-0-0 32-3-12 36-7-8 40-1-8 6-4-15 5-7-1 8-0-0 8-0-0 4-3-12 4-3-12 Scale = 1:73.2 8x8 = 4.00 12 2x4 11 5x10 = 46 = 13 12 11 10 B 8x8 = 5x10 = 4x8 = 4x12 = !OHS n 9 1� v LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.74 BC 0.39 WB 0.89 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.16 10-12 >999 360 -0.33 10-12 >999 240 0.05 9 n/a n/a 0.11 10-12 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 201 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 3-5, 7-8. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-12,5-12: 2x4 SPF No.2 WEBS 1 Row at micipt 3-13.5-12 MiTek recommends that Stabilizers and required cross bracing b,7 ,installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=-55/0-3-0, 9=1354/Mechanical, 13=2686/0-5-8 Max Hort 1=69(LC 12) Max Uplift 1=-246(LC 28), 9=-242(LC 7), 13=-446(LC 6) Max Grav 1=261(LC 32), 9=1383(LC 15), 13=2686(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-203/1204, 2-3=-275/1551, 3-4=-2267/394, 4-5=-2267/394, 5-6=-2680/476, 6-7=-2947/534, 7-8=-343/0, 8-9=-319/63 BOT CHORD 1-13=-1082/186, 12-13=-318/84, 10-12=-380/2371, 9-10=-600/2969 WEBS 2-13=-942/258, 3-13=-2541/513, 3-12=-401/2629, 4-12=-974/259, 5-12=-703/130, 5-10=-14/657, 6-10=-576/174, 7-10=-320/129, 7-9=-2856/673 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) Provide adequate drainage to prevent water ponding. SPO 0 0/ 6 5) All plates are MT20 plates unless otherwise indicated. \� ..•••••. �s 6) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads. ��� '� so OV,... •.• 7) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . p Q will fit between the bottom chord and any other members. 2 8) Refer to girder(s) for truss to truss connections. • U ; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) P --44018 1=246,9=242,13=446. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PEC FssION September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �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. Far 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 7777Greenback 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 7156 PC LUMBER- BRACING - p O LI P c TOP CHORD 851631125 50875 A5 Roof Special 1 1 except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:47 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-TWTLjFdUXzmbN 12VVISkj4GJyPV88S RX3K?3VxBygND6 7-4-15 I 14-0-0 20-0-0 1 26-0-0 32-3-12 38-7-8 4_Q-1-8 7-4-15 6-7-1 6-0-0 6-0-0 6-3-12 6-3-12 11- 00 Scale = 1:70.4 8x8 = Ann 46 = 6x6 = 4x6 = 13 11 11 10 9 5x6 = 8x8 = 8x8 = 4x6 = 4x6 = 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 IRC2012rTP12007 CSI. TC 0.44 BC 0.36 WB 0.70 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/def] L/d -0.13 10-11 >999 360 -0.26 11-12 >999 240 0.06 9 n/a n/a 0.08 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 202 Ib FT = 20% LUMBER- BRACING - p O LI P c TOP CHORD 2x6 SPF 1650F 1.5E "Except" TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other . by 2-0-0 7-8: 2x4 SPF 165OF 1.5E 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 wide except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 1=102,9=248,13=406. 6-0-0 oc bracing: 1-13. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 4-11: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=81/0-3-0, 9=1396/Mechanical, 13=2508/0-5-8 Max Horz 1=77(LC 10) Max Uplift 1=-102(LC 15), 9=-248(LC 7), 13=-406(LC 6) Max Grav 1=298(LC 31), 9=1462(LC 33), 13=2554(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-115/854, 2-3=-154/1244, 3-4=-1353/271, 4-5=-2234/462, 5-6=-2432/453, 6-7=3268/562, 7-8=-293/0 BOT CHORD 1-13=-747/142,12-13=-51/689, 11-12=-251/1872,10-11=-501/3049, 9-10=-473/2574 WEBS 2-13=-945/267,3-13=-2395/432, 3-12=-148/1258, 4-12=-1065/265, 4-11=-97/802, 5-11=0/299, 6-11=-1195/233, 7-10=-28/563, 7-9=-2736/607 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. p O LI P c drainage to F �s 4) Provide adequate prevent water ponding. live loads. �� ..•••••. SOOn '. f� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other . by 2-0-0 ��� .•O j 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 wide will fit between the bottom chord and any other members. U 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ; PE -44018 1=102,9=248,13=406. ' 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. • �: rQ September 6,2017 ,& 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. Forgeneral 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 5-10-4 6-1-12 Plate Offsets (X Y) (1:0-10-13 0-1-41 I6:0-4-12 0-5-01 I7:Edge 0-5-81 I8:0-3-8 0-2-81 f9.0-3-4 0-6-01 Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. LOADING (psf) SPACING- 2-0-0 TQ1y=715BR51631126 DEFL. in (loc) I/deft L/d 50875 A6 Half Hip Girder Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.26 ional Alpine Truss, Commerce City, Co - 80022, 0. 16U s aep i to i I rvn i en uiuusu ros, un:. -u a -l' o u.: 40 V oy= I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-Qub68wfl3aOJdKCuttnB9hOFiJr6WJHMOJYC?4ygN D4 1 6 4 9 11-6-0 } 13-10-8 I 19-8-12 25-10-8 6-4-9 5-1-7 2-4-8 5-10-4 6-1-12 Scale = 1:44.9 8x8 = 2x4 II 3x6 = 10x10 MT20HS = 6x6 10x14 = 5x8 = 10x10 MT20HS 11 NOTES - A 9-74 4-3-4 -- 5-10-4 6-1-12 Plate Offsets (X Y) (1:0-10-13 0-1-41 I6:0-4-12 0-5-01 I7:Edge 0-5-81 I8:0-3-8 0-2-81 f9.0-3-4 0-6-01 Bottom chords connected as follows: 2x8 - 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 0.58 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.26 Vert(TL) -0.14 8-9 >999 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO W3 0.81 Horz(TL) 0.01 7 n/a n/a 1=406,7=730,10=1217. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •••• 01V 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 Ib down and 189 Ib up at 12) Code IRC2012rrP12007 Matrix -R Wind(LL) 0.04 8-9 >999 240 Weight: 308 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pur ins, BOT CHORD 2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-7,4-9: 2x6 SPF 165OF 1.5E, 3-9,6-8: 2x4 SPF No.2 6-0-0 oc bracing: 1-10. REACTIONS. (Ib/size) 1=-177/0-3-0, 7=4717/0-8-0, 10=6820/0-5-8 Max Hoa 1=198(LC 37) Max Uplift 1=-406(LC 21), 7=-730(LC 7), 10=-1217(LC 6) Max Grav 1=430(LC 33), 7=4867(LC 22), 10=6841(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-529/1401, 2-3=-362/1861, 3-4=-4781/857, 4-5=-4728/848, 5-6=-5334/883, 6-7=-4623/727 BOT CHORD 1-10=-1291/332, 9-10=-308/1256, 8-9=-883/5334, 7-8=-131/496 WEBS 2-10=-910/260, 3-10=-6604/1233, 3-9=-1108/6607, 4-9=-1714/283, 5-9=-795/42, 5-8=-3293/626, 6-8=-932/5826 NOTES - A 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-4-0 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 00 LICE DOL=1.33•.•••••.•� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 VO: ; ' SO oN •e• f�Q 5) Unbalanced snow loads have been considered for this design. • �� o 6) Provide adequate drainage to prevent water ponding. i- U 7) All plates are MT20 plates unless otherwise indicated. 7) . 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE -44018 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 the bottom and any other members. will fit between chord 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) \ 1=406,7=730,10=1217. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •••• 01V 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 Ib down and 189 Ib up at 12) 15-11-4, 1049 Ib down and 187 Ib up at 17-11-4, 945 Ib down and 182 Ib up at 19-11-4, and 1018 Ib down and 175 Ib up at September 6,2017 p 21-11-4, and 1163 Ib down and 165 Ib up at 23-11-4 on top chord, and 3648 Ib down and 745 Ib up at 13-10-8 on bottom chord. 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 M!Tek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC 851631126 I 50875 A6 Half Hip Girder 1 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, o. i au b oup I cu I ( rvn 1 — n iuubu —, I.— —. oop . „ . oy. ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-Qub68wfl3aOJdKCuttnB9hOFiJr6wJHMoJYc?4ygND4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 1-7=-20 Concentrated Loads (lb) Vert: 9=-3648(B) 5=-903 12=-1152 13=-1007 15=-97616=-1121 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 MrrekO 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 7156 PC TOP CHORD 2x6 SPF 165OF 1.5E "Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 2-5:2x4 SPF 1650F 1.5E, 5-7: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-7. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 851631127 50875 81 HALF HIP GIRDER 1 3 Max Horz 1=91(LC 39) Max Uplift 1=-271(LC 6), 8=-220(LC 6) Max Grav 1=2618(LC 22), 8=2751 (LC 22) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 610:58:52 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-qTH EnyhdLVOuUoxTY?KunKOmQ WoY7jAoUHnGcPygND 1 I 5-0-0 11-4-7 17-10-10 1 24-4-14 30-11-1 37-7-0_ 5-0-0 6-4-7 6-6-3 6-6-3 6-6-3 6-7-15 Scale: 3/16"=1' 4.00 12 5x6 = 4x8 = 2x4 II 5x6 = 4x6 = 4x6 II 4x6 = 13 18 19 12 20 21 22 23 11 24 25 26 t0 27 28 29 9 30 31 32 a 46 = 2x4 11 Bx8 = 2x4 11 8x8 = 48 — 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/TPI2007 CSI. TC 0.62 BC 0.54 WB 0.61 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.61 11 >727 360 Vert(TL) -1.27 10-11 >352 240 Horz(TL) 0.15 8 n/a n/a Wind(LL) 0.34 11 >999 240 PLATES GRIP MT20 185/144 Weight: 487 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E "Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 2-5:2x4 SPF 1650F 1.5E, 5-7: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-7. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud "Except' 7-8: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 1=2478/0-5-8, 8=2365/Mechanical Max Horz 1=91(LC 39) Max Uplift 1=-271(LC 6), 8=-220(LC 6) Max Grav 1=2618(LC 22), 8=2751 (LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7050/648, 2-3=-6415/634, 3-4=-13041/949, 4-5=-13041/949, 5-6=-7712/532, 6-7=-679/89, 7-8=-502/157 BOT CHORD 1-13=-597/6576, 12-13=-856/11537, 11-12=-856/11537, 10-11=-832/12015, 9-10=-832/12015, 8-9=-524/7609 WEBS 2 -13= -54/2051,3-13=-5320/273,3-12=0/498,3-11=-71/1562,4-11=-567/197, 5-11=-99/1066,5-10=0/527,5-9=-4477/334, 6-9=0/1284,6-8=-7204/466 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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. P00 L/�' 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. It: 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 ....•.,•• �\ ; SOpyy•.• fQ V Ct=1.1 �� O 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; ; 2 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. PE 44018 ' 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 will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. X, .... \ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ON 1=271,8=220. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC R51631127 50875 B1 HALF HIP GIRDER 1 3 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 ZU17 MI Iek Industries, Inc. Wed sep b IU:bb:b2 2U1 Hage z ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-gTHEnyhdLVOuUoxTY?KunKOm Q WoY7jAoUHnGcPygND 1 NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 99 Ib up at 36-6-12 on top chord, and 459 Ib down and 94 Ib up at 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 66 Ib down at 13-0-12, 66 Ib down at 15-0-12, 66 Ib down at 17-0-12, 66 Ib down at 19-0-12, 66 Ib down at 21-0-12, 66 Ib down at 23-0-12, 66 Ib down at 25-0-12, 66 Ib down at 27-0-12, 66 Ib down at 29-0-12, 66 Ib down at 31-0-12, 66 Ib down at 33-0-12, and 66 Ib down at 35-0-12, and 70 Ib down at 36-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-7=-80, 1-8=-20 Concentrated Loads (lb) Vert: 13= -459(F)9= -33(F) 17=-145(F) 18=-33(F) 19=-33(F) 20=-33(F) 21=-33(F) 22=-33(F) 23=-33(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) 29=-33(F) 30=-33(F) 31=-33(F) 32=-35(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 851631128 50875 B2 HALF HIP 1 1 Vert(TL) -1.58 9-10 >282 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 6.130 s Sep 1 2017 MiTek ek industries, Inc. Wed Sep U 10:58:04 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-ms0_Cejlt6fcj64sfQMMsl53h KOzbYZ5xbGNhHyg ND? 7-0.0 14-6-0 22-1-12 29-9-8 37-7-0 7-0-0 7-6-0 7-7-12 7-7-12 7-9-8 Scale = 1:64.7 4.00 12 5x10 = 4x6 = 8x8 = 5x8 = 6x12 = 4x12 = 11 10 9 8 r 20 11 1 0x1 2 MT20HS = 4x12 = 6x12 = 46 = Plate Offsets (X Y) [2:0-5-12,0-1-81,[4:0-4-0,0-4-81, [5:0-3-8,0-2-81, [6:0-4-8,0-3-01, [7•Edge 0-2-01 [8:0-4-8,0-5-4], [9:0-2-4,0-2-4], [10:0-5-12,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.89 9-10 >503 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Vert(TL) -1.58 9-10 >282 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.20 7 n/a n/a BCLL 0.0 * Code IRC2012ITP12007 Matrix -S Wind(LL) 0.48 9-10 >930 240 Weight: 183 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-6. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2x6 SPF 165OF 1.5E, 2-10,3-9,5-9: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing 6-8: 2x4 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=1856/0-5-8, 7=1856/Mechanical Max Horz 1=119(LC 7) Max Uplift 1=-335(LC 6), 7=-337(LC 6) Max Grav 1=1906(LC 22), 7=2276(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5129/821, 2-3=-8121/1286, 3-4=-8249/1304, 4-5=-8249/1304, 5-6=-5742/896, 6-7=-2165/370 BOT CHORD 1-11=-744/4793,10-11=-749/4783,9-10=-1239/8117,8-9=-873/5742 WEBS 2-11=0/319, 2-10=-516/3510, 3-10=-972/259, 4-9=-671/224, 5-9=-428/2628, 5-8=-1642/370, 6-8=-871/5785 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 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 0 L I� 5) All plates are MT20 plates unless otherwise indicated. ,�,Pg F� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,.•••••.. :O SOQN ' 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 VD ..sFQ will fit between the bottom chord and any other members. ` 02 8) Refer to girder(s) for truss to truss connections. U 0. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • PE 1=335,7=337. -44018 � 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • 100 gni ' September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. OF Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 log Citrus Heights, CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 Truss Type Qty Ply 715B PC LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural woad sheathing directly applied or 3-11-4 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (3-1-13 max.): 3-6, 7-9. 851631129 50875 T"lus, ROOF SPECIAL 1 1 be installed during truss erection, in accordance with Stabilizer Installation fide. REACTIONS. (Ib/size) 1=1856/0-5-8, 10=1856/Mechanical Job Reference (optional) 0 Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:58:56 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-iEWIcKk8PkvKzPEEnrPgxABVQ77v3UmOPvIUkAygNCz 4-10-15 9-0-0 15-8-0 22-4-0 29-0-0 2 -7 8 33-5-8 37-7-0 4-10-15 4-1-1 6-8-0 6-8-0 6-8-0 0-7- 3-10-0 4-1-8 Scale = 1:65.7 4.00 12 6x6 = 8x8 = 10x16 MT20HS 46 = 2x4 11 5x8 = 48 15 14 13 12 11 10 10x12 MT20HS = 4x8 = 6x10 = 4x6 = 4x6 = 10x12 MT20HS = 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 0.42 BC 0.77 WB 0.83 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.53 14 >843 360 Vert(TL) -0.93 12-14 >478 240 Horz(TL) 0.22 10 n/a n/a Wind(LL) 0.27 14 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 194 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural woad sheathing directly applied or 3-11-4 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc pudins (3-1-13 max.): 3-6, 7-9. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. 9-10: 2x6 SPF 165OF 1.5E, 4-15,5-12,9-11: 2x4 SPF No.2 WEBS 1 Row at midpt 4-15, 5-12, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation fide. REACTIONS. (Ib/size) 1=1856/0-5-8, 10=1856/Mechanical Max Horz 1=140(LC 9) Max Uplift 1=-321(LC 6), 10=-330(LC 7) Max Grav 1=1856(LC 1), 10=2310(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOP CHORD 1-2=-4548/816, 2-3=-4783/737, 3-4=-4560/726, 4-5=-6719/929, 5-6=-4766/651, 6-7=-4821/648,7-8=-2811/384,8-9=-2802/381,9-10=-2225/346 BOT CHORD 1-15=-758/4194.14-15=-1010/6578, 12-14=-1017/6651, 11-12=-681/4678 WEBS 2-15=-359/398, 3-15=-63/998, 4-15=-2228/368, 4-14=0/277, 5-14=0/328, 5-12=-2072/404, 6-12=0/397, 7-12=-106/690, 7-11=-2378/314, 8-11=-548/141, 9-11=-493/3385 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 L%t✓'F�s 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. �O�p .••••••.. SOO/(j *% tCQ 5) All plates are MT20 plates unless otherwise indicated. �0 : 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U will fit between the bottom chord and any other members. PE 8) Refer to girder(s) for truss to truss connections. -44018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=321,10=330. does depict the the of the along the top and/or bottom chord. 10) Graphical pudin representation not size or orientation purlin September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt 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 7158 PC DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 30.0 851631130 50875 B4 ROOF SPECIAL 1 1 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.73 9-10 >613 240 MT20HS 139/108 TCDL Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:58:58 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-fdeV1?mOxL91 CjOduGRIObGoRxr6XMagsDEbp3ygNCx 5-10-15 11-0-0 19-0-0 27-0-0 31-7-8 37-7-0 5-10-15 5-1-1 8-0-0 8-0-0 4-7-8 5-11-8 Scale = 1:68.4 6x6 = 2x4 6x6 = 4.00 12 4x8 % 8x8 = 8 10x10 MT20HS = Plate Offsets (X Y)— [3:0-3-0,0-2-121, [5:0-3-0,0-2-121, f7:Edge 0-3-8j [9:0-4-0,0-4-81,111:0-4-0,04-87 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; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.73 9-10 >613 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 ' Code IRC2012[TP12007 Matrix-Wind(LL) 0.23 10 >999 240 Weight: 187 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purtins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-4-8 max.): 3-5, 6-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-10,5-10,6-8: 2x4 SPF No.2 WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1860/0-5-8,8=1860/Mechanical Max Horz 1=92(LC 9) Max Uplift 1=-316(LC 6), 8=-322(LC 7) Max Grav 1=1860(LC 1), 8=2051 (LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4450/818, 2-3=-4210/699, 3-4=-5295/843, 4-5=-5295/843,5-6=-4323/659, 7-8=-348/86 BOT CHORD 1-11=-761/4101, 10-11=-594/3955, 9-10=-638/4019, 8-9=-746/4242 WEBS 2-11=-589/241, 3-11=0/482, 3-10=-240/1479, 4-10=-1073/284, 5-10=-267/1408, 5-9=0/390,6-9=-351/183, 6-8=-4439/773 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. �, •..•••••.. • SOON• • 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 : . 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 00 02' will fit between the bottom chord and any other members. • V 0 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) ; PE -44018 1 1=316,8=322. 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .p � � •: September 6,2017 A WARNING - Verify design parameters and REAL) NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt 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 Hem hts CA 95610 Job Truss Truss Type Qty Ply 715B PC LUMBER- BRACING - TOP CHORD R51631131 50875 B5 ROOF SPECIAL 1 1 except end verticals, and 2-0-0 oc purlins (4-3-2 max.): 3-5, 6-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:58:59 201 / Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-7pCtFLnOifHugtzpSzyXZopxrLBrGp2g5tz8LVygNCw 6-10-15 13-0-0 19-0-0 25-0-D 33-7-8 37-7-0 6-10-15 6-1-1 6-0-0 6-0-0 8-7-8 3-11-8 Scale = 1:66.1 6x6 = 2x4 II 5x10 = n nn 4x12 = r1 10 d 8x8 = 4x8 8x8 = 5x8 = = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 10.0BCLL 0.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.73 BC 0.56 W 0.92 B Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.28 10 >999 360 -0.57 9-10 >784 240 0.16 8 n/a n/a 0.19 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 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) except (jt=lb) except end verticals, and 2-0-0 oc purlins (4-3-2 max.): 3-5, 6-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-10,5-10: 2x4 SPF No.2 WEBS 1 Row at midpt 6-8 September 6,2017 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1860/0-5-8, 8=1860/Mechanical Max Horz 1=75(LC 10) Max Uplift 1=-31 O(LC 6), 8=-312(LC 7) Max Grav 1=1965(LC 29), 8=1860(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4620/795, 2-3=-4085/683, 3-4=-3991/696, 4-5=-3991/696, 5-6=-3969/608 BOT CHORD 1-11=-739/4244,10-11=-533/3507,9-10=-564/3488,8-9=-776/3983 WEBS 2-11=-692/263,3-11=-41/748, 3-10=-125/827, 4-10=-803/200, 5-10=-131/858, 5-9=0/446, 6-9=-530/304, 6-8=-4210/838 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 L/C, /1rs 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••••••••••• : Soo/ -% F� 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) except (jt=lb) : O 0 U 1=310, 8=312. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE 44018 OAF �••'��� J•••• ss 0 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 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 ANSVfPH 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 Oly Ply 715B PC Plate Offsets (X,Y)— [1:0-5-12,0-5-0], [3:0-6-0,0-4-8],18:0-0-0.0-1-9], [11:0-6-8,0-6-01, [13:0-5-0,0-6-12], [14:0-0-1,0-2-4], [14:0-7-4,0-4-8], [15:0-6-0,0-0-10], [16:0-1-12,0-1-2], Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 - rows staggered at to all except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to [17:0-1-12,0-0-01 2) All loads are considered equally applied plies, 851631132 50875 B6 GABLE 1 3 TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.54 11-12 1829 360 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2011 Mi l ek Industries, Inc. Weo Sep b 10:b9:u3 2ul r rage l I D:X4RmS WOzZO2XOMRGCOAfI FymHyU-?bRO4jgXmtnKl UGahpl TjezcZyYJCbuPOUxMUGygNCs 6-3-0 12-2-8 18-2-0 24-1-8 26-6-0 31-7-7 37-7-0 6-3-0 5-11-8 5-11-8 5-11-8 2-4.8 5-1-7 5-11-9 2x4 II 2x4 11 2x4 11 2x4 11 10x14 = 2x4 11 2x4 II 2x4 II 2x4 118x12 = 2x4 II 4x6 = 8x8 = . 4.00 12 Scale: 3/16"=1' 15 3x6 11 14 13 12 11 10 9 6x12 = 3x12 11 10x16 MT20HS = 10x10 MT20HS = 4x12 = 10x16_ MT20HS = 3x6 11 3x6 11 2x4 11 4x6 = NOTES - 6-3-0 12-2-8 18-2-0 24-1-8 26-6-0 31-7-7 37-7-0 6-3-0 5-11-8 5-11-8 5-11-8 2-4-8 5-1-7 5-11-9 Plate Offsets (X,Y)— [1:0-5-12,0-5-0], [3:0-6-0,0-4-8],18:0-0-0.0-1-9], [11:0-6-8,0-6-01, [13:0-5-0,0-6-12], [14:0-0-1,0-2-4], [14:0-7-4,0-4-8], [15:0-6-0,0-0-10], [16:0-1-12,0-1-2], Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 - rows staggered at to all except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to [17:0-1-12,0-0-01 2) All loads are considered equally applied plies, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.54 11-12 1829 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.59 Vert(TL) -0.99 11-12 >453 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 8 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -S Wind(LL) 0.31 12 >999 240 Weight: 770 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SPF 1950F 1.7E *Except* except end verticals, and 2-0-0 oc purlins (4-4-5 max.): 1-6. 13-15:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-15: 2x8 SPF 1950F 1.7E, 1-14: 2x4 SPF 1650F 1.5E 6-11: 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 15=11732/0-5-8, 8=8473/Mechanical Max Horz 15=-198(LC 6) Max Uplift 15=-2045(LC 7), 8=-1414(LC 7) Max Grav 15=11929(LC 22), 8=8561 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-11552/2019, 1-2=-15858/2687, 2-3=-15858/2687, 3-4=-28367/4628, 4 -5=-28367/4628,5-6=-26387/4424,6-7=-23363/3931,7-8=-22324/3698 BOT CHORD 14-15=2/523, 13-14=-3899/24923, 12-13=-3899/24923, 11-12=-4266/26450, 10-11=-3588/22129, 9-10=-3398/20764, 8-9=-3398/20764 WEBS 1 -14= -3051/18436,2 -14=-4496/936,3-14=-10891/1656,3-13=0/338,3-12=-676/4177, 4-12=-3622/608, 5-12=-254/2303, 5-11=-2981/441, 6-11=-1355/8506, 6-10=-113/369, 7-10=-730/2013, 7-9=-522/198 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. p 0 LICE Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. 2x4 2 0-4-0 oc. �P �0 •�.....•• 0 F� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 - rows staggered at to all except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to .•• SO07yee �O 2) All loads are considered equally applied plies, 02 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 fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip PE -44018 ; DOL=1.33 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry •� ��, Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1SSS' •••••••• 6) Unbalanced snow loads have been considered for this design. BONA 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20plates unless otherwise indicated. _ _ __ September 6.2017 9) The Fabrication I olerance at join[ 71 = "i 6% A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED WrEK 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 MiTek' is always required for stability and to prevent collapse with possible personal injuryand 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7156 PC 851631132 50875 66 GABLE 1 q 3 Job Reference (ppt' Alpine Truss, Commerce City, Co - 80022, 0. 16V s oep 1 to 1 r 1- r ---u—, u". vvc. ocp o r..o — <� � , , ae= < ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-?bRO4jgXmtnKlUGahp1 TjezcZyYJCbuPOUxM UGygNCs NOTES - 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) Refer to girder(s) for truss to truss connections. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 15=2045, 8=1414. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 Ib down and 76 lb up at 0-3-10, 260 Ib down and 87 Ib up at 2-0-12, 2293 Ib down and 516 Ib up at 4-1-8, 1226 Ib down and 228 Ib up at 6-0-12, 1035 Ib down and 220 Ib up at 8-0-12, 1035 Ib down and 220 Ib up at 10-0-12, 937 Ib down and 158 Ib up at 12-0-12, 1163 Ib down and 165 Ib up at 14-0-12, 1019 Ib down and 175 Ib up at 16-0-12, 945 Ib down and 182 Ib up at 18-0-12, and 1047 Ib down and 187 Ib up at 20-0-12, and 1192 Ib down and 189 Ib up at 22-0-12 on top chord, and 4608 Ib down and 853 Ib up at 24-1-8 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80, 8-15=-20 Concentrated Loads (lb) Vert: 1=-184 2=-1184 3=-895 4=-903 11=-4608(B) 33=-218 34=-2251 35=-993 36=-993 38=-1121 39=-977 41=-1005 42=-1150 ® 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 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 oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty in (IOC) I/defl Lid -0.05 5-6 >999 360 -0.12 5-6 >999 240 0.03 5 n/a n/a 0.02 1-6 >999 240 PLATES GRIP MT20 185/144 Weight: 52 lb FT=20% LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. =715BR51650875 2x4 SPF No.2 B7 Monopitch 1nal BOT CHORD 2x4 SPF No.2 1=105, 5=137. �UO 02 except end verticals. WEBS 2x4 HF Stud L PE -44018 Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 LU1 f MI I eK Industries, Inc. wed Sep b 10:5y:04 20i/ rage I ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-Tn?ml3r9XBvBwemF WYiGsWn7MxFxCHZE8hvOiygNCr 6-8-0 6-8-0 4x6 11 2x4 11 3x5 = Scale = 128.6 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 IRC2012frP12007 CSI. TC 0.76 BC 0.42 WB 0.35 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (IOC) I/defl Lid -0.05 5-6 >999 360 -0.12 5-6 >999 240 0.03 5 n/a n/a 0.02 1-6 >999 240 PLATES GRIP MT20 185/144 Weight: 52 lb FT=20% LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. TOP CHORD 2x4 SPF No.2 NO 0 Ll c -� TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 SPF No.2 1=105, 5=137. �UO 02 except end verticals. WEBS 2x4 HF Stud L PE -44018 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-0 WEBS 1 Row at midpt 3-5 September 6,2017 September MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=659/Mechanical, 5=659/Mechanical Max Horz 1=244(LC 7) Max Uplift 1=-105(LC 6), 5=-137(LC 10) Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1189/174, 4-5=-306/78 BOT CHORD 1-6=-174/1038, 5-6=-174/1038 WEBS 3-6=0/302, 3-5=-1088/243 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 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. NO 0 Ll c -� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) .•••• tf' .•� SOo fy'•.� F� • 1=105, 5=137. �UO 02 •U G; L PE -44018 ON September 6,2017 September A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,171.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �* a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see 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 7158 PC LUMBER- BRACING - TOP CHORD R51631134 50875 B8 Monopitch 6 1 except end verticals. 3-8: 2x4 HF Stud, 3-6: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, d.13u s sep I zu i / Ive I eK Industries, Inc. vved OUP o Iv.JJ.VQ <U I r ray= I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-yzZ9VPrnHV 12YoQzpE3xo33vNm Hege_iToQSZ9ygNCq -1-0-0 6-11-0 13-8-4 20-9-0 1-0-0 6-11-0 6-9-4 7-0-12 4.00 12 3x4 = 3x4 11 Scale = 1:40.4 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 YES Code IRC2012/TPI2007 CSI. TC 0.92 BC 0.34 WB 0.45 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.07 2-8 >999 360 -0.19 2-8 >427 240 0.02 6 n/a n/a 0.03 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 77 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 `Except' except end verticals. 3-8: 2x4 HF Stud, 3-6: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=663/Mechanical, 2=370/0-3-8, 3=1104/0-5-8 Max Horz 2=312(LC 7) Max Uplift 6=-129(LC 10), 2=-62(LC 6), 3=-247(LC 10) Max Grav 6=887(LC 15), 2=371(LC 15), 3=1194(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/77, 3-4=-1440/157, 5-6=-345/83 BOT CHORD 3-7=-162/1292, 6-7=-165/1286 WEBS 4-7=0/292, 4-6=-1326/230 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 �0�0 '••S00 �• �sF will fit between the bottom chord and any other members. •' A '•• Q 7) Refer to girder(s) for truss to truss connections. 00 O % 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=lb) 6=129,3=247. : U : PE -44018 : VA September 6,2017 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 dasign 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d =5B851631135 50875 B9 Monopitch 2onal -0.16 1-6 >743 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.41 1-6 >282 240 •C Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:06 2011 Page 1 I D:X4RmS WOzZO2XOMRGCOAfi FymHyU-QA7XjksP2o9vgy?9MxaALHb609aeP73siSA05bygNCp 6-10-8 1 6-10-8 Scale = 1:29.8 4x6 11 0 3x4 11 3x4 = 9-7-4 4-1-12 Plate Offsets (X Y)-- [1:0-3-4,0-1-11 DOL=1.33 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 0.78 Vert(LL) -0.16 1-6 >743 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.41 1-6 >282 240 •C TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a 9 BCLL 0.0 * Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 1-6 >999 240 Weight: 53 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 3-6-12 be installed during truss erection, in accordance with Stabilizer Installation tide. REACTIONS. (Ib/size) 1=485/0-3-0, 5=211/Mechanical, 6=665/0-5-8 Max Horz 1=244(LC 9) Max Uplift 1=76(LC 6), 5=-71 (LC 7), 6=-114(LC 6) Max Grav 1=485(LC 1), 5=240(LC 14), 6=812(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-593/131 BOT CHORD 1-6=-181/501 WEBS 3-6=-753/262 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. L��' 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, 5 except (jt=1b) �P� C7� 'N0Soo/v%% 6=114. •' � ZOO C) •C PE 44018 9 Fss/ON .. September 6,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. * Design valid for use only with 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, 7 suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 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. 851631136 50675 C1 Hip Girder 2 FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3641/439, 3-4=-4429/472, 4-5=-4429/472, 5-6=-3641/440 BOT CHORD 2-10=-378/3363, 9-10=-377/3318, 8-9=-356/3318, 6-8=-356/3363 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MITek Industries, Inc. Wed Sep 610:59:09 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-glofLmuH LjYUOPkk248tzvDj5NePcVU IOQOgiwygNCm -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 Scale = 1:36.4 4x6 = 4.00 12 2x4 11 4x6 = 3x5 i 13 14 - _ -10 to 2x4 11 8x8 — 2x4 11 3x5 C 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 IRC2012fTP12007 CSI. TC 0.43 BC 0.42 WB 0.22 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.11 9 >999 360 Vert(TL) -0.22 9 >999 240 Horz(TL) 0.04 6 n/a n/a Wmd(LL) 0.06 9 >999 240 PLATES GRIP MT20 185/144 Weight: 158111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 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. REACTIONS. (Ib/size) 6=1600/0-5-8,2=1600/0-5-8 Max Hoa 2=30(LC 48) Max Uplift 6=-268(LC 7), 2=-268(LC 6) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3641/439, 3-4=-4429/472, 4-5=-4429/472, 5-6=-3641/440 BOT CHORD 2-10=-378/3363, 9-10=-377/3318, 8-9=-356/3318, 6-8=-356/3363 WEBS 3-10=-8/609, 3-9=-73/1184, 4-9=-687/162, 5-9=-74/1184, 5-8=-8/609 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Tap 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. 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 Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs O 0 L!t� non -concurrent with other live loads. P ••••�/sO ••' F � 7 ondin Provide adequate drainage to prevent water p g -,**Soo �YOSoo 8) 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 wide ; 02 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle �� ; will fit between the bottom chord and any other members. : U 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) PE -44018 ' 6=268,2=268. 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ; • �0. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 Ib down and 94 Ib up at • 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 10-11-4, and 66 Ib down at 12-11-4, and 459 Ib down and 94 Ib QC`s .... •\ up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ON LOAD CASE(S) Standard September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid far use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oftmsses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Hei hts CA 95610 Job Truss Truss Type City Ply 7158 PC 851631136 50875 C1 Hip Girder 2 2 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 0.1 OV s aep i Zu i r rvn r eK mausvies, urc. vveu aep o 1 V --v 4V r r rage 4 ID:X4RmSVVOzZO2XOMRGCOAfIFymHyU-glofLmuH LjYUOPkk248tzvDj5NePcVU I OOOgiwygNCm 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=-459(8) 8=-459(8) 13=-33(B) 14=-33(B) 15=-33(B) 16=-33(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° 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 oftmsses 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 109 Cit— Hei hls CA 95610 Job Truss Truss Type Qty Ply 7156 PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 =R516311]37 50875 C2 Roof Special 1 1 LumberDOL 1.15 BC 0.60 Vert(TL) -0.22 9-10 >999 240 '0 PE -44018 TCDL 10.0 Job Reference o tional Alpine Truss, Commerce City, Co -80022, 1-0-0 7-0-0 6x6 = 8.130 s Sep 1 2017 MITek Industries, Inc, Wed Sep 6 10:59:11 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-m7wQm SwYtLoBGju79UAL2KIxEAGx4JcbrktnmoygNC k 6-0-0 5x6 = 3-6-0 3-6-0 Scale= 1:36.5 4x6I I 6 2x4 II 3x9 = 3x6 = Plate Offsets (X Y) [2:0-4-1,0-1-11 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.11 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.60 Vert(TL) -0.22 9-10 >999 240 '0 PE -44018 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.06 9-10 >999 240 Weight: 74 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5: 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (2-7-0 max.): 4-5, 6-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 3-6-11 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=991/0-5-8, 2=1075/0-5-8 Max Horz 2=56(LC 9) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1976/307, 4-5=-1747/307, 5-6=-1878/297 BOT CHORD 2-10=-256/1771, 9-10=-260/1763, 8-9=-356/1841 WEBS 4-10=0/269, 5-9=0/252, 6-8=-1933/378 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 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) truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. This psf 3-6-0 tall by 2-0-0 wide•SQO• 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle • /(7••8) will fit between the bottom chord and any other members. Ib (jt=1b) 02 (.... Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) except Q 8=167, 2=215. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '0 PE -44018 N September 6,2017 AWARNING - 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7156 PC 3) Unbalanced snow loads have been considered for this design. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 851631138 50875 C3 Roof Special 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 9=161, 2=203. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Vert(TL) -0.45 9-10 >524 240 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:13 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-j W2AB8xoPy2vV01 VHvCp710Mu_wRYFGuJ2Mtrhyg NCi -1-0-0 5-4-5 9-0-0 11-0-0 14-6-0 20-0-0 1-0-0 5-4-5 3-7-10 2-0-0 3-6-0 5-6-0 Scale = 1:36.5 4x6 = 46 = 4X6 119 3x9 = 3x4 = 3x6 = Plate Offsets (X Y) f2:0 3 13 0 1 13I f6:0-2-8 0-0-121 f7:0-2-8 0-2-01 f8:Edge 0-3-8I enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. 3) Unbalanced snow loads have been considered for this design. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 •.•••••..� �1 ; O SOO/v •• Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 9=161, 2=203. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Vert(TL) -0.45 9-10 >524 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 9 n/a n/a BCLL 0.0 Code IRC2012(TP12007 Matrix -S Wind(LL) 0.06 10 >999 240 Weight: 80 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF ND.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-6-5 max.): 5-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. SLIDER Left 2x4 HF Stud 2-9-0 WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=99110-5-8.2=1075/0-5-8 Max Horz 2=89(LC 7) Max Uplift 9=-161(LC 7), 2=-203(LC 6) Max Grav 9=991 (LC 1), 2=1284(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2280/337, 4-5=-1788/235, 5-6=-1629/242, 6-7=-1744/225, 8-9=-306/79 BOT CHORD 2-11=-297/2034,10-11=-215/1586,9-10=-342/1804 WEBS 4-11=-453/185, 5-11=-2/277, 6-10=-13/322, 7-10=-398/159, 7-9=-1873/347 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 non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. P C O� 0 Ll F 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 •.•••••..� �1 ; O SOO/v •• �O: will fit between the bottom chord and any other members. • O 0 - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) U 9=161, 2=203. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. PE -44018 0M September 6,2017 AWARNING - 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 LR 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, seeANSIITPI1 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 7156 PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 851631139 50875 C4 Roof Special 1 1 Vert(LL) -0.09 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2011 Mil-ek Industries, Inc. Wed Sep 6 10:59:14 2011 rage i ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-B icYOTyQAGAm7Acigdj2gzwYuOJDHgdl Yi6RN7ygNCh -1-0-0 5-1-12 10-0-0 12-6-0 16-1-4 20-0-0 1-0-0 5-1-12 4-10-4 2-6-0 3-7-4 3-10-12 Scale = 1:35.9 5x6 = 4x6 11 3x4 = 3x9 = V 46 = 6-4-12 6-1-4 7-6-0 Plate Offsets (X Y)-- [2:0-3-13,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.09 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.21 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.06 10-11 >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 3-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 or purlins (4-4-5 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-7-14MiTek recommends that Stabilizers and required cross bracing rbe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=991/0-5-8,2=1075/0-5-8 Max Horz 2=125(LC 9) Max Uplift 9=-160(LC 7), 2=-194(LC 6) Max Grav 9=1009(LC 27), 2=1075(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2029/295, 4-5=-1830/275, 5-6=-1755/238, 6-7=-1681/211 BOT CHORD 2-11=-290/1827, 10-11=-228/1362, 9-10=-228/1114 WEBS 4-11=-325/157, 5-11=-86/528, 5-10=-57/666, 6-10=-799/149, 7-10=-50/699, 7-9=-1306/265 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 non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ��NO 0 L(tr'�� 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 �� O SOON •• st�� will fit between the bottom chord and any other members. .40 O•: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) : U 9=160,2=194. 9) Graphical puriin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. ; PE -44018 Fss�oN September 6,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0372015 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 ANSIrrPI1 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 Type Qty Ply 715B PC DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 851631140 50675 LC5 GABLE 1 (Roof Snow=30.0) �0 � Lumber DOL 1.15 BC 0.69 Vert(TL) -0.29 8-9 >801 240 MT20HS 148/108 Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MITek Industries, Inc. Wed Sep b 1u:b9)Ab 2U1 / rage 1 ID:X4Rm S WOzZO2XOMRGCOAfIFym HyU-75kJp9_gitQUMUm4y2m WIOOxaBzilZN K?ObYROygNCf 6-1-8 10-0-0 13-10-8 20-0-0 6-1-8 3-10-8 3-10-8 6-1-8 Scale= 1:34.8 2x4 11 34 II 3x6 II , 3x9 11 8x12 = 3x6 11 5x8 = 10 - 6 10x10 MT20HS 11 10x14 = 2x4 I 8x12 = 3x9 II Plate Offsets (X Y) [1:0-4-12,0-3-01, [3:0-6-0,0-6-01, [5:0-3-4,0-2-41, [7:0-6-0,0-4-121 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) �0 � Lumber DOL 1.15 BC 0.69 Vert(TL) -0.29 8-9 >801 240 MT20HS 148/108 TCDL 10.0 * Rep Stress Incr NO WB 0.66 Horz(TL) -0.05 10 n/a n/a �l •.... �'� sS/0 BCLL 0.0 Code IRC2012fTP12007 Matrix -S Wind(LL) 0.11 8-9 >999 240 Weight: 267 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x8 SPF 1950F 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 5-6,1-10,5-7,1-9: 2x6 SPF 165OF 1.5E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 6=977/0-5-8, 10=977/0-5-8 Max Horz 6=-111(LC 7) Max Uplift 6=-1019(LC 9), 10=-1665(LC 5) Max Grav 6=3851 (LC 17), 10=6373(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-3749/1036,1-2=-12118/3213.2-3=-12443/3298, 3-4=-7113/2073, 4-5=-7070/2053, 1-10=-6186/1662 BOT CHORD 9-10=-115/365, 8-9=-2994/10379, 7-8=-2994/10379 WEBS 5-7=-2140/7446, 4-7=-873/383, 3-7=-3837/1033, 3-9=-475/2425, 2-9=-6430/1685, 1-9=-3419/12783 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 now 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; �No 0 LICE enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �0 � DOL=1.33 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ANSI/TPI 1. : SON ,% �O N O �< Gable End Details as applicable, or consult qualified building designer as per 5) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 :0 6) Provide adequate drainage to prevent water ponding. PE - 7) All plates are MT20 plates unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' < Q� ; ' 10) *This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �l •.... �'� sS/0 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 lb uplift at joint(s) except (jl=1b) 6=1019, 10=1665. 12) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 p ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,211-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not t• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-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 -- Job Truss Truss Type Qty Ply 7158 PC 851631140 50875 C5 GABLE 1 n G Job Reference (optional) Alpine Truss, Commerce City, Co -80022, a.iovsOUP I ZVI rrvo I enaIU—rob,n— VVIU01F U ..,V.oy= ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-bHHhOV?JTBYL_eLH WIHIHbY6KbixUOcTEgK5_SygNCe NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 Ib down and 149 Ib up at -20-2-0, 199 Ib down and 70 Ib up at -22-0-12, 290 Ib down and 78 Ib up at -24-0-12, 6468 Ib down and 1548 Ib up at -26-1-8, 234 Ib down and 749 Ib up at -28-0-12, 128 Ib down and 605 Ib up at -30-0-12, 261 Ib down and 246 Ib up at -32-0-12, 298 Ib down and 102 Ib up at -34-0-12, 365 Ib down and 406 Ib up at -35-2-0, 485 Ib down and 76 Ib up at -37-1-4, 485 Ib down and 76 Ib up at -39-1-4, 536 Ib down and 146 Ib up at 0-2-12, 145 Ib down and 65 Ib up at 2-0-12, 230 Ib down and 74 Ib up at 4-0-12, 6348 Ib down and 1539 Ib up at 6-1-8, 188 Ib down and 809 Ib up at 8-0-12, 139 Ib down and 665 Ib up at 10-0-12, 201 Ib down and 306 Ib up at 12-0-12, 238 Ib down and 162 Ib up at 14-0-12, 319 Ib down and 466 Ib up at 15-2-0, and 425 Ib down and 71 Ib up at 17-1-4, and 435 Ib down and 68 Ib up at 19-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 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 oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite log Citrus Helfilits, CA 95610 Job Truss Truss Type Qty Ply 7156 PC 6-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-4-1,0-1-11, [4:0-2-8,0-2-01, [7:0-3-13,0-1-131 851631141 50875 C6 Hip 1 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 7-0-0 Iwo 6x6 = 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:18 ZU1 f Hage 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-3Tr3Er?xDUgCbowT3So_gp57m?htDZ6dS K4e WuygNCd 6-0-0 4x8 = 7-0-0 1-0-0 Scale = 1:36.4 4x6 II 2x4 II 3x4 = 5x6 Il 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-4-1,0-1-11, [4:0-2-8,0-2-01, [7:0-3-13,0-1-131 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 0.94 Vert(LL) -0.14 9-10 >999 360 MT20 185/144 ow=30 (Roof Sri Lumber DOL 1.15 BC 0.46 Vert(TL) -0.26 9-10 >933 240 TCDL 10.D Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.05 9-10 >999 240 Weight: 70Ito FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc purlins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-11, Right 2x4 HF Stud 3-6-11 recommthat Stabilizers and required cross bracing stalledduring truss erection, in accordance with Stabilizer [�ffnelerids allation i de. REACTIONS. (Ib/size) 2=1080/0-5-8, 7=1080/0-5-8 Max Horz 2=40(LC 12) Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2028/329, 4-5=-1803/349, 5-7=-2028/329 BOT CHORD 2-10=-262/1811, 9-10=-266/1804, 7-9=-235/1811 WEBS 4-10=0/259, 4-9=-278/278, 5-9=0/259 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 II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O�PO 0 LIC 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •...•.••• will fit between the bottom chord and any other members. VOA ; O soot' ••• io 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? •: 2=217.7=217. U 0 S 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 ON September 6,2017 ® 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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, Alexandra, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC DEFL. in (IOC) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631142 50875 C7 Hip Girder 1 1 BC 0.58 Vert(TL) -0.33 9-11 >734 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr NO Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, a.13u s sep 1 zui i Nn I eK moustrles, Inc. vvea oep o Iu:ot,:Lu Lu i I rays i ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-?szgfX1 B16wwr54sBtgSvEAdhpLRhU4wweZlanygNCb -1-0-0 5-4-6 9-0-0 11-0-0 14-7-10 20-0-0 21-0-0 1-0-0 3-7-10 2-0-0 3-7-10 5-4-6 1-0-0 Scale = 1:36.4 46 = 6x6 = 5x6 11 3x9 = 3x4 = 5x6 II Plate Offsets KY}- f2:0-3-13.0-1-131, [9:0-3-13,0-1-131 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 (IOC) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.12 9-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.33 9-11 >734 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.08 9 n/a n/a 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and up at BCLL 0.0 * Code IRC2012/TPI2007 Matrix -R Wmd(LL) 0.05 12 >999 240 Weight: 76 lb FT=20% BCDL 10.0 LOAD CASE(S) Standard September 6,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural woad sheathing directly applied or 4-7-4 oc purlins, except 5-6:2x4 SPF No.2 2-0-0 oc purlins (4-2-4 max.): 5-6. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-9-0, Right 2x4 HF Stud 2-9-0 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2=1081/0-5-8,9=1080/0-5-8 Max Hoa 2=51(LC 46) Max Uplift 2=-208(LC 6), 9=-208(LC 7) Max Grav 2=1343(LC 27), 9=1342(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2433/343, 4-5=-1955/255, 5-6=-1790/262, 6-7=-1953/257, 7-9=-2432/345 BOT CHORD 2-12=-291/2180,11-12=-141/1787,9-11=-258/2180 WEBS 4-12=-433/167,5-12=-13/319.6-11=-25/321,7-11=-436/168 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) 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. OPO 0 L/�'�� 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �..•••••.. S ; SOON% tC� will fit between the bottom chord and any other members. �O 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) : 2=208,9=208. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 32 Ib � U PE 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and up at ; -44018 t 1-11-4 on top chord, and 19 Ib down at 1-10-8 on bottom chord. The design/selection of such connection device(s) is the ,Q responsibility of others. loads to the face the truss are noted as front (F) or back (B). -70 11) In the LOAD CASE(S) section, applied of 0' ON LOAD CASE(S) Standard September 6,2017 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss s Type Qty Ply 715B PC 851631142 50875 C7 THipGirder 1 1 Job Reference (opt' Alpine Truss, Commerce City, Cc - 80022, o. lou s aep i —1 r wo — muuau.G., .. v— .=I, . . GgG ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-?szgfX1 B16wwr54sBtgSvEAdhpLRhU4wweZlanygNCb LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-10=-80, 2-9=-20 Concentrated Loads (lb) Vert: 18=-1(F) 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and properly 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, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 =QtyPlyPC85163114350875 Vert(LL) -0.19 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) D1 Hip Girder Vert(TL) -0.34 10-11 >706 240 TCDL 10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 ference (optional) Alpine Truss, Commerce City, Co - 80022, b. IOUs aep I LU I r Ivn I eK Inuusules, Inu. vveu oep o i.o� < ' 'ay= ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-yF5a4D2RHjAd4PDElltw_fGwpcOr9LXC Ny2sfgygNCZ M100 5-11-8 9-11-8 13-11-8 19-11-6 20-11-8 5-11-8 4-0-0 4-0-0 6-0-0 1-0-0 Scale = 1:36.4 5x8 = 4.00 12 3x4 = 5x8 = 48 11 4x6 = 8x8 = 48 11 Plate Offsets (X Y) [2:0-6-2,0-0-61, f8:0-6-3 0-0-21 [10:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.19 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.34 10-11 >706 240 TCDL 10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.11 10-11 >999 240 Weight: 208 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, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 3-0-12, Right 2x6 SPF 165OF 1.5E 3-0-15 REACTIONS. (Ib/size) 8=2286/0-4-8, 2=2290/0-5-8 Max Horz 2=-35(LC 49) Max Uplift 8=-505(LC 7), 2=-506(LC 6) Max Grav 8=2331 (LC 27), 2=2333(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4808/994, 4-5=-4188/924, 5-6=-4212/929, 6-8=-4829/999 BOT CHORD 2-11=-866/4283, 10-11=-1007/4995, 8-10=-858/4307 WEBS 4-11=-331/1918, 5-11=-1000/233, 5-10=-973/227, 6-10=-330/1912 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 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 00 Ll eA 5) Unbalanced snow loads have been considered for this design. �..••..�� (/[1 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs live loads. �O: ; ' 500/1V'•.VF� non -concurrent with other �OO 02 7) Provide adequate drainage to prevent water ponding. 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. truss to bearing capable of withstanding 100 Ib uplift at joints) except (jt=1b) 10) Provide mechanical connection (by others) of plate 8=505,2=506. 0 res 11) Graphical pur in 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) 770 Ib down and 196 Ib up at ON 5-11-8, 294 Ib down and 80 Ib up at 8-0-4, 294 Ib down and 80 Ib up at 10-0-4, and 294 Ib down and 80 Ib up at 11-10-12, and 5-11-8, 7701b down and 196 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of September 6,2017 others. L06D CASES) Standard 1� WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101072015 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 M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7156 PC 851631143 50875 D1 Hip Girder 1 2 Job Reference o tional Alpine Truss, Commerce City, Co -80022, d.-laU s aep i ZU i r Wit eK mousuies, inc. -U oep o lv-- <V IF rays ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-yF5a4D2RHjAd4PD E Iltw_fGwpcOr9LXCNy2sfgygNCZ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 10=-770(F) 11=-770(F) 14=-294(F) 15=-294(F) 16=-294(F) AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERENCE PAGE MII-7477 rev. 101072015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 851631144 50875 D2 Hip 1 1 Max Horz 12=-15(LC 13) Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2U1 MI I ex Industries, Inc. wed Sep 6 1U:59:2 f 20i7 rage I ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-ICuT7w6a6FpwBA6C5rS5hizIZdlEgXzyXDldKtygNC U r-0-0 t 4-1-8 7-11-8 11-11-8 15-9-12 i 19-11-8 i20-11-8 1-0-0 4-1-8 3-10-0 4-0-0 3-10-4 4-1-12 1-0-0 Scale = 1:36.4 4x6 = 6x6 = 12 B 5x6 = 3x9 = 3x4 = 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 ss Incr YES Code IR Rep StressIncrTPI2007 CSI. TC 0.62 BC 0.57 WB 0.67 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.21 9-10 >999 240 Horz(TL) 0.06 9 n/a n/a Wind(LL) 0.04 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 84 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _m Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=1075/0-5-8, 9=1075/0-4-8 Max Horz 12=-15(LC 13) Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/7, 3-4=-1577/253, 4-5=-1430/264, 5-6=-1581/254, 6-7=-330/6, 2-12=-430/113, 7-9=-433/113 BOT CHORD 11-12=-220/1533, 10-11=-149/1433, 9-10=-221/1545 WEBS 3-12=1495/304, 6-9=-1497/307 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. 0 L psf in a rectangle 3-6-0 tall by 2-0-0 wide �PO 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where �0 ••......�• :O SOON ••• FQ 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) pZ 12=217,9=217. ZQ U 'n 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ; PE -44018 -o • • cr ONA September 6,2017 A WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid far use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek* is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabdcation, 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 tog Citrus Heights. CA 95610 Job Truss Truss TypeTI Ply 7158 PC CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631145l 50875 D3 Common 1 Vert(TL) -0.44 8-9 >536 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 8 n/a n/a Job Reference o tiona Alpine Truss, Commerce City, Cc - 80022, 1-0-0 , 5-1-8 4-10-0 8.130 s Sep 1 2011 MiTek Industries, Inc. Wed Sep 6 lu:b9:2t1 201 / rage 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-m OS rKG7CtZxnoKhOfZzKEwWyi 13LZyw5mtVAtJygNCT 4x6 = 4-10-4 5-1-12 . 1-0-0 Scale = 1:35.2 tl 10 4x6 = 3x9 = 4x6 = 9-11-8 10-0-0 Plate Offsets (X Y)— F2:0-0-8,0-1-81, [6:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.44 8-9 >536 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.04 9 >999 240 Weight: 81 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud *Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10,6-8: 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=1073/0-5-8, 8=1073/0-4-8 Max Horz 10=-25(LC 11) Max Uplift 10=-209(LC 6), 8=-209(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/48, 3-4=-1314/188, 4-5=-1315/187, 5-6=-291/48, 2-10=-363/139, 6-8=-366/139 BOT CHORD 9-10=-219/1372, 8-9=-211/1380 WEBS 3-9=-327/191, 4-9=0/416, 5-9=-336/193, 3-10=-1316/256, 5-8=-1317/258 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 0 LICF� ��p,D will fit between the bottom chord and any other members. truss to bearing capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) •..•••••.. S • SOO• /� -% f� 7) Provide mechanical connection (by others) of plate VOA 10=209,8=209. X00 02 •C) PE- " • ON September 6,2017 ,& WARNING - Verffy 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 vedfy 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 7158 PC LUMBER- BRACING - TOP CHORD 851631146 50875 D4 Common 1 1 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine Truss, Commerce City, Co -80022, 4x 5-1-6 0-0 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:30 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-jnacly9TPABV2egnm_OoJLbKxrmQ 1 ttO DB_HxCy9NCR 5x6 = 4-10-4 5-1-12 Scale= 1:33.5 9XO — 3x9 = 4x8 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.35 BC 0.54 WB 0.72 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid -0.12 6-7 >999 360 -0.31 6-7 >757 240 0.05 6 n/a n/a 0.04 7 >999 240 PLATES GRIP MT20 185/144 Weight: 79 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8,5-6:2x6 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=975/0-5-8, 6=975/0-4-8 Max Horz 8=19(LC 11) Max Uplift 8=-147(LC 6), 6=-147(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/14, 2-3=-1334/201, 3-4=-1335/200, 4-5=-459/14, 1-8=-322/72, 5-6=-326/73 BOT CHORD 7-8=-224/1395, 6-7=-234/1404 WEBS 2-7=-315/170,3-7=0/400, 4-7=-323/172, 2-8=-1168/277, 4-6=-1165/279 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=147,6=147. (Q.......omv ,PDO CrCF�s sooo0PE-44018 September 6,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply 7158 PC Plate Offsets (X Y)-- [4:0-2-8,0-0-121 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 851631147 50875 D5 Hip 1 1 TC 0.41 Vert(LL) -0.15 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:32 2017 rage 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-fAhMAdAjwoRDHx_9uP2GOmgeceRPVkEhhVTO04ygNCP 4-6-12 8-10-0 11-1-0 15-4-8 19-11-8 4-6-12 4-3-4 2-3-0 4-3-8 4-7-0 Scale = 1:34.9 M 46 = 4x6 = 3x9 = 3x4 = 4x6 = 8-10-011-1-0 19-11-8 8-10-0 2-3-0 8-10-8 Plate Offsets (X Y)-- [4:0-2-8,0-0-121 3) Unbalanced snow loads have been considered for this design. 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 0.41 Vert(LL) -0.15 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.40 7-8 >595 240 TCDL 10.0 * Rep Stress Incr YES WB 0.92 Horz(TL) 0.06 7 n/a n/a 0. Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 8 >999 240 Weight: 83 Ib FT = 20% BCDL 10.0BCLL LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-8-3 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-14(LC 13) Max Uplift 10=-154(LC 6), 7=-155(LC 7) Max Grav 10=1201(LC 26), 7=1201(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/18, 2-3=-1671/227, 3-4=-1503/237, 4-5=-1673/228, 5-6=-275/17, 1-10=-276/56, 6-7=-278/56 BOT CHORD 9-10=-247/1712, 8-9=-133/1505, 7-8=-260/1724 WEBS 5-8=-257/161, 2-10=-1738/302, 5-7=-1742/304 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) Provide adequate drainage to prevent water ponding. 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) SOO/y••10=154,7=155. (-:--.--`10 8) Graphical puf in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 E-44018 i September 6,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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. Forgeneral 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 715B PC 851631148 50875 D6 Hip 1 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:33 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-7MFkNzBLh5Z4v5ZLS6ZVxzDig2rWEHcgv9CxYXygNCO 3-6-12 6-10-0 13-1-0 16-4-8 19-11-8 3-6-12 3-3-4 6-3-0 3-3-8 3-7-o Scale = 1:34.9 5x6 = 4.00 6x6 = 10 _ 7 3x5 = 3x9 — 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.07 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.15 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WS 0.53 Horz(TL) 0.05 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 8-9 >999 240 Weight: 80 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, 3-4:2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-4-9 max.): 3-4. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-19(LC 8) Max Uplift 10=-164(LC 6), 7=-164(LC 7) Max Grav 10=1056(LC 26), 7=1057(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/273, 3-4=-1461/283, 4-5=-1573/275 BOT CHORD 9-10=-228/1383, 8-9=-209/1466, 7-8=-249/1396 WEBS 2-9=-24/322, 5-8=-31/316, 2-10=-1484/280, 5-7=-1491/282 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) Provide adequate drainage to prevent water ponding. 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) o�No 0 L f C c, 10=164,7=164. •.••"••••• 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. o VOA • SOON •.s�Q zo�2 ;U PE -44018 ONM September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply7158 PC LUMBER- BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD 851631149 50875 D7 Hip 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. 10=171,6=171. tv �•� N•• % Q MiTek recommends that Stabilizers and required cross bracing : �0 p?.: Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:35 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-31NUofDbDjpn8PjkZXbz00140s WOiAX7NTh2cPygNCM 4-10-0 9-11-8 15-1-0 19-11-8 4-10-0 5-1-8 5-1-8 4-10-8 Scale = 1:34.7 4.00 12 4x6 = 3x9 = 46 = 10 _ 6 3x4 11 4x8 — 2x4 it 4x8 — 3x4 Plate Offsets (X Y)-- ft:Edge LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 0-2-0j f5•Edge 0-2-0j f7 0-1-12 0-1-121 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress In YES Code IRC2012/TP12007 (9.0-2-12 0-1-121 CSI. TC 0.72 BC 0.45 WB 0.63 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/clef] L/d -0.12 8 >999 360 -0.22 7-8 >999 240 0.05 6 n/a n/a 0.07 8 >999 240 PLATES GRIP MT20 185/144 Weight: 78 Ib FT = 20 LUMBER- BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 2-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10=171,6=171. tv �•� N•• % Q MiTek recommends that Stabilizers and required cross bracing : �0 p?.: be installed during truss erection, in accordance with Stabilizer s PE -4401.8 Installation quicle. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-26(LC 8) Fssi0 E� Max Uplift 10=-171(LC 6), 6=-171(LC 7) FORCES. (fb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1707/288, 2-3=-1599/301, 3-4=-1608/303, 4-5=-1717/290, 1-10=-925/192, 5-6=-924/193 BOT CHORD 9-10=-50/305, 8-9=-352/2443, 7-8=-352/2443, 6-7=-64/316 WEBS 3-9=-930/140, 3-7=-920/138, 1-9=-192/1492, 5-7=-193/1493 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 L%�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) O�� •.•SOO sF * 10=171,6=171. tv �•� N•• % Q 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. : �0 p?.: ;U 0; s PE -4401.8 Fssi0 E� September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSVTP11 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 log Citrus Heights. CA 95610 Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:37 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-07VFD LEsIK3VNit7hyeR5pNPvf6yA2YQgnA9hlygNCK 2-10-0 9-11-8 17-1-0 19-11-8 2-10-0 7-1-8 7-1-8 2-10-6 Scale = 1:34.7 4.00 12 4x8 = 5x8 = 4x8 = 10 _ 2X4 11 4X12 — 2x4 1 4x12 — 2X4 I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 Truss Truss Type Qty Ply 7156 PC851631150 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* 75 F D8 Hip 1 1 except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 2-4. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:37 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-07VFD LEsIK3VNit7hyeR5pNPvf6yA2YQgnA9hlygNCK 2-10-0 9-11-8 17-1-0 19-11-8 2-10-0 7-1-8 7-1-8 2-10-6 Scale = 1:34.7 4.00 12 4x8 = 5x8 = 4x8 = 10 _ 2X4 11 4X12 — 2x4 1 4x12 — 2X4 I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.82 BC 0.74 WB 0.66 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.29 8 >811 360 -0.49 7-8 >477 240 0.10 6 n/a n/a 0.14 8 >999 240 PLATES GRIP MT20 185/144 Weight: 75 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 2-4: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 2-4. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-9,3-7 3-9,3-7: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-33(LC 6) Max Uplift 10=-176(LC 6), 6=-176(LC 7) Max Grav 10=1087(LC 25), 6=1085(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1719/246,2-3=-1646/258, 3-4=-1664/261, 4-5=-1739/249,1-10=-1093/174, 5-6=-1089/175 BOT CHORD 8-9=-557/3864, 7-8=-557/3864 WEBS 3-9=-2282/340, 3-8=0/295, 3-7=-2264/337, 1-9=-226/1746, 5-7=-228/1757 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) Provide adequate drainage to prevent water ponding. 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 (.1-f-l"PE-44018 PD 0 LIr;F� will fit between the bottom chord and any other members. •........•.• tj 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=176,6=176. O OZ8) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. - September 6,2017 A WARNING;. Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i 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 log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP R51631151 50875 D9 Hip 1 1 Lumber DOL 1.15 BC 0.82 Vert(TL) -0.87 10 >272 240 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Truss, Commerce City, Co - 80022, tf.13u s sep 1 zu1 I ml I eK Inoustrles, Inc. vveo sep o lu:oa:sa zu I1 rage i ID:X4RmSWOzZO2X0MRGCOAfIFymHyU-yWc?e1 G6HxJDd01 VoNgvBETmxTn7evcj15fFIAygNCI 0-10-0 5-5-10 9-11-8 14-5-6 19-1-0 19-11-8 0-10-0 4-7-10 4-5-14 4-5-14 4-7-10 0-10-8 Scale = 1:34.3 4.00 12 5x10 = 2x4 4x6 = 2x4 11 4x6 = 2x4 11 5x10 = 12 a 46 = 8x8 — 5x8 = 8x8 = 46 = l9N N 0-10-0 5-5-10 9-11-6 14-5-6 19-1-0 al 0-10-0 4-7-10 4-5-14 4-5-14 1 4-7-10 0-10-6 Plate Offsets (X Y) [2:0-5-8,0-1-121,[6:0-5-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.52 10 >453 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.82 Vert(TL) -0.87 10 >272 240 TCDL 10.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.08 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.24 10 >964 240 Weight: 73 lb 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 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-4-15 max.): 2-6. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. 2-11,6-9: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=983/0-3-0, 8=983/0-4-8 Max Horz 12=-39(LC 8) Max Uplift 12=-179(LC 6), 8=-179(LC 7) Max Grav 12=1232(LC 25), 8=1230(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4331/609, 3-4=-5413/763, 4-5=-5413/763, 5-6=-4351/612 BOT CHORD 11-12=-153/847, 10-11=-615/4331,9-10=-613/4351,8-9=-149/884 WEBS 2-11=-482/3593, 3-11=-793/186, 3-10=-164/1119, 4-10=-477/129,5-10=-1 62/1097, 5-9=-788/185, 6-9=-478/3576, 2-12=-1458/275, 6-8=-1468/276 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PD 0 ( ICF, will fit between the bottom chord and any other members. 7) Provide connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �.• '••••. tj ; 500y 1-% CCS mechanical �O` 0 12=179, 8=179. • O O 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U PE -44018 a 7 tSS�ON September 6,2 017 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 �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 ANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cibus Hei !,N CA 95610 Job Truss Truss Type Qty Ply 7158 PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631152 50875 D10 Flat Girder 1 2 Vert(TL) -0.32 5-6 >716 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 5 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 3x5 11 8x8 = 8.130s Sep 1 2011 Mi I ek Industries, Inc. Wed Sep 6 10:59:24 2017 rage 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-udCKUu4ipKQLKjNdQjvO44LIzQhgdCDVrFXzkYygNCX 6-3-0 8x8 = 6-6-8 Scale = 1:35.2 3x5 II 8 9 10 11 6 12 13 14 15 5 7 10x16 MT20HS = 10x10 MT20HS = 10x10 MT20HS = 980 980 Plate Offsets (X Y)— [2:0-4-0,0-4-81,[3:0-4-0.0-4-81,[6:0-8-0,0-6-81 LOADING (psll SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.19 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.32 5-6 >716 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.09 5-6 >999 240 Weight: 249 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650F 1.5E `Except" WEBS 1 Row at midpt 2-7,3-5 2-7,3-5: 2x4 SPF No.2, 2-6,3-6: 2x4 HF Stud REACTIONS. (Ib/size) 7=3668/Mechanical, 5=4628/Mechanical Max Horz 7=-212(LC 20) Max Uplift 7=-725(LC 4), 5=-833(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-251/91, 2-3=-5405/915, 4-5=-264/92 BOT CHORD 6-7=-809/3881, 5-6=-781/3910 WEBS 2-7=-4689/884, 2-6=-395/2763, 3-6=-390/2711, 3-5=-4587/873 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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 5) Provide adequate drainage to prevent water ponding. 0 LIN - 6) All plates are MT20 plates unless otherwise indicated. CPQ �4 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��...•.•�� O �. SQOyV* • .cS�.Q V 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 OO O S 7r' will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. : C) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE 44018 ' 7=725,5=833. does depict the or the orientation of the along the top and/or bottom chord. 11) Graphical purlin representation not size purlin be to concentrated load(s) 220 Ib down and 91 Ib up at �0� 12) Hanger(s) or other connection device(s) shall provided sufficient support •: ��� ' 1-9-12, 220 Ib down and 91 Ib up at 3-9-12, 867 Ib down and 149 Ib up at 5-9-12, 867 Ib down and 149 Ib up at 7-9-12, 867 Ib f S •••• G� down and 149 Ib up at 9-9-12, 867 Ib down and 149 Ib up at 11-9-12, 867 Ib down and 149 Ib up at 13-9-12, and 867 Ib down and 149 Ib up at 15-9-12, and 766 Ib down and 157 Ib up at 17-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 6,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi T7 ek' 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 his CA 95810 Job Truss pe Qty Ply 7158 PC 851631152 50675 D10 71FI.1GTr1., 1 2 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, o. i au s oep 1 zu j r wn r cn n —."3' n w. -Z u `� .' ' `ate- ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-udC KUu4ipKQ LKjNdQjvO44LIzQhgdC DVrFXzkYygNCX LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 5-7=-20 Concentrated Loads (lb) Vert: 6= -867(B)8= -220(B) 9=-220(B) 10=-867(B) 11=-867(8) 12= -867(B)13= -867(B) 14=-867(8)15=-766(8) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses 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 7158 PC I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631153 50875 E1 Hip Girder 1 2 MT20 185/144 (Roof Snaw=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.24 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 6.1 Ju s sep 1 zu i I Nu I eK Inausirles, Inc. vvea Sep o rv.aa.4 i cv i r reyc j ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-uvkm3iHMpYaxsKAuwoiNGfY54GXg6yl?IP8Mg3ygNCG -1-0-0 6-0-0 8-9-0 11-6-0 17-6-0 18-6-0 1-0-0 6-0-0 2-9-0 2-9-0 6-0-0 1-0-0 Scale: 3/8"=1' 46 = 3x4 4x6 = 4x6 = — 4x6 6x6 — 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 8-9 >999 360 MT20 185/144 (Roof Snaw=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.24 8-9 >855 240 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 RCDI 10.0 Code IRC2012(TP12007 Matrix -R Wind(LL) 0.08 8-9 >999 240 Weight: 134 lb FT=20% 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) 2=2106/0-5-8, 6=2106/0-5-8 Max Horz 2=-35(LC 13) Max Uplift 2=-464(LC 6), 6=-464(LC 7) Max Grav 2=2203(LC 27), 6=2203(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4995/1000, 3-4=-4483/949, 4-5=-4482/949, 5-6=-4995/1000 BOT CHORD 2-9=-894/4578, 8-9=-915/4688, 6-8=-869/4578 WEBS 3-9=-255/1560, 4-9=-410/92, 4-8=-410/92, 5-8=-255/1560 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. Structural wood sheathing directly applied or 5-2-9 oc purlins, except 2-0-0 oc purlins (5-9-10 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 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) except Qt=1b) 2=464,6=464. 11) Graphical puriin 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) 830 Ib down and 201 Ib up at 6-0-0, 325 Ib down and 84 Ib up at 8-0-12, and 325 Ib down and 84 Ib up at 9-5-4, and 830 Ib down and 201 Ib up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard C) O PE -44018 September 6,2017 ® 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 Mr -ek® connectors. This design is based only upon parametersshown, and is for an individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631153 50875 E1 Hip Girder 1 2 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 13. 1,51.1 s aep -I ZV I I Ivn I eK moustnes, Inc, vveu oep o iu—.y i cu it raye z ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-uvkm3iHMpYaxsKAuwoiNGfY54GXg6yl?IP8Mg3ygNCG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 9=-830(B) 8=-830(8) 12=-325(B) 13=-325(B) A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply 715B PC LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 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 R51631154 50875 E2 Hip 1 1 2x4 SPF 1650F 1.5E will fit between the bottom chord and any other members. 100 Ib 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:43 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-qHs WUOJcLAgf5dKG1 DIrL4d W4 DZavS ICjdTvyygNC E -1-0-0 8-0-0 9-6-0 17-6-0 18-6-0 1-0-0 8-0-0 1-6-0 8-0-0 1-0-0 Scale: 3/8"=1' � o 0 6x6 = 5x8 = 3x6 = 2x4 11 3x4 = 3x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.48 BC 0.47 W3 0.12 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.09 2-8 >999 360 -0.26 2-8 >802 240 0.05 5 n/a n/a 0.04 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 67 lb FT = 20% LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 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 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc pudins, except BOT CHORD 2x4 SPF 1650F 1.5E will fit between the bottom chord and any other members. 100 Ib 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud : U PE -44018 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0. .• Fss/ON MiTek recommends that Stabilizers and required cross bracing September 6,2017 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=950/0-5-8, 5=950/0-5-8 Max Horz 2=-46(LC 11) Max Uplift 2=-196(LC 6), 5=-196(LC 7) Max Grav 2=1193(LC 27), 5=1193(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1822/204, 3-4=-1601/241, 4-5=-1824/203 BOT CHORD 2-8=-145/1604,7-8=-148/1599, 5-7=-122/1606 WEBS 3-7=-266/273, 4-7=-116/326 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. by 2-0-0 �P� 0 Lf�� 7) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide �� •...•... .O SOOyy -% will fit between the bottom chord and any other members. 100 Ib 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Qt=lb) 2=196,5=196. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. : U PE -44018 0. .• Fss/ON September 6,2017 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101072015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 Helithts. CA 95610 Job Truss Truss Type Qty Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-2 or, purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing 7-- 851631155 50875 E3 Common 3 1 Max Uplift 2=-183(LC 6), 8=-183(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1677/274, 4-5=-1331/186, 5-6=-1331/186, 6-8=-1677/274 Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 tui I MI I ek Industries, Inc. wed Sep 6 10:59:44 20i I rage i I D:X4 RmS WOzZO2XOMRGCOAfIFymHyU-ITQuhkJ F6TyWjnvTbwG4ulAIfUZjJ LIS RN NOROygNC D -1-0-0 5-2-15 8-9-0 12-3-1 17-6-0 18-6-0 1-0-0 5-2-15 3-6-1 3-6-1 5-2-15 1-0-0 Scale = 1:31.3 4x6 = sx9 — LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.21 BC 0.47 WB 0.18 Matrix -R DEFL. in (loc) I/dell L/d Vert(LL) -0.09 8-10 >999 360 Vert(TL) -0.24 8-10 >880 240 Horz(TL) 0.05 8 n/a n/a Wind(LL) 0.04 10 >999 240 PLATES GRIP MT20 185/144 Weight: 63 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-2 or, purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-4, Right 2x4 HF Stud 2-8-4 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=955/0-5-8, 8=955/0-5-8 Max Horz 2=-50(LC 13) Max Uplift 2=-183(LC 6), 8=-183(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1677/274, 4-5=-1331/186, 5-6=-1331/186, 6-8=-1677/274 BOTCHORD 2-10=-228/1501,8-10=-194/1501 WEBS 5-10=-15/488, 6-10=-417/169, 4-10=-417/169 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 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 (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0 LICF� mechanical connection plate D�p,D 2=183,8=183. 00O�.••5•••tfFO • O PE 44018 ��� • ON September September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and 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 propedy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt 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 7158 PC DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631156 50875 E4 COMMON GIRDER 1 3 Lumber DOL 1.15 enclosed; MWFRS (envelope); cantilever and right exposed ; BC 0.81 Vert(TL) -0.32 9-10 >643 240 . C) TCDL Job Reference o lional Alpine Truss, Commerce City, Go - 60022, o. wu —P 4", , - ,.^ ,,, . I D:X4Rm S WOzZO2XOMRGCOAfI FymHyU-FsYf6Q LVd5CEy53riLIYz)F1 YHAtnB1 Ivhs7VHygN CS 2-3-12 5-6-6 8-9-0 12-3-12 17-6-0 18-6-0 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 1-0-0 Scale = 1:29.7 14 10x10 = 12x14 = 3x12 II Plate Offsets (X Y) [2:0-11-8, 0 -2-81. f4:0-3-8,0-3-01. [8:0-8-0,0-1-8], (9:0-7-0,0-7-81, [10:0-3-8,0-7-81, (11:0-0-0 0-3-101 LOADING (psf) SPACING- 2-0-0 2) Special connection required to distribute web loads equally between all plies. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) 5) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; left end vertical left and right exposed; Lumber DOL=1.33 plate grip Lumber DOL 1.15 enclosed; MWFRS (envelope); cantilever and right exposed ; BC 0.81 Vert(TL) -0.32 9-10 >643 240 . C) TCDL 10.0 Rep Stress Incr YES :• WB 0.58 Horz(TL) 0.07 6 n/a n/a 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCLL 0.0 ' Code IRC2012/TP12007 will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Matrix -S Wmd(LL) 0.10 10 >999 240 Weight: 350 lb FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins. BOT CHORD 2x10 OF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 2-11: 2x8 SPF 195OF 1.7E, 4-9: 2x6 SPF 1650F 1.5E PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED REACTIONS. (Ib/size) 1=14575/0-5-8,6=7599/0-5-8 FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Max Horz 1=-56(LC 11) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER Max Uplift 1=-2332(LC 6),6=-11 10(LC 7) MANUFACTURER SPECIFICATIONS. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25722/4060, 2-3=-23156/3586, 3-4=-17378/2582, 4-5=-17361/2584, 5-6=-19163/2663 BOT CHORD 1-11=-3754/23735, 10-11=-3754/23735, 9-10=-3384/22036, 8-9=-2438/17941, 6-8=-2438/17941 WEBS 2-11=584/3169, 2-10=-1773/417, 3-10=-777/4634, 3-9=-6518/1177, 4-9=-1508/10349, 5-9=-1698/140, 5-8=-77/1679 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 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: 2x10 - 5 rows staggered at 0-4-0 oc, Except member 9-6 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. 4) 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 PD 0 Lid ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. h=25ft; Cat. 11; Exp C; �......•��/j/ci ' •. F� 5) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; left end vertical left and right exposed; Lumber DOL=1.33 plate grip VO: ; Soo/v enclosed; MWFRS (envelope); cantilever and right exposed ; • DO 2 DOL=1.33 6) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 . C) 7) Unbalanced snow loads have been considered for this design. PE -44018 8) 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 live loads. :• non -concurrent with other 9) The Fabrication Tolerance at joint 11 =4% �� O,� •\�� 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • FS 0... ' 11) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ON will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) September 6,2017 1=2332,6=1110. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tmss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPH 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 Qty Ply 7156 PC 851631156 50875 E4 FCOMMONGIRDER 1 3 Job Reference o tional Alpine Truss, Commerce City, Co -80022, o. iou s acP 1 4U11 wo I en !"u—m..' n I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-FsYf6QLVd5CEy53riLIYzjF1 YHAtn81 Ivhs7VHygN CB NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 681 Ib down and 119 Ib up at 0-7-4, 8541 Ib down and 1434 Ib up at 2-3-12, 1840 Ib down and 332 Ib up at 4-5-4, 2031 Ib down and 342 Ib up at 6-5-4, 2290 Ib down and 350 Ib up at 8-5-4, and 2256 Ib down and 357 Ib up at 10-5-4, and 2731 Ib down and 240 Ib up at 12-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80,1-6=-20 Concentrated Loads (lb) Vert: 11=-8541(F) 8=-2731(F) 14=-681(F) 15= -1840(F)16= -2031(F)17= -2290(F) 18=-2256(F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Hela his CA 95610 Job Truss Truss Type Qty Ply 715B PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 9-10 >999 360 R51631157 50875 G1 Hip Girder 1 q 3 TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a 0.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 6 10:59:49 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAf1 FymHyU-fRDnkRNNwOaopYnQ OTsFaLtZTVFu_R5Bbe4n6bygNC8 -1-0-0 4-0-0 6-1-8 8-9-12 11-6-0 15-6-0 1-0-0 4-0-0 2-1-8 2-8-4 2-8-4 4-0-0 Scale = 1:27.0 6x6 = 2x4 II 4x6 = 6x6 = RM -<l 4x8 % 3x6 II 10xio = 3x6 II 8x8 = 4x12 = Plate Offsets (X Y) f3:0-3-8,0-3-01, 16:0 2-8 0-3-01 18'0-4-0 0-6-01 110:0-5-0 0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 9-10 >644 240 TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a 0.0 Code IRC2012/TP12007 Matrix -R Wlnd(LL) 0.09 9-10 >999 240 Weight: 242 Ib FT = 20% BCDL 10.0BCLL LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SPF 1950E 1.7E 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=6726/0-5-8, 2=5270/0-5-8 Max Horz 2=30(LC 46) Max Uplift 7=-1165(LC 7), 2=-965(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13208/2281, 3-4=-18045/3158, 4-5=-18044/3158, 5-6=-13234/2298, 6-7=-14716/2517 BOT CHORD 2-11=-2103/12293, 10-11=-2106/12267, 9-10=-3068/18109, 8-9=-3068/18109, 7-8=-2313/13720 WEBS 3-11=0/269, 3-10=-1239/7013, 4-10=-219/374, 5-10=-309/28, 5-9=-346/2336, 5-8=-5492/961,6-8=-785/4902 NOTES - 1) Special connection required to distribute web loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-10 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=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 NO 0 L/CF�}' DOL=1.33 �� •.••••••.'[/�1 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 VO: O SOON• *% f�Q 6) Unbalanced snow loads have been considered for this design. • O O 7) 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. : U +O•: 8) Provide adequate drainage to prevent water ponding. PE -44018 ; 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10) This truss has been designed for a live load of 20.Opsf on chord will fit between the bottom chord and any other members. cels •••...••'' 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) s�ONA 7=1165,2=965. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 6,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/072005 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631157 50875 G1 Hip Girder 1 3 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 0. I JU s aep I zU I r wn I en muusu les, 1", vveu 0.P U u.. -u ayc ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-fRDnkRNNwOaopYnQOTsFaLtZTVFu_R5Bbe4n6bygN C8 NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 4402 Ib down and 887 Ib up at 6-1-8, 46 Ib down at 7-9-0, 1520 Ib down and 265 Ib up at 8-0-12, 46 Ib down at 9-5-4, 1490 Ib down and 268 Ib up at 10-0-12, 107 Ib down at 11-5-4, and 1363 Ib down and 262 Ib up at 12-0-12, and 1442 Ib down and 268 Ib up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-7=80, 2-7=-20 Concentrated Loads (lb) Vert: 11=-53(F) 10=-4425(F=-23, B=-4402) 8=-53(F) 14=-23(F) 15=-1520(B) 16=-23(F) 17= -1490(B)18= -1363(B) 19=-1442(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon Parameters shown, and is for an indiAdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Suite Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, his CA 95610 Job Truss Truss Type Qty Ply 7158 PC Plate Offsets (X Y)-- [2:0-3-13.0-1-131, [4:0-2-8,0-0-121, [6:0-2-8,0-0-121, f8:0-3-13,0-1-131 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 851631158 50875 H1 Hip Girder 1 1 TC 0.74 Vert(LL) -0.12 11 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep b 1u:b9:b2 2ul I Nage 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-30vwNTQGDxyNhOW?3bPyC_V_JiDcBvTdHcJRjwygNC5 I -1-0-0 i 4-0-0 7-9-0 11-6-0 15-6-0 X16-6-0 _ 1-0-0 4-0-0 3-9-0 3-9-0 4-0-0 1-0-0 Scale= 1:29.0 0 o : 06 = 4.00 12 2x4 11 4x6 = 5x6 II 2x4 II 4x8 = 2x4 II 5x6 11 4-0-0 7-9-011-6-0 15-6-0 4-0-0 3-9-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 3-9-0 4-0-0 Plate Offsets (X Y)-- [2:0-3-13.0-1-131, [4:0-2-8,0-0-121, [6:0-2-8,0-0-121, f8:0-3-13,0-1-131 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 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 0.74 Vert(LL) -0.12 11 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.79 Vert(TL) -0.25 10-11 >739 240 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 105 Ib up at 1 0.0 TCDL 1 Rep Stress Incr NO WB 0.39 Horz(TL) 0.06 8 n/a n/a 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BCLL 0.0 Code IRC2012TTPI2007 Matrix -R Wind(LL) 0.07 11 >999 240 Weight: 57 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (3-1-5 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-11-11, Right 2x4 HF Stud 1-11-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2=976/0-3-8, 8=1038/0-3-8 Max Horz 2=25(LC 12) Max Uplift 2=-147(LC 6), 8=-168(LC 7) Max Grav 2=976(LC 1), 8=1039(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1879/164, 4-5=-2673/248, 5-6=-2673/248, 6-8=-2038/215 BOT CHORD 2-12=-122/1721,11-12=-129/1713,10-11=-162/1862,8-10=-154/1869 WEBS 4-11=-98/1042, 5-11=-618/126, 6-11=-39/880 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O ,NO 0 L/�2 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 •••SOON ' '• k will fit between the bottom chord and an other members. �O�• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ZOO p2 2=147,8=168. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 105 Ib up at PE -44018 11-6-0 on top chord, and 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 46 Ib down at 7-9-0, and 46 Ib down at 9-5-4, and 107 Ib ; ' down at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0lF • `J ss;DNA LOAD CASE(S) Standard September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631158 50875 H1 Hip Girder 1 1 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, ci. l du s sep -i /u I r Iwl I eK Inousules, inc. vveu oep o i u-- —1 r rove ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-30vwNTQGDxyNhOW?3bPyC_V_JiDcBvTdHcJRjwygNC5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 6=-128(B) 12=-53(B) 11=-23(B) 10=-53(B) 15=-23(B) 16=-23(B) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with 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• a 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 PLATES GRIP MT20 185/144 Weight: 55 Ib FT = 20 LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 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 R51631159H2 FJobRepference 2x4 SPF No.2 Hip 1 1 2x4 SPF No.2 will fit between the bottom chord and any other members. except WEBS 2x4 HF Stud (optional) Alpine Truss, Commerce City, Go - 60022, ".I oU s aep I cU I r 0111 1 en a IU-1las, a m. vveu ocp U U.+,� 4U t aye ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-OPOgn9RWYC5wKgOAORQHPaP3W CfunwkwoYnpygNC3 -1-0-0 6-0-0 9-6-0 15-6-0 16-6-0 1-0-0 6-0-0 3-6-0 6-0-0 1-0-0 Scale = 1:29.0 6x6 = 46 = 3x6 II 2x4 II 3x4 = 4x6 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.41 BC 0.46 WB 0.08 Matrix -R DEFL, Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.05 9-10 >999 360 -0.10 2-10 >999 240 0.04 7 n/a n/a 0.02 2-10 >999 240 PLATES GRIP MT20 185/144 Weight: 55 Ib FT = 20 LUMBER- 3) Unbalanced snow loads have been considered for this design. BRACING - 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 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, BOT CHORD 2x4 SPF No.2 will fit between the bottom chord and any other members. except WEBS 2x4 HF Stud C-) 0 • PE.44018 2-0-0 oc purlins (4-9-9 max.): 4-5. SLIDER Left 2x4 HF Stud 3-0-6, Right 2x4 HF Stud 3-0-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. September 6,2017 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nide. REACTIONS. (Ib/size) 2=855/0-3-8, 7=855/0-3-8 Max Horz 2=35(LC 10) Max Uplift 2=-177(LC 6), 7=-177(LC 7) Max Grant 2=994(LC 27), 7=994(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1565/230, 4-5=-1331/249, 5-7=-1566/230 BOT CHORD 2-10=-173/1338, 9-10=-176/1331, 7-9=-149/1338 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) 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. Q,Pg LI CF �s 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 ��•••..•••..�� S00yy •.� fQ 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=1b) �: rp0 0?.: 2=177,7=177. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C-) 0 • PE.44018 0� •; ��4 C' •• �N0 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. f® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not i4 a tmss 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 oftmsses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 71511 PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 851631160 50875 H3 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.22 2-7 >814 240 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 10:59:55 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-Uba2?VS8 WsKyYU Fakkyfgc7TtwJ00Kf3zaX6KFygNC2 1-0-0 7-9-0 Scale = 1:25.7 4x6 II 2x4 II 3xy II 790 --� 730 Plate Offsets (X Y)-- [2:0-4-1,0-1-11, r6:0-6-5 Edgel enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.10 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.22 2-7 >814 240 �P,0 /%/6=111, TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 6 n/a n/a 2 BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.06 2-7 >999 240 Weight: 51 Ib FT=20°/ BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Leff 2x4 HF Stud 4-0-6, Right 2x6 SPF 1650F 1.5E 3-9-13 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=747/Mechanical, 2=833/0-3-8 Max Horz 2=-46(LC 11) Max Uplift 6=-111(LC 7), 2=-166(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1256/185, 4-6=-1261/187 BOT CHORD 2-7=-110/1095, 6-7=-110/1095 WEBS 4-7=0/313 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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. 0 /C"- truss to bearing capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �P,0 /%/6=111, 8) Provide mechanical connection (by others) of plate 2=166. SOON'.) (.1-c"PE-44018 2 September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mr ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 715B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or R51631161 50875 J1 Diagonal Hip Girder 5 1 Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15),2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2u1 I MI I etc Industries, Inc. vvea sep b I uaa:oe zu i / raye I ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-yn8RCrTm H9Sp9dgm IRUuNggngJjC7mQDCE HfshygNC 1 _1_5,0 3-6-1 7-0-2 1-5-0 3-6-1 3-6-1 2x4 I Scale = 1:15.7 5 6 3x5 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 LumberDOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.27 B C 0.24 WB 0.14 Matrix -P DEFL. in (loo) I/deft Lid Vert(LL) -0.01 9 >999 360 Vert(TL) -.03 8-9 >999 240 0 Horz(TL) 0.01 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 197/144 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 1-8-15 REACTIONS. (Ib/size) 8=420/Mechanical, 2=475/0-7-6 Max Horz 2=94(LC 7) Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15),2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-676/93 BOT CHORD 2-9=-92/582, 8-9=-92/582 WEBS 4-8=-621/122 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 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. go LICE 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) 8 except Qt=1b) ��...••.•�� �Q . 50ON .% F� 0 2=136.• load(s) 110 Ib down and 79 Ib up at ; 0i- 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated �0 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PE -44018 ' 10) 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 90� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 C '••...• Uniform Loads (pig ON Vert: 1-5=-80, 5-6=-80, 2-7=-20 September 6,2017 ®wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 107ek0connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a Imss 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 injuryand 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 Alpine Truss, Commerce City, Cc - 80022, o. I— s JeP , cu 1 r 1°"' — 1co, -- —P " ""' ' "y` ` ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-yn8RCrTm H9Sp9dgmlRUuNggngJjC7mQ DCEHfshygNC 1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-51(F) 13=-29(F=-15, B=-15) AWARNING - 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Truss Truss Type Qty Ply 7158 PC 851631161 F508875 J1 Diagonal Hip Girder 5 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, o. I— s JeP , cu 1 r 1°"' — 1co, -- —P " ""' ' "y` ` ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-yn8RCrTm H9Sp9dgmlRUuNggngJjC7mQ DCEHfshygNC 1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-51(F) 13=-29(F=-15, B=-15) AWARNING - 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 715B PC 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. 851631162 50875 J2 Jack -Closed 29 1 Max Horz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.13u s Sep 1 Zu1 7 MI I eK Industries, Inc. uvea Sep o 10:59:57 wI 7 rage i ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-Q_ipQAU02TbgnnPzs9?7v1 Cu6j3ZsFgMQu0008ygNCO _1_p_ 5-0-0 1-0-00 5-0-0 3x4 11 2x4 115 Scale = 1:14.6 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 IRC2012rrP12007 CSI. TC 0.55 BC 0.23 WB 0.00 Matrix -P DEFL, in (loo) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >763 240 Horz(TL) 0.02 4 We n/a Wind(LL) 0.00 6 "" 240 PLATES GRIP MT20 185/144 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-5-4 REACTIONS. (Ib/size) 4=189/Mechanical, 6=53/Mechanical, 2=333/0-5-8 Max Horz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(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) 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) 4, 2. PQ 0 LIC,, OQ �SOO�* ;s�0 02 z0 •U V7• PE- • � ON September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473re, 10/032015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �+ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 715B PC Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631163 50875 J3 Jack -Closed 9 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 610:59:58 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-uAGBdVVU1 pnjXPxz9PsWMSF17a7QHbi4WfYmmwaygNC? 1-0-0 3-11-11 3.4 11 2x4 115 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a acnl inn BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 6 --240 Weight: 14 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 100111 uplift at joint(s) 4, 2. c>� • sooN'• Fo 0 PE -44018 September 6,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. �* Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSUTPH Quality Criteria, DSB-89 and Best 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 115B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631164 50875 J3A JACK -CLOSED 1 1 MT20 185/144 (Roof Snow= 30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine truss, commerce city, co-bUU22, o. i sU s OUP i to It rvm i eK maustries, IT vveu OUP o w.oa — I, rdye . ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-MMgZrsVfa4rNO5YLza1 b_S I HzXm WK9KfuCVJTOygNC_ 3-11-11 3-11-11 3x4 11 2x4 11 4 Scale= 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow= 30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0i 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 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=19310-5-8,3=166/Mechanical, 5=43/Mechanical Max Horz 1=70(LC 6) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) 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, 3. Poo �rcF 0 UO O� S i PE -44018 i 0 September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 MPTek' 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 ANSUTPH 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 (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R51631165 FJobRepference 50875 J4 Jack -Closed 9 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:01 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-JlyKFYXv5i55GPik5_334tNhaKUYo3gyLW QwvygNBy -1-0-0 I 1-11-11 1-0-0 1-11-11 3x4 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >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/TPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 9 l FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=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) 2, 4. PD 0 LIOF� �O\.•0 gOON .•.sFO zoo �2 :C) PE -44018 •....••• ONA September 6,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 101032015 BEFORE USE. " Design valid for use only with 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 oftrusses 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, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss CSI. Qty PlyTJObRepfenence (loc) I/deFl L/d FTrussType TCLL 30.0 Plate Grip DOL 1.15 851631166 50875 J4A ED 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:02 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-nxViTuXXs?DytYHweialc5wlQkpnXW35aAkz2LygN Bx 1-11-11 1-11-11 3x4 II 1-11-11 1-11-11 Scale = 1:9.5 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 0.06 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 1-4 >999 240 BCDL 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 1 **** 240 Weight: 7 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 1=98/0-5-8, 4=20/Mechanical, 3=78/Mechanical Max Hoa 1=43(LC 6) Max Uplift 1=-7(LC 6), 3=-41 (LC 6) Max Grav 1=98(LC 1), 4=39(LC 5), 3=78(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=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 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, 3. DPD O C IOFB oSOpN'�sFo C -) O PE -44018 N September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and 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 7158 PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631167 50875 J5 Jack -Closed 1 1 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:03 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-F734gEY9dJLpV is6C P6X91SOy89rGzJ FpgTXbnygNBw 1-5-0 2-7-1 3x4 11 Scale= 1:9.2 2-7-1 Plate Offsets (X Y)- f2:0-2-6,0-0-31 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 0.14 Vert(LL) -0.00 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-6 >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 IRC20121TPI2007 Matrix -P Wind(LL) 0.00 6 - 240 Weight: 10 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-5 that Stabilizers and required cross bracing risTes1tarecommends lled during truss erection, in accordance with Stabilizer llation guide. REACTIONS. (Ib/size) 4=69/Mechanical, 6=29/Mechanical, 2=268/0-7-6 Max Horz 2=39(LC 10) Max Uplift 4=-37(LC 10), 2=-108(LC 6) Max Grav 4=77(LC 15), 6=59(LC 5), 2=272(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1.4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Po 0 LIEF will fit between the bottom chord and any other members. �� •..•••.. �s 9) Refer to girder(s) for truss to truss connections. �� .:Q scjo j•.� fQ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 02 2=108. PE.44018 September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631168 50875 J6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 611:00:05 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-B WBg5waQ9wbXk00VKg8?EjYMZyrYktpXGByefgygNBu i -1-0-0 1-10-8 1-0-0 1-10-8 1 0 6 0 3x4 11 Scale = 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 * ar.nl inn Code IRC2012ITP12007 Matrix -P Wmd(LL) 0.00 2 *** 240 Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 1-5-8 REACTIONS. (Ib/size) 4=53/Mechanical, 2=195/0-5-8, 5=19/Mechanical Max Horz 2=40(LC 10) Max Uplift 4=-33(LC 10), 2=-69(LC 6) Max Grav 4=55(LC 15), 2=195(LC 15), 5=37(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 It; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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,DO L/r; s�0 0 PE -44018 E September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Int building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MtTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and 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 PlyTJobReperence (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 85163116950875 Vert(LL) K1 Diagonal Hip Girder 1 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:06 2017 Page 1 I D:X4Rm S WOzZO2XOMRGCOAfIFymHyU-fiIDJFb2wEjOMAbhtYfEnx4SOL7PTG?hVoiBC6ygNBt -1-5-04-2-9 I 8-5-1 1-5-0 4-2-9 4-2-9 Scale= 1:18.1 2x4 11 5 6 3x5 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 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 BCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wmd(LL) 0.01 9 >999 240 Weight: 32 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=11 O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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) 8 except (jt=1b) 2=149. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at 5-7-7 on top chord, and at 2-9-8, at 2-9-8, and 29 Ib down at 5-7-7, and 29 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). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 o�o�Poo crcF� a so aN •.• ; U G) PE -44018 FSs�oN • September 6,2017 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631169 50875 K1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2ul f MI I ek Industries, Inc. wed Sep b I1:uu:ub zul / rage z ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-filDJ Fb2wEjOMAbhtYfEnx4SOL7PTG?hVoiB C6ygN Bt LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-50(F) 13=-29(F=-14, B=-14) ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.747? rev. 10107/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verfy the applicability of design parameters and properly incorporate this design into the overall buikting design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is ahvays 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 7156 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631170 50875 K2 Diagonal Hip Girder 1 1 MT20 197/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.31 Vert(TL) -0.05 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:07 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-7vJbWbbghYrF_K9uRFATJ8dd81TeCjFgkS RkkZygNBs 1 -1-5-0 4-2-9 B-5-1 _ I 1-5-0 4-2-9 4-2-9 Scale = 1:18.1 2x4 11 5 6 3.5 11 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 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 acnl Inn Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 32 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=11 O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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. 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) 8 except (jt=1b) 2=149. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at 5-7-7 on top chord, and at 2-9-8, at 2-9-8, and 29 Ib down at 5-7-7, and 29 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). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 rPDO LIr;F� soot, UDO� L PE -44018 FSs�oN September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �F a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 log Citrus Hei Ms CA 95610 Job Truss Truss Type Qty PlyTJobRepference 851631170K2 Diagonal Hip Girder 1 o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 Mi I eK Industries, Inc. wed Sep ti I I:uu:u7 zul / rage z ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-7vJbWbbghYrF_K9uRFATJ8dd81TeCjFgkSRkkZygNBs LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(B) 13=-29(F=-14, B=-14) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not° a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire. k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, 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 log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 851631171 50875 K3 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-11-9 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:08 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyUc5tzjxclSrz6bTk4?zhisMAic9nGxEZy6BIG?ygNBr 6-0-0 6-0-0 2x4 3 3x4 I I 5 2x4 11 Scale = 1:16.5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.79 BC 0.35 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wmc1(LL) in (loc) I/deft L/d -0.06 1-6 >999 360 -0.16 1-6 >428 240 -0.00 6 n/a n/a 0.00 1 **** 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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. SLIDER Left 2x4 HF Stud 2-11-9 SOOyy'•%sF4 ekrecommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer r1n allation uide. REACTIONS. (Ib/size) 1=286/0-5-8, 6=314/Mechanical September 6,2017 Max Hoa 1=115(LC 9) Max Uplift 1=-44(LC 6), 6=-64(LC 10) Max Grav 1=294(LC 14), 6=345(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-283/102 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. 0 L/CFS SOOyy'•%sF4 Z� 02 PE -44018 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11--7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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 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 7156 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R51631172 50875 K4 Jack -Closed 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:09 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyUAHQLxHdwD95zDdJGZgCxOZi?oZAsgho7BmwroRygNBq 1-0-0 3-11-1 3x4 11 2x4 11 5 Scale= 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 * acnl inn Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 6 **** 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood'sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 4, 2. a�P00 LIOF� c°�•'0 so ' :s C) OFo � 2 PE -44018 September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ■■■■ �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 Hei hts CA 95610 Job:TK'5u's SPACING- 2-0-0 Truss Type Qty Ply 7156 PC I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631173 50875 Jack -Closed 4 1 MT20 185/144 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:11 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-OgY5MzeAlm LgSxTfg5FPU_oO2Muu8blQe3PytKygNB o 1-0-0 1-11-11 3x4 11 Scale= 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Rcnl inn Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 **** 240 Weight: 9 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. ���p,DO LSC VOA ••'�g00�; F� O O U •. �OSS PE -44018 ,c�ss'oN •• September 6,2017 AWARNING- 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 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 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631174 50875 K6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:12 2017 Page 1 I D:X4RmS W07ZO2XOMRGCOAfIFymHyU-U s6UZJfpW4TX452rEomeOC KVhm CYt2YZtj9VPmygNBn 3-11-11 3-11-11 3x4 11 2x4 11 4 Scale= 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 "" 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=193/0-5-8, 3=156/Mechanical, 5=43/Mechanical Max Horz 1=70(LC 6) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ride. 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) 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, 3. ,p?Jp,00 Lle a SOpN'•sFo : C) OOG PE -44018 t i • tv� September 6,2017 ® 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 �R a truss system. Before use, the building designer must vedfy 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 ANSUTP11 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 City Ply 7158 PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 851631175 50875 L1 Diagonal Hip Girder 2 1 REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Max Horz 9=140(LC 7) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:13 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-y3gsnfgRHOcOiFd1 oWHtZPthvAX5cRVj6Nu3xCygNBm I -1-5-0 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale = 1:19.2 9 2x4 I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.30 BC 0.24 WB 0.21 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 7-8 >999 360 Vert(TL) -0.04 7-8 >999 240 Horz(TL) 0.00 7 n/a n/a Wind(LL) 0.01 8-9 >999 240 PLATES GRIP MT20 197/144 Weight: 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Max Horz 9=140(LC 7) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Max Grav 9=576(LC 15), 7=504(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 BOT CHORD 7-8=-106/577 WEBS 2-8=-77/592, 3-7=-639/147 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) 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. NO 0 LIG'3 A' 7) Refer to girder(s) for truss to truss connections. ���•.••••..•'U� FO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) ��. •' SOON *% 9=174, 00 O 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 21 Ib up at 2-9-8, 21 Ib up at Z '% 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 U O responsibility of others. PE 44018 10) 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 �� OFs�, 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 '••••• ��N Uniform Loads (plf) Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20 September 6,2017 ,& WARNING - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. aaaaaa ��° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far 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 MTek° 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 7158 PC 851631175 50875 L1 Diagonal Hip Girder 2 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 6.13u s bep i zu1 / ml I eK inaustrles, Inc. vvea sep b 11:uu:1s zu1 t rage z ID:X4RmSVJOzZO2XOMRGCOAfIFym HyU-y3gsnfgRHOcOiFd 1 oWHtZPthvAX5cRVj6Nu3xCygNBm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-26(F=-13, B=-13) A WARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 851631176 50875 L2 Jack -Closed 5 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7) Refer to girder(s) for truss to truss connections. 4 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:14 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-QFEE_?h31 hkFJOCELDo65dPkTatdLx6sL1 ecUfygNBI 1— 3-0-0 I 6-0-0 1-0-0 3-0-0 3-0-0 Scale= 1:19.0 3x5 II 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 LumberDOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.83 BC 0.22 WB 0.06 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wjnd(LL) in (loc) I/dell L/d -0.02 4-5 >999 360 -0.06 4-5 >999 240 0.00 4 n/a n/a 0.02 4-5 >999 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7) Refer to girder(s) for truss to truss connections. 4 �P� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)�......�� 6=106. MiTek recommends that Stabilizers and required cross bracing V� C) O�t be installed during truss erection, in accordance with Stabilizer z PE -44018 Installation uide. REACTIONS. (Ib/size) 4=276/Mechanical, 6=386/0-5-8 Fss�ON Max Horz 6=145(LC 7) September 6,2017 Max Uplift 4=-60(LC 10), 6=-106(LC 6) Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-282/56 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 L/�F�J 7) Refer to girder(s) for truss to truss connections. 4 �P� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)�......�� 6=106. ;O $0o/ '..tCO V� C) O�t z PE -44018 Fss�ON September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:15 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-uRocCKhho?s6xYnQvxJMegy1 u_EX40gOZhN905ygNBk 1-0-0 1 3-11-11 2x4 11 2x4 114 Scale = 1:15.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Qty Ply 7158 PC851631177 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. r50875 L7 Jack -Closed 4 1 Max Horz 7=72(LC 7) Max Uplift 7=-77(LC 6), 3=61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:15 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-uRocCKhho?s6xYnQvxJMegy1 u_EX40gOZhN905ygNBk 1-0-0 1 3-11-11 2x4 11 2x4 114 Scale = 1:15.3 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 IRC2012/TP12007 CSI. TC 0.27 BC 0.12 WB 0.03 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) 0.02 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 15 lb FT=20% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=72(LC 7) Max Uplift 7=-77(LC 6), 3=61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/53 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) 7, 3. Pp 0 003, VO •.SFO �.••'�SOON PE -44018 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7158 PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 851631178 50875 LB Jack -Closed 4 1 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Jab Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:16 2017 Page 1 I D:X4RmS W07ZO2XOMRGCOAfIFym HyU-NeM_PgiJZJ_zZiMcTerbB2VFLNb9prlgoL7jYXygNBj 1-0-0 1-11-11 6 2x4 Scale: V=1' LOADING (psf) TCLL 30.0 (Roof Snow=31 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 IRC2012/TPI2007 CSI. TC 0.10 BC 0.03 WB 0.02 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 6 >999 360 -0.00 5 >999 240 0.00 3 n/a n/a 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 10 lb 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=211/0-5-8, 4=18/Mechanical, 3=44/Mechanical Max Horz 6=52(LC 7) Max Uplift 6=-70(LC 6), 4=-10(LC 6), 3=-22(LC 10) Max Grav 6=212(LC 15), 4=36(LC 5), 3=46(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) 6, 4, 3.OPD 0 L/CF2 :U �• L PE -44018 September 6,2017 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 �6 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC Plate Offsets (X Y)-- [2:0-2-6,0-0-31 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 851631179 50875 M1 Diagonal Hip Girder 4 1 TC 0.80 Vert(LL) -0.05 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:18 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-JOTIgMkZ5wEhoOV?a3t3GTaQwBCxHl1 SFfcgdQygNBh -1-5-0 5-7-2 1-5-0 5-7-2 0 d 3x4 11 2x4 11 5 Scale = 1:13.8 NOTES - 5-7-2 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 5-7-2 Plate Offsets (X Y)-- [2:0-2-6,0-0-31 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.05 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.12 2-6 >534 240 2==121. TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 4 n/a n/a device(s) is the responsibility of others. Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 - 240 Weight: 19 lb FT=20% BCDL 10.0 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 0 Vert: 1-4=-80, 2-5=-20 F.... SS/nnl t 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. SLIDER Left 2x4 SPF No.2 2-8-2 REACTIONS. (Ib/size) 4=207/Mechanical, 6=59/Mechanical, 2=402/0-7-6 Max Horz 2=69(LC 10) Max Uplift 4=-90(LC 10), 2=-121(LC 6) Max Grav 4=241 (LC 15), 6=118(LC 5), 2=421 (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) TOLL: 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. 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 except Qt=1b) 2==121. POO LIQ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 31 Ib up at down 2-9-8 bottom The design/selection of such connection �Qe`•. 2-9-8 on top chord, and 3 l down at 2-9-8, and 3 Ib at on chord. VO: •' S00'V**% 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). ;U LOADCASE(S) Standard PE -44018 ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 0 Vert: 1-4=-80, 2-5=-20 F.... SS/nnl t September 6,2017 ,& 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 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 BCS[ Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631180 50875 M2 Jack -Closed 10 1 MT20 185/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.14 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:19 2ul 1 F'age 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-nC171 ilCsEMYQA4BBmOlog7jBbb9OCHbUJLN9sygNBg 3x4 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.14 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 acnl inn Code IRC2012rTP12007 Matrix -P Wind(LL) 0.00 6 "" 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-15 REACTIONS. (Ib/size) 4=147/Mechanical, 6=43/Mechanical, 2=285/0-5-8 Max Horz 2=70(LC 10) Max Uplift 4=-72(LC 10), 2=-78(LC 6) Max Grav 4=164(LC 15), 6=86(LC 5), 2=291 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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. Y p�PD 0 UCF� o1; SoOAI**- o C) O �• 's PE -44018 September 6,2017 ® 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 log Citrus Hei hls CA 95610 Job Truss Truss Type Qty Ply 7158 PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631181 50875 M3 Jack -Closed 4 1 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 611:00:20 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-FPbVF21gdXUP t JfOiUvXLufwn?z_IfXljz5whlygN Bf 1-11-11 1-11-11 3x4 11 Scale= 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 1 0.0 BCDL 1 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: 9lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=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) 2, 4. s oo/�F�s� p N '• O UO O� 's PE -44018 0 September 6,2017 ,& WARNING - Vedfy 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. 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 Hel hts CA 95610 Job Truss Truss Type Qty 0- -6 715B PC DOL=1.33 4-2-9 Plate Offsets (X Y)-- [2:0-3-2.0-1-31 [ly� 851631182 50875 S1 Diagonal Hip Girder 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 12017 MiTek Industries, Inc. Wed Sep 611:00:21 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU jb9tSOmSOrcGfTEaGBQmu5COcOEvU2iuydgUDlygNBe 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale= 1:18.1 2x4 II 5 6 3x5 11 0- 6 4-2-9 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; 8-5-1 0- -6 4-2-3 DOL=1.33 4-2-9 Plate Offsets (X Y)-- [2:0-3-2.0-1-31 3) Unbalanced snow loads have been considered for this design. 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) -0.02 9 >999 360 MT20 197/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 ; �O ; TCDL 10.0 1 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.01 9 >999 240 Weight: 32 Ib FT=20 BCDL 10.0 September 6,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-3-8 Max Horz 2=110(LC 9) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=128/801, 8-9=-128/801 WEBS 4-8=-848/163 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 LICF 7) Refer to girder(s) for truss to truss connections. 100 Ib 8 except RP0 .•...�• /%/ •'•SOON 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) Gt=1b) �Q �� . %s<CO 2=149.O 02 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at ; �O ; 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PE -44018 ' 10) 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •••• \ 10S/ON Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 September 6,2017 ,& WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 WOW 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC 851631182 50875 S1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 201 / MI I ek Industries, Inc. VVed Sep b 11:uu:21 2u1 I rage 2 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-jb9tS OmSOrcGfTEaGBQm u5COcOEvU2iuydgU DIygNBe LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(F) 13=-29(F=-14, B=-14) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10103/2015 BEFORE USE. Design valid for use only with Mi Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715B PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 851631183 50875 S2 Jack -Closed 17 1 Max Horz 2=115(LC 9) Max Uplift 7=-63(LC 10), 2=-98(LC 6) Max Grav 7=348(LC 15), 2=385(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 1-0-0 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:23 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-f Het3oiwSs_vnOyNcTEzWHG?CvmyOGBPxJaldygNBc Scale= 1:17.3 2x4 I 4 3x4 it 6 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snaw=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 YES Code IRC2012rrPI2007 CSI. TC 0.77 BC 0.35 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.06 2-7 >999 360 Vert(TL) -0.16 2-7 >428 240 Horz(TL) -0.00 7 n/a n/a Wind(LL) 0.00 2 **** 240 PLATES GRIP MT20 185/144 Weight: 21 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. SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 7=307/Mechanical, 2=373/0-5-8 Max Horz 2=115(LC 9) Max Uplift 7=-63(LC 10), 2=-98(LC 6) Max Grav 7=348(LC 15), 2=385(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-7=-285/100 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 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2. � O LI Cc. FO �O .•' sooiy'•.. O obi �UO PE -44018 i ION September 6,2017 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall r� /r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7158 PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.03 2-9 >999 360 851631184 50875 S3 Jack -Closed 1 1 1 0.0 TCDL 1 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:25 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-cM0011pyS46h85YLV1 Vi2xNfAOdmQwyUsFohNWygNBa -1-0-0 5-4-8 6-0-0 i 1-0-0 5-4-8 0-7-8 Scale = 1:17.2 5x10 = 3x5 I 7 46 11 Plate Offsets (X Y)-- [2:0-3-5,0-0-51, [4:0-5-12,0-1-01, [5:0-1-12,0-0-01 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 0.60 Vert(LL) -0.03 2-9 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.07 2-9 >991 240 1 0.0 TCDL 1 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.01 2-9 >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 purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-8-6 REACTIONS. (Ib/size) 8=307/Mechanical, 2=373/0-5-8 Max Horz 2=100(LC 9) Max Uplift 8=-51(LC 6), 2=-101(LC 6) Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-262/19 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) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) 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. P� 0 LJC 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 8 except Qt=1b) ���`•��•...•. F/jjs O •. 2=101. •' SOO V O N 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 02 PE -44018 ON September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 i` `A iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSS -89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715B PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631185 50875 S4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:26 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-4ZymV5gbDN EYm E6X2kOxa9vvWP_g9NOd5vYFvyygNBZ 1-0-0 3-11-11 3x4 11 2.4 11 5 Scale= 1:12.8 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 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 4 n/a n/a 0. Rrro inn * Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 6 *"* 240 Weight: 14 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-3-0 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TC DL=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) 4, 2. .•� V; •. USO o2fi) PE -44018 Cf, September 6,2017 & WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® Connectors. This design is based only upon parameters shown, and is for an individual building component, not �6 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. Add More I temporary and permanent bracing WOWis 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 Helonts. CA 95610 Job Truss Truss Type Qty Ply 715B PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 851631186 50875 S5 Jack -Closed 6 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:27 2017 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-YI W9jRrD_hMPNOhkcSXA7MS7OpMdugGnKZHoROygN BY 1-0-0 1-11-11 3x4 11 Scale = 1:9.5 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ' BCLPrIninn Code IRC2012/TPI Matrix-P Wind(LL) 0.00 2 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-3-0, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. pDO LIST It p SOON •%s�0 ,•Z0 02 ;U O• PE -44018 September 6,2017 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 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/TPH 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 7158 PC CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 851631187 50875 V1 Valley 1 1 Lumber DOL 1.15 BC 0.40 Vert(TL) n/a n/a 999 TCDL 10.0 * Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:28 2017 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-Ox4Xwnsrk?VG?YGwA92Pga?HODb9dHVwZD1 LzrygNBX 3-10-8 _ _ 7-9-0 --- — 3-10-8 3-10-8 Scale = 1:14.1 3x4 = 4.00 12 2x4 2x4 Plate Offsets (X Y)-- f2:0-2-0 Edgel 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 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) n/a n/a 999 TCDL 10.0 * Rep Stress In YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 16 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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=298/7-9-0, 3=298/7-9-0 Max Horz 1=-15(LC 11) Max Uplift 1=-45(LC 6), 3=-45(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-407/124, 2-3=-407/124 BOT CHORD 1-3=-98/357 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. L/� SOpN'•,Fo PE -44018 o,��ss,ON • •\� September 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 71,111 PC 851631188 50875 V2 GABLE 1 1 Lumber DOL 1.15 BC 0.09 TCDL 10.0 Rep Stress Incr Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 6 11:00:30 2017 Page 1 I D:X4RmS WOzZ02XOMRGCOAfIFymHyU-yKC HLTt5Gcl_EsQJHa5tl?4cD t MU5AvDOXWS2jygN BV 7-7-8 4x6 = Scale = 1:23.5 3x4 % 8 7 6 3x4 2x4 I I 2x4 I I 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 TCDL 10.0 Rep Stress Incr YES WB 0.07 BCLL 0.0 ' Code IRC2012/TP12007 Matrix -S BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a Weight: 38 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inst al'de. REACTIONS. All bearings 14-10-8. (lb)- Max Horz 1=-35(LC11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8, 6 Max Grant All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=440(LC 14), 6=440(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-350/137, 4-6=-350/137 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 fight 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, 5, 8, 6. ,�Pp 0 LIC moo ; SOO/V%. 0 PE -44018 ON; September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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/TPI7 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 715B PC Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow= 851631189 50875 V3 Valley 1 1 WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 arnl tnn Code I RC2012/TP12007 Matrix -S Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:31 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-Q WmfYpuj 1 wtrsO?Vrlc6H CdIUQhDgd?MFB FOaAygN B U 5-7-8 11-3-0 _ 5-7-8 5-7-8 Scale= 1:17.8 5x6 = 4 3x4 2x4 I 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow= Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 arnl tnn Code I RC2012/TP12007 Matrix -S Weight: 26 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=204/11-3-0, 3=204/11-3-0, 4=537/11-3-0 Max Horz 1=-24(LC11) Max Uplift 1=-43(LC 6), 3=-46(LC 11), 4=-57(LC 6) Max Grav 1=214(LC 14), 3=214(LC 15), 4=537(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-391/112 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I s aI a io u'de NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; 11=2511; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. �6 0 U FC SOON •'• C Z0 U2 s PE -44018 ON September 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W7473 rev. 101032015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e 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 Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfP11 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 log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7158 PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 851631190 50875 V4 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a D-1 ' 0.0 ' inn Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 1 2017 MiTek Industries, Inc. Wed Sep 611:00:33 2017 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-NvtQzUv_ZX7Z5J9tzjeaNdi8FEKOIXIfiVk6f2ygNBS 3-7-8 _ 7-3-0 3-7-8 3-7-8 Scale = 1:13.3 3x4 = 4.00 12 2x4 % 2x4 7-3-0 Plate Offsets (X Y)— 12:0-2-0 Edgel 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 0.15 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.33 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 D-1 ' 0.0 ' inn Code IRC2012/TPI2007 Matrix -P Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=273/7-3-0, 3=273/7-3-0 Max Horz 1=-14(LC 11) Max Uplift 1=-41(LC 6), 3=41 (LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/113, 2-3=-372/113 BOT CHORD 1-3=-89/327 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. D,p,D0 LIcF o PE -44018 September 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 log Citrus Hei hts CA 95610 ao p D r 0W 0c D D -I D �� z � X m ci r -p N '' (o) d W N o- oz� oa,cm gym a m a D 0 C n7 >>C7a) y n 3m -)� o nS C 0� ��mw 3 Oc�Q�2 o�� C oOj(Dw 33�--p g'o Dci 'n m yam G W �. a 'o y Q .'O N n C x a) r (p 0�� (D� N y o�.�°�Q3 rn��0 °''«3n O (03 m3 w� �Q� S.d C y (D n 6 -�fD C07 . O C -O S S (D VO p Q' S,� D 0 N 2) cn _O- .•r a. 'O O 2 p O (D O (D .n.. C) n O y _� a O c 3 N . ��(Dm3o� 30. °�3 O °'p3a(3i Noa y N O N O a1 (n (D =• ' 3 _ f7. cr Z (D n -O O• 3 N (n 3 3 _ D) y O ED -3 -O fn f�D y N W Q p p O C n (D y CD 3' n O N � O S (D O y < (p .-. . O. (p N N m 3 3 y 0 . m 6 ID 03 N O O CD 00 O. 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L)n<(0° Q cn 5 m y Ndm>>0 O O aO yO °1 m 3 ° 3 o=0 m �o° o =n o 2 m i((OQ<^^lOOip �n?��p�/i�d(q�✓�pV�,���/ PL 01n S. ny= °. m° N m 0 m w m vgym m 0nm c ° N (" m m N mN (oma 3 m S N m mm m(o r{n n c o o o °� a CD 0 m s m o a ° o N m n O vim = 3m N am o 30 3 m M Q M CD , 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