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HomeMy WebLinkAbout3380 Quail Court'n b >, kn kn N r.° w Q ° W o ' l w. b M U i•" • O U y rA a Z y cm cn o O iN. U N �• cz 00 N v y O U N 'C N 3° > '°d o -�' o O 3 IC, c° ° U _ o > a)cl Q � � � ��. � � � � � �• � ami NOf) cd O Q no -o ° ° ¢,Gn 03 b cz 0.l M ¢' >' � � o � � O O ,� •'-" �"' 'O 'b Om �' U cd �J E Cl) > a: S47,to M os Z� N03 0 > Q y U 4" iU• U >> �+ z rn M M W O00 00 N W N O 0 O M O N o of O ccz > C, -1 b U UQU J � Y3aa o•� M �v y� U U �a�3o w \ o O w rno �U7� ODc cc C15 It-— / �� O r� �O by J%. r1' C , )90� 4 L J \ �/ A. 'bit 2+ 4= ,•'�V 5 O� O \ �� N89 �' `mak ` •' 0f a4 CL v w \ °CA CIO o m a C / �� •�. 0I W I� CZ W 1 CO� q1 S f / uJ an g o LU i Q A.°7L� •O ` w w Io <0v/ O, �' a' z Q rn co CL \ v .y � (6 0'LL w O o \ `� Q z 0 g ^ a -) M vi > J .� y LU W LU co O� d g m. q �1. ` V) 06\ LL W (� Z C oo ti Z. o w O dui a d .9 r �0' ` DU22 N ai% m \ o c U � la o 1 •d �. Q \ U / . 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WMdNO P Ad �s Q Qo -� oo Q c U � � �_° o 4J U c cc u 3cz> to °L' > b P4 o O i U w ro to O,° u (d w .0 14-4 r-4 t W rn rn El � Z Y 4-4 3 41LH ��p o oo c „ oo A�OC6 m v v Z M A �UZ ro 4 v 3 N u -°a a o U— o C.- g 0 ro 0 t ° A o4 w cd G O °3�`� 5'LU oUC7 O L o Off' Z 01p [ ~ — ( a �1 C w ani3 A a 44 m ° N 3 A�4.� W z cd 40 U] b 3 La C 3 0 u Q) ° z Q) cc �Qa�o w z �, ° y i d Q�QN.�.7 mw rz6 .0 Wo a .a C N A -iii b y 7 'C W W W F z z x u H w N 4 U a� a s �, c O cG 30a'iQ0 N v O° u Q' ao t N01 0 1 �'Nn Q INSPECTION ECORD Occupancy/Type INSPECTION REQUEST LINE: (303) 234-5933 Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Monolithic Slab Reinforcement Caissons Concrete Encased Ground (CEG) Footing/Stemwall P.E. Letter %- CJ ffvK r `-4 V1 UU .Yll. r[)a■ l-..f.CrP.P rr./lr . rl •.lfl"Vr XF9. . 1T ■ MA 1`11ft—.— ■--- wiiwrw Underground/Slab Inspections Date Inspector Comments Initials Electrical (Underground) Wall Sheathing Sewer Service (Underground) �sjf Water Service (Underground) Plumbing (Below / In -slab) 3 Lath / Wall Tie Heating (Below/ In -slab) w I`PLa ILE :4 it 110191 MZ*JM.7:-1 l411.1// l a lal Y1 S1IN(old'M J11 r.1NOT M.\^_71T1_7-C'H'!_ Rough Inspections Date Inspector Comments Initials Wall Sheathing da sh Roof Sheathing i Lath / Wall Tie Rough Electric I .. t- -� i "0( Rough Plumbing t r J r f- 4 i Rough Mechanical j .... - `1 �> s Gas Piping Inspections from these entities should be requeste one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. uo Not Proceed witnout Approval Of Above Rough Inspections Rough Framing �.S ) Insulation ' S) h t> c tG I `� l C � ' r r> c f ' r. � S —G iG •i—c, .' ti 5:-J I c. Drywall Screw/ Naii Final Inspections Date Inspector Initials Comments Final Electrical Final Plumbing Final Mechanical Roof Final Building / Frame Landscaping & Parking/ Planning Dept. $— 1-/g Inspections from these entities should be requeste one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. y.� Fire Inspection / Fire Protection Dist. *"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. vUt;UPdncy 15 nut rermittea until A uertlticate of occupancy Is Issued Protect This Card From The Weather 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: Y03 F F A A6.5" Fin /,/,(j7 oll)&hF; Job Address:.3 39 0 Q11ci. i6t-i ` Permit Number: 'R0/ w"' 00 %d ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes j No *Whencorrec ions have been made, call for re -inspection at 303-234-5933 Date: � /, Inspector: DO NOT REMOVE THIS NOTICE ► 4 i .. , . CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: (-) 0 3 - F-1, A A Job Address: 3 -6 rs 0 G") Permit Number: X 0 1& 0 G-7 o 9 ❑ No one available for inspection: Time QM/� M Re -Inspection required:Yes No When corrections have been made,, or re -inspection at 303-234-5933 &atf Inspect, DO NOT REM 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: �i A Job Address: <No OLkcc, l G Permit Number: ❑ No one available for inspection: Time Z AM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: 1"�✓`'�—� DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 161616 Job Address: 3 1?e O (S&x C f Permit Number: (fid 70 ❑ No one available for inspection: Time Re -Inspection required:es` o When corrections have been made, call for re -inspection at 303-234-5933 Date: �( l Inspector: DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE ��P�Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T-t"7a ( Job Address: 8?7100 d Permit Number: 0llo0070� ❑ No one available for inspection: Time ��� AM(!S) Re -Inspection required Yes) No When corrections have been made, call for re -inspection at 303-234-5933 Date: ?,q, `� Inspector: DO NOT REMOVE THIS NOTICE o CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: tlhu ;Pl URS Job Address: 3300 auaL 1 �t Permit Number: 90 a oo o -700 14, 1.4 ❑ No one available for inspection: Time Re -Inspection required Yes No When corrections have be ade, call for re -inspection at 303-234- Date:- r1 Inspector: DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:���C Job Address: ✓ 3Z0 ( C { Permit Number: 20- Li 0 ❑ No one available for inspection: Time / Yd) A Re -Inspection required: ds ,.No When corrections have been made, call for re -inspection at 303-234-5933 Date:- Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Cd - Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 1 5 Job Address: 3 3$O GU,, -1U_ C7 Permit Number: Z-0I(00o1Oct ❑ No one available for inspection: Time (� ,'_)S_ ZAAJPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234- %�5933 w Date: y Inspector: " i� DO NOT REMOVE THIS NOTICE City of ��Wrheat idge COMMUNiTy DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits 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 may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at permits@,ci.wheatridge.co.us or fax to 303-237-8929. Party requesting permit extension: (3,,) a • ow }��� oc cue S, L C Permit # Z© t (g GO` 7 0 Property Address: 33 80 - Phone #-72(.-,, 4 _T I - Email Address: r (2 e Iz S c 2 C lz�"amu 1l Reason for extension request: 1\n VIC S �G �.✓ :: a �j C Cj �� j -� �c�C �� o �► Number of days requested: % 8 C_) Printed Name: 1�1 S.; n t'L( Signature- Date: /3//b /b E C 14A a 3 m i o P� For office use only This request has Approved by: Denied www.ci.wheatridge.co.us Extended until: 1 •� 13 f Date: s /3)1 City of Wheat Ridge ,. ,bit Single Family - New PERMIT - 201600709 PERMIT NO: 201600709 ISSUED: 06/24/2016 JOB ADDRESS: 3380 Quail CT EXPIRES: 11/03/2018 JOB DESCRIPTION: New single family residence - Lot 2, 3308 sf. *** CONTACTS *** FEES Total Valuation OWNER (303)420-4652 QUAIL HOLLOW PATIO HOMES LLC 1,926.50 Use Tax GC (720)473-7019 Quail Hollow Patio Homes 140201 Quail Hollow Patio Homes, LLC SUB (720)315-9026 Scott Williams/Leslie Williams 080076 Onecore Electric, Inc. SUB (303)425-6030 Richard Kansteiner 019302 M & R Plumbing, Inc. SUB (303)423-7905 Timothy Bartels 017674 B & B Heating & A/C *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 383,728.00 FEES Total Valuation 0.00 Plan Review Fee 1,926.50 Use Tax 6,907.10 Permit Fee 2,963.85 Engin. Review Fee 150.00 Misc. Fee 240.00 ** TOTAL ** 12,187.45 *** COMMENTS *** *** CONDITIONS *** SH: 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. MR: For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. a. One street tree per seventy (70) feet (or portion thereof) of street frontage to be placed within the front setback prior to issuance of a certificate of occupancy. b. No less than twenty-five percent (250) of the gross lot area and no less than one hundred percent (100%) of the front yard shall be landscaped. Contact the Planning Dept. for permitted species and sizes of trees. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. As part of the foundation inspection and PRIOR to the first framing inspection, 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. MVN: Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. City of Wheat Ridge Single Family - New PERMIT - 201600709 PERMIT NO: 201600709 ISSUED: 06/24/2016 JOB ADDRESS: 3380 Quail CT EXPIRES: 11/03/2018 JOB DESCRIPTION: New single family residence - Lot 2, 3308 sf. 11 by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this,permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be perform ed in this document and/or its' accompanying approved plans and specifications. Signat ER or CONTRACTOR (Circle one) Date 1. 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. Thispermit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 f a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any apphcabl ode or any or i ,nice or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Bluilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 1* � I 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: Z) W S Job Address: 3380 QLAti 11- c7 Permit Number: 20 oo -70 C-1tAYA(f C(C — Mec� rooms -�C) be Cie tC- C? C rf ( I D✓ O r n ,9 P✓ r P ( b i U (C -r �" e— Gr (- C e" I . "L t-, ❑ No one available for inspection: Time 10.'53 AM/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: % ( Inspector: DO NOT REMOVE THIS NOTICE ®� CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -) t Job Address: Permit Number: aol,6 () M ", c- 5 A (, P�, s �er, e rS &14 () A �_ - �'q V W' to I) Ce '7 C L? g .._ A el ;�t r Ca �_:r fele, r`-4- ;, CIA, v - et .�� ; r€ re 4 ❑ No one available for inspection: Time "` &/PM Re -Inspection required:Yes` No *When corrections have been made, call for re -inspection at 303-234-5933 r Date: 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: L ti S/ M i D Job Address: 3 3 4 0 Permit Number: o/ C G G 0 ❑ No one available for inspection: Time /6 % S Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector:b--- 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: /,4/5 Job Address: 3 3 b O O u A -f c— et Permit Number: 2 -70 S ❑ No one available for inspection: Time 20 AM MM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F'2 I ,'\ ! Job Address: 8d QL-w "4 C �- Permit Number: -2014 eo-70'1 ��%i rn =sSvls bol-t- 2.1( olt-5.1( 0 (C" f—e- i n rAa .0- C4 r P o�L ;�5� (amt +e ❑ No one available for inspection: Time O S ANO Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: /! Inspector: ''E � C, � ` DO NOT REMOVE THIS NOTICE �* � 4 i CITY OF WHEAT RIDGE Building Inspection Division 1 (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE �i� f , /hi Z 2 Inspection Type: i r I ► !�>�L< /4s Job Address: 338o Qu1111- r Permit Number: 2016 CIO 70 S C a do I ? ) IE:-,,,, ; C t, " / / c�-4 s a P -6- 4- � }.? :,-%- c n ;, //, ''n S -g4 (( , - , -,-', J /7 �' n C `t G✓ h o ><S J� FJ, /"& "� ,cn ❑ No one available for inspection: Time , I A /PM Re -Inspection require6ade, No * When corrections have call for re -inspection at 303-234-5933 Date: I_ I i / 7 Inspector:l /t, v` DO NOT REMOVE THIS NOTICE r� CITY OF WHEAT RIDGE ! Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE k Inspection Type: 1'Yi ( S Job Address: 3 <�5 n vim,. Permit Number: & O ! O 0-2 C) a ❑ No one available for inspection: Time / LAY AIKPN Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date j 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: n'1 l S Job Address: -g0 qUU •'. Permit Number: Q(3 1 ( O O-1 0� ❑ No one available for inspection: Timet' A4TIVI Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: l a I 1 1 h Inspecto DO NOT REMOVE THIS NOTICE 1* � A i CITY OF WHEAT RIDGE Vr Building Inspection Division �9r(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: S H G Job Address: C4 Permit Number: 0 /(, pc) 7 n!� S H g ^� A 7!l WL- Per, 4 + I ti ❑ No one available for inbpection: Time .off AM60 Re -Inspection required: No When corrections have been made, call for re -inspection at 303-234-5933 Dater /( Inspectr. r�_ a DO NOT REMOVE THIS NOTICE 9;3'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: r® Job Address: n Ua,, I�-�- Permit Number: QO) (. 30-702 ❑ No one available for inspection: Time �qlpm Re -Inspection required: Yes No, *When corrections have been made, call for re -inspection at 303-234-5933 Date: a jf / Inspect r: DO NOT REMOVE THIS NOTICE I* � 1 i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE i /'� M % �� /1 s Inspection Type: i C r ' / A Job Address: �38'o Qui41t- C7 Permit Number: Zo/ 6 Oo ?o tjmPf,' n d S 4e, rnSa-r� � ffl ❑ No one available for inspection: Time ACT iPM Re -Inspection required: 6e No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE ( ily ul -I W hCat 1 Ic lk City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: PERMIT# 1 i ADDRESS: LOT , 1311OCk SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: .-, _.._ REAR: _--- _..:"l':! _ `....-._-- SIDE: I t;i. 7 SIDE: 1.5.9 The MINIMUM ELEVATION has been determined to be: i �g_:f� _ (NAVD88). The above measurements have been determined on the following location: Check only one): f Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. Signed Print v�p,N J pF0'��4 o : 38445 o ,> si�NAC ,L ANO 5J Date :1/03!16 Professional Surveyor FOR OFFICE USE ONLY Approved by: Inspector Date Rev 02112 EXHIBIT QUAIL HOLLW SUBDIVISION 1nr r � � CITY OF WHEAT RIDGE, COLORADO ��rHEXHIBIT - LOT 2 TWD PROD. MGR.: BJP SHEET DRAWN BY: BJP A OF A 900R E Arapahos Court, Suns 110 Centsnnlal, CO 80112 ph303.706.0500 hc303.708.0400 manhard.com 10/03/16L L Civil Engineers - Surveyors - Water Resource Engineers - Water & Wastewater Engineers DATE: Construction Managers - Environmental Scientists - Landscape Architects - Planners I SCALE: 1" — 30' CSH.WHC001.02 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: Fs Q S t -i Job Address: S 3 Oyoa Permit Number: a Oa Qn O1� ❑ No one available for inspection: Time AM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspecto ' fv_ l Gu-ev DO NOT REMOVE THIS NOTICE T - J.Z ! City of Ldge C cow OMMUNITY DwuopmENT Building vi 01 W. 2e Ave, Wheat Ridge,CO 80033 • 303-236-2865 303-237-8929 Inspection Line: 303-234-5933 (i different than propertyaddress) Address: " MA i s *. s FOR OFFICE U Date: o +r VVR City License # 01, q3 0 MR, City License # 1F,'' i. Complete all information on BOTH sides of this for \ :e »: � a, w , : . ©. � � .�� :: . .,� \•, ? ■ ©�\_��.»�t\ ^� .... . . .. ..:. \mmf . § .... . e&AAS7 *,e Sq. FULF \ . / & . \ ? . . \ Gallons Amps . < . . Squares . Other City of' SINGLE FAAHLYIDUPLEX �(j"Wh6atl PUBLIC WORKS B UILDING PERMIT A PPLIC4 TION RE VIE W 1,,ocation: ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a ii iliii !li I J- 61 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: YOK —,refer tea 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. 1 Does all existing roadway/alley R,O,W. meet the standards of the City- Yes No If not, what is required? If R.O.W. is required, has the deed been received.- Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. -� APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. JrI Sr' rrrrArarcg %ark Vara attars —D -a-17> 5. 0 NOT APPROVED: 'rhe Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Daie 6, Stipulations: OEM T --� A Grading Certification I,etter fi-orn the Engineer -of -Record accompanied by an Improvement t,ocation Certificate (11,C) shall be required prior to the issuance of the Certificate of Occupancy. 8, NOTE: ANY DAMAGE TO EXISTING PUBI-1C IMPROVEMENTS AS A, RESUI.T OF PROJECT CONSTRUCTION SHALI. BE REPAIRED PER ROW CONSTRuc,r]ON PERMITPRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. IV= City of )U11IAC WORKS City of Wheat Ridge Municipal Building 7500 W� 29`x" Ave. Wheat Ridge, CO 80033-800 P: 301235.2861 F: 301235.2857 PUBLIC WO&KS DEVELOPMENTEylEw FEES FDate- Location of Construction: Purpose f Construction: Single Family Commercial Multi -Family (Required of all projects for document processing) * Review of existing or minimal technical documents ......... ......:.... $200.00 Initial review` of t c nic i civil engineering documents (Fee includes reviews of the Y" and 2nd submittals) :............ ........... $600.00 Traffic Impact. Study Review Fee: (Fee includes reviews of the t" and '2` d submittals): $500.00 Trip Generation Study Review Fee:..... ___ .... ......... ......... ........... $200,00 M Manual Review & SMA Recording Fee, - - . _:........ ........ .. $100.00 s 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 civ=il documents or the Traffic, Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees:. esubMitt l Fees: 3rd sub ttai (!/a initial reviev fee) :..: ......... ...:..... ......... .......... $300.00 Ica' 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 A.SI NOTI THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES RFQUIRFD FOR CONSTRUCTION OF IMPROVEMENTS WI HI PUBLIC RIGHT-OF-WAY, vrN w.ci.whcata•f 1ge.co.us City cit" f<1Cj'gC isut�t tc: W (,) I(K, s City of Wheat Ridge Municipal Building 7500 W 2 `� Ave. Wheat Ridge, CO 80033-8001 ; 301235.286l F: 303.235.2857 Dear Contractor: rm 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) is an acceptable condition, as determined by City of Wheat Ridge lie Works Department, ent, and prig to the issuance of°a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct ars onsite inspection is detennine the existingcondition(s) ofthe public improvements at this address= ifyou have any questions, please contact rte at 301235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: Fite - -.6w heatr:d .mu Rev 2108 Rm 06/2014 Address. a � 17 , ( ('A",_ Zoning 0,."( 1 _1� : I Se �1_ Lot Size: sq. ft. Lot Width: > (Q)(D & Property in the flood plain?ry If yes, add, u eying condition FI. D, Type of project (applicable survey conditions in parenthesis): A site plan none cces 0 "P"LC 0 r 8 ry Addition and i plan site 'I New JLC and site plan yes (FND) if w/in 2' of setback (NR if in flood iai Maximum Lot Coverage: 61 % 4-f Z sq, Existing Improvements: Proposed Improvements: t7 House: sq. ft. House/addition:. 3 (0 sq. ft. Shed: sq. ft. Shed: sq. ft Detached garage: sq ft. Detached Garage: sq, ft. Other: sq. ft. Other: sq, ft. Total Existing sq. ft Proposed+Existing sq. ft Lot Coverage % Lot Coverage % Required Setbacks: FR c, S --I r S R Provided Setbacks: FR 2-' S 5 S R L4,5 a LA For additions or new construction, is the structure within 2 feet of minimum setbacks? If yes, add surveying condition FND, Maximum Height: Proposed Height: ft. Maximum Size: sq, ft. Proposed Size: sq. ft, Parkland: If the permit is for new construction, have parkland dedication fees been paid? If no, add condition PFEE, notify owner, and notify but �Iding Streetscape: Does the permit result in any of the following conditions? [3 Construction of new roads U Platting of new lots U New development Q Additions that increase floor area by 60% or more (see formula) (proposed floor area existing floor area existing floor area % inc, If any box is checked. - SF/DUPLEX—Is there existing U Curb Ll Gutter U5 -foot sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required, MULTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required, Fees -in -lieu of'dedication or construction are due at the time the nermit is issue State .. . ,r-. ,... Master ----------------------- gContractor } ' , m a .' , i Mk?tw"*jvjlq .' • 0 2 i State License Maswr#: 1` • License, t ar glIgnature of Agent Date Mechanical Contractor i [! i +Y, r yyy Ae j Y l2i4-0 40�v$ Z'� Ag ent Date IMAM= Quail Hollow Patio Homes c/o Creekside Communities 6143 South Willow Drive, Suite 300 Greenwood Village, Colorado 80111 Subject: Soils and Foundation Summary Letter Quail Hollow Subdivision Lot 2 Wheat Ridge, Colorado Project No. DN46,126-120 HONIE BUYER ADVISORY Expansive soils and shallow groundwater are present at this subdivision, this results in a geologic hazard.'rhis letter describes subsurface conditions on this lot more specifically, Prospective home buyers are strongly advised to read this letter and the referenced 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 mr advice. within Quail Hollow Subdivision (Project No. DN46,126-120, report dated June 23, 2014 and a revised report dated October 15, 2014). This letter presents a summary of our findings and recommendations for the subject lot. The report referenced above should #e# for foundation design. Colorado is a challenging location to practice geotechnical engineering. The mate is relatively dry and the near -surface soils are typically dry and comparatively Covering the ground with houses, streets, driveways, patios, etc., coupled with landscape irrigation and changing drainage patterns, leads to an increase in subsurface 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 foundations and concrete slabs -on -grade will perform satisfactorily. After construction, homeowners must assume responsibility for maintaining the structure and use appro- priate practices regarding drainage and landscaping. In summary, the soils encountered in the boring on this lot consisted of 6 feet of sandy clay underlain by interbedded sandstone and claystone bedrock to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 5.9 feet, The clayey soils and bedrock are expansive. Use of footings is recommended. A slab -on - *,z -4 acceptable. Further details are described in following paragraphs. We identified two primary geotechnical concerns in this study including shallow groundwater and expansive soil and bedrock. We believe these hazards can be mitigat- ed, but not eliminated by careful design, construction, and maintenance procedures. Groundwater was encountered 2.4 to 7.0 feet below existing grades in our bor- ings. We recommend at least 3 feet of separation between basement level foundations ,?nd groundwater. Imported fill will be necessary to raise the site for basements. F I 'Cot cot At MIA, the recommendations in the referenced report will help control risk of foundation and/or slab damage; they will not eliminate that risk. The builder and homebuyers should understand that slabs -on -grade and, in some instances, foundations may be affected by swelling soils. Homeowner maintenance will be required to minimize this risk. We and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publication 431 was designed to provide this information. Laboratory tests were performed on samples from this and nearby lots. Samples from this lot compressed 0. 1 percent or swelled 1.6 percent. Based upon results of laboratory tests and other factors, we judge there is low risk of poor basement slab performance for this lot. Exhibit A provides a discussion of slab performance risk evalu- ation, as well as slab installation and maintenance recommendations. We performed calculations of potential heave due to expansive soils as part of our study. The calcula- tions indicate the ground surface on low risk lots included in this investigation could heave up to I inch. It is not certain this movement will occur. If homebuyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported as will be constructed, 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 11a Footings should be at least 16 inches in width. Column pads should be at least 20 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 basement walls can "'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. QUAIL HOLLOW PATIO HOMES QUAIL HOLLOW SUBDIVISION 2 LOT 2 CTL; T PROJECT NO. DN46,126-120 INU V . W A drain is recommended around the entire perimeter of the lowest excavation area for this residence. In addition to a drain system, at least 4 inches of free -draining gravel should be placed below basement slabs. We recommend a vapor retarder be installed between the gravel and slab, 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 homeowner, recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, marily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface condi- tions. Our analysis must be tempered with engineering judgment and experience. 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. Homeowners must assume responsibility for maintaining the structure and use appro- priate practices regarding drainage and landscaping, QUABL HOLLOW PATIO HOMES QUAIL HOLLOW SUBDWI&ON 3 LOT 2 CTL 3 T PROJECT NO, DN46,126-120 1i As a result of the Stab 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 �IFMMMMRN M#&0=4 - =7= Mithp. 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, thir> rating represents a judgment. Movement of stabs 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 6 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of I to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable Stab 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, QUAIL HOLLOW PATIO HOMES Exhibit A-1 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-120 S:IPROJECT6100ON46126.00ON120V Reports\R1k0N46126-120-R1,docx IMMISULsau=0 =## j7MI'Mr-r-JI-1 ME # MMMS. N=r#TA MI.MM3311 � il I # _1747 _0TTTeTJV_ff*,V1b IF11 TI'BIKV11 ant!&aften leref 101s rate* as mol"mam- 'Kf 1C Ell a d]5 risk. If homebuyers cannot tolerate movement of a slab -on -grade floor, they should s lect a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The homebuyer 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 requ 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 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. 1. 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 homebuyer. 2. The 2006, 2009 and 2012 International Residential Code (IRC: R506) states that a 4 -inch base course layer consisting of clean graded sand, gravel, crushed stone or crushed blast furnace stag shall be placed beneath below grade floors (unless the underlying soils are free -draining), along with a vapor retarder, In- stallation of the base course and vapor retarder is not common in this area. torically, there has been some concern that installation of clean base course could allow wetting of expansive soils to spread from an isolated source. Given the groundwater conditions at this site, we recommend the use of a vapor retard- er. The vapor retarder is most effective when concrete is placed directly on top of rather than placing a sand or gravel leveling course between the vapor retarder and the floor slab. Placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete 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 re- tarders 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,R-96)". �111111ffiwwllll QUAIL HOLLOW PATIO HOMES Exhibit A-2 QUAIL HOLLOW SUBDIVISION CTLjT PROJECT NO. DN46,126-120 S.SPROJECTSk46100\DN46126,ODDX120\2. Reports\R11DN46126-120-R1,d= IN 4, Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to stab - 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 stab 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. ri, Plumbing and utilities that pass through slabs should be Isolated from the slab'" 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 n transmitted to the ductwork. These connections must be maintained by the homebuyer. i 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 un - dation. Decks are more flexible and more easily adjusted in the event of move- ment. t.r0; 1 t�ffiigIL# [#I 1 (1#1 tu ism I ti *-.141#1# 1 QUAIL HOLLOW PATIO HOMESExhibit A-3 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO, DN46,126-120 S%PROJECTS14610ONDN46126,OCO112012. RWrts%R1M46126-120-R1,docx IN SURFACE DRAINAGE, movements.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 ««- - drainage around _ _ _ and between lots critical to control 3. The ground surface surrounding the exterior of each residence should be sloped to drain away frombuilding directions. « « , minimum con- structed areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of « .• • 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 - know that backfill will likely settle to some degree, By starting slope, positivedrainage can be maintained for most « « situationsThere are many • « a residence! percent slopecannot limitedbe 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- 5. For lots graded to direct drainage from the rear yard to the front, It is difficult tD ac- ceptable to use a slope of s« • inches in the first 10 percent)lo- cation. con- structed slope should generally be .< M percent• the swaleused out of «r lots that are • .t-« to drain to the frontand back, ,. believe it is acceptable to install a slope of « it percent at thehigh point (aka "break point")between houses. QUAIL HOLLOW PATIO HOMES Exhibit -'i QUAIL HOLLOW SUBDI\nStON CTLIT PROJECT NO. DN46,126.120 S:XPRCJ6CTS146100\DN46126.00DX12 . Reports\R10N46126-120-R1.docx % Roof downspouts and drains should discharge well beyond the limb 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 homeowner. 11. The importance of proper homeowner 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 tcl foundation walls or grade beams. Geotextile fabric will inhibit weed growth still allow natural evaporation to occur. 11 The design and construction criteria for foundations and floor system aftematives 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. QUAIL HOLLOW PATIO HOMES Exhibit B-2 QUAIL HOLLOW SUBDIVISION CTLIT PROJECT NO. ON46,126-120 S:IPROJECTS1461OOkDN46126,000112OV. ReportARION46126-120-RI,doex ka , ... 014 7" 148 CFM 4xt2 7" 126 CfM E*d TF t g NOW 1 M8$te/ sedtOdtYMt i 4x06 6' 93 CFN ; ,5 ,;i { t Omet Room Ytt ; r 4x42 7" 429 4Fir F 24x6 8" 228CFM K(t her $ t'. MBR 4x0OWOO 1,FM � � 7124x69°303CFM i #. i tw �t t E .� 4x46 4" 21 CFM 24x99°`379 CFM i Y v_' @.. , 2 010 5"61 CF& .� W.F,C. � jgjgjq� :.. � ,4undry �$ 7 „4 Siltdy iia 73 Foym ;, [dinning Ream 4x12 71184 CFM r.,. J ` WO 5'49 Bath 2 r 4x12 €"119 CFU 010 4'34 CFM 3; 012 7" 132 CFM 0^080 Quail ct Manual D Plan 701 yM 0380 Quail ct Manual D Plan 701 3380 i Ct Plan 701 HVAC Load Calculations for Creekside Communities 6143 S Willow [fir Suite 30 Greenwood \ Allage, CO 80111 Prepared By: Steve 6artunek B&B Heating And Air Conditioning Inc, 4892 Marshall St Wheat Ridge, CO, 80023 303423-7905 Friday, April 15, 2016 Rhvac is an RCCA approved Manual J and Manual C computer program, Calculations are performed per ACOA Manual J 8th Edition, Version 2, and RCCA Manual D. CAProgram Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J,rh9 Friday, ApriI15,2016,211 PM 91 59 Calculate, Yes 0.130 AC/hr Use Schedule: Yes 69 CFM Roughness « 000300 0.130 AC/hr Pressure Drop- 000 in.wg J1 iia ft Velocity: 650 ft./min MaximumMinimum _ « 1500 S 69 CFM Minimum « 0 CFM 0 CFM Maximum Height: 12 in. « = (1.10 X 1.000 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -27.98 Yes Yes 0.01000 0.1000 in.g./100 ff. 300 ft./min 750 ft,/min 0 in. 0 in. Infiltration Specified: 0.275 AC/hr 0.130 AC/hr 145 CFM 69 CFM Infiltration Actual; 0.275 AC/hr 0.130 AC/hr Above Grade Volume; Cu. t. Cu.ft. 8,700 Cu.ft./hr 4,118 Cuff./hr l. Total Building Infiltration: 145 CFM S 69 CFM Total Building Ventilation: 0 CFM 0 CFM ---System I- -Infiltration & Ventilation Sensible Cain Multiplier. 17.60 = (1.10 X 1.000 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -27.98 = (0.68 X 1.000 X -41.14 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier; 78.10 = (1.10 X 1.000 X 71.00 Vi/inter Temp. Difference) Minter Infiltration Specified: 0.250AC/hr (132 CFM), Construction: Semi -Tight, Fireplaces: 1. 13 CFM, Semi -Tight Summer Infiltration Specified: 0.130 AC/hr (69 CFM), Construction: Segni-"fight C:\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15,2016, 2:11 PM Building System I one, I 1 -Basement Ree Roorn 2-Bedroorn # 3 3-Basment Bath 4 -Bedroom # 4 5-Crawlspace 6 -Master Bedroom 7-M Bath 8_W LC. 9 -Study 10 -Bath # 2 11 -Bedroom # 2 12 -Foyer 13-Dinninq Room 14 -Laundry 15 -Kitchen 16 -Nook 17 -Great Room Net,Reci V! Sen Lat�' N#t' WI Sys Htg Sys Bye Act Duct size Ton:Ton; fTon Area! Gain, Gain j Gain LOSSI CFM C CFm# 2,12 2,83 1,258 3,557 25,454 -261 25,454 44,092 1,200 1,200 1,200 2,12 2.83 1,258 3,667 25,464 -261 25,454 44,092 1,200 1,2DO 1,200 24x12 3,557 25,454 -261 25,454 44,092 1,200 :1,200 1,200 24x12 664 3,326 -213 3,326 5,754 157 157 157 2-6 163 859 -131 859 3,093 84 41 41 1-4 69 40 -20 40 492 13 2 2 1-4 168 781 -93 781 2,081 57 47' 37 1-4 692 520 -218 520 4,125 112 IS 25 1-4 218 2,616 -190 2,616 4,638 126 123 123 2-6 124 1,117 -60 1,117 1,464 40 $13 53 1__5 86 398 -32 398 711 19 19 19 1-4 188 3,063 -88 3,063 1,952 53, 144 144 2-6 81 406 -60 406 1,068 29 19 19 1-4 197 1,227 -232 1,227 4,176 114 38 58 1_6 94 400 -53 400 1,551 42 '19 19 1-4 219 1,676 258 1,934 3,158 86 7`9 79 1_6 88 950 -86 950 1,938 53 0 45 I_.5 123 4,173 1,212 5,385 877 24 197 197 1_8 121 2,800 -158 2,800 4,072 ill 132 132 2-6 262 1,105 -97 1,105 2,942 80 52 52 1_5 C:\Prograrn FileskElite\Rhvac 91ProjectskCreekside Homes Plan 701 Manual J,rh9 Friday, April 15, 2016, 2:11 PM Rags or d Mlriimumi M 'mum' Rough_ s* Duct Reran source Velocity' Velocityi Factor U10t System 1 Supply Runouts Zone 1 I -Basernent Rec Room Built-in 300 750 0 0.1 2—Bedroom # 3 Built-in 300 750 0 0,1 3-Basrnent Beth Built -In 300 750 0 0.1 4 -Bedroom # 4 Built-in 300 750 0 0.1 5-Crawispace Built -Ira 300 750 0 0.1 6 -Master Bedroom Built-in 300 750 0 011 7-M Bath Built-in 300 750 0 0.1 8WLC. Built-in 300 750 0 0.1 9 -Study Built -In 300 750 0 0.1 10 -Bath # 2 Built-in 300 750 0 01 11 -Bedroom # 2 Built -In 300 750 0 0.1 12 -Foyer Built-in 300 750 0 0.1 13 -Dinning Roam Built-in 300 750 0 0.1 14 -Laundry Built-in 300 750 0 0.1 15 -Kitchen Built-in 300 750 0 0.1 16 -Nook Built-in 300 750 0 0.1 17 -Great Room Built-in 300 750 0 0.1 Other Ducts In System t SuDoly Main Trunk Built-in 650 1500 0 0.1 HeatingSystem I Flow.,il! 1 1 1 1 167 2--6 41 1-4 2 1_.4 37 1-M4 25 1--4 123 24 53 1-6 19 1-4 144 2-6 19 1--4 58 1_5 19 1--4 79 1_ 45 1_6 197 1-8 932 2--6 52 1--5 C:\Program Piles\Elite\Rhva 9\PrO;e is\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2015, 2:11 PM e=0.05 on surface 2 any tame, u -value 0.32, SHGC 44,092 Btuh 44.092 MBH Total Sensible Gain: 0.32 Btuh 100 % Total Latent Gain: -261 4A -6-o: Glazing -Double pane low- e (a = 0.20 or less), 281 661 0 330 330 high performance, operable window, e=0.05 on Tons (Based On Sensible + Latent) 2.83 surface 2, any frame, u -value 0,33, SGC 0,33 Capacity) 11G. Door -Wood - Panel 37.8 1,450 0 460 450 15A1 5-Oocw-2: Wall -Basement, , framing with R-1 sill to 9442 5,702 0 523 523 floor in 2 x 4 cavity, open core, no board insulation, plus interior finish, wood studs, 2" floor depth 151311 -Ow -2. Wall -Basement, , framing with R-11 sill to 25x6 175 0 15 16 floor in 2 x 4 cavity, core, no board insulation, plus interior finish, wood studs, 2' floor depth Blanket 2: Wall -Frame, Custom, R-19 White VynI Blanket 384.6 1,857 0 350 350 Insulation 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 1762,7 8,136 0 1,297 1,297 cavity, no board insulation, siding finish, wood studs 12E-2sw: Wall -Frame, R-19 insulation in 2 x 6 stud 6.5 29 0 5 5 cavity, R-2 board insulation, siding finish, wood studs 16D-50: Roof/Ceiling-Under Attic with Insulation on Attic 1740.6 2,472 0 906 906 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-60 insulation 16B-38- Roof/Ceiling-Under Attic with Insulation on Attic 86 159 0 103 103 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-38 insulation 21A-28: Floor -Basement, Concrete slab, any thickness, 2 896,6 1,400 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 28' 'de 21A-32: Floor -Basement, Concrete slab, any thickness, 2 692.1 983 0 0 0 or more feet below grade, no insulation below floor, an000r lids I_g_qf flqgEsIab is 32'wide Subtotals for structure: 32,768 0 14,603 14,603 People, 4 800 920 1,720 Equipment: 862 7,092 7,954 Lighting- 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 69 11,324 -1,923 1,205 -718 Ventilation:'Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 --- 0 1.6341 q34_ Total Building Load Totals: 44,092 -261 25,454 25,193 rw Total Building Supply CFM: 1,200 CFM Per Square ft.: 0,337 Square ft. of Room Area: 3,557 Square ft. Per Ton: 1,258 Volume (ft3) of Cond. Space: 33,825 Total Heating Required Including Ventilation Air: 44,092 Btuh 44.092 MBH Total Sensible Gain: 25,454 Btuh 100 % Total Latent Gain: -261 Btuh 0 % Total Cooling Required Including Ventilation Air: 25,454 Btuh 2,12 Tons (Based On Sensible + Latent) 2.83 Tons (Based On 75% Sensible Capacity) J p gIIIIIIIIIIII 111 111 1111111 1�111 UMESE�� Oil C:\Program ilesl lite\ hvac 9kProjects\Cree side blames Flan 701 Manual J,rh9 Friday, April 15, 2016, 2:11 PM Floor 5% iKoof i..« Door % Gas 4% Roof % AED Excursion 6% Wal 8 People % Door % CAPrograrn Fiies\Elite\ hvac 91 rcjects\Cree s de Homes Plan 701 manus( JA9 Friday, April 1 , 2016, 2,11 PM Room Length: 664.1 ft. System Number: I Room Width: 1.0 ft, Zone Number: I Area: 664,0 q.ft, Supply Air: 157 CFM Ceiling Height: 9.0 ft. Supply Air Changes.- 1,6 AC/hr Volume: 5,977.0 cu.ft. Req, Vent. Cig: 0 CFM Number of Registers.- 2 Actual Winter Vent.: 0 CFM Runout Air: 78 CFM Percent of Supply., 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity.- 399 ft./min. Percent of Supply: 0 % Runout Air Velocity: 399 ftImin, Actual Winter In l.,. 16 CFM Actual Loss: 0.103 in.wg./I 00 ft, Actual Summer Infil.: 8 CFM E -Wall-I 5A1 6-Oocw-2 5.2 X 0.8 3.9 0.066 4.7 18 0.0 0 0 N -Wall-15AIS-Ooew-214.1 X 9 127 0.066 6.1 771 0.6 0 72 W -Wall-I 5AI 5-Oocw-2 25.3 X 9 195.4 0,066 6.0 1,174 0.5 0 106 W -GIs-A4A-6-d shge-0.32 O 16 0.320 22.7 364 35.4 0 566 W -GIs-A4A-" shgc-0.32 O%S 16 0.320 22.7 364 35.4 0 666 Floor -21A-28 I X 664A ---664.1 0,022 1.6 Subtotals for Structure: 4,499 0 1,382 Infil.: Wirt.: 16.1, Surn.: 7.6 375 3,342 1,255 0.357 -213 134 AED Excursion: 214 -0 ,§96 Room Totals: 5,754 -213 3,326 Color television 683 0 100 100 683 0 Computer and monitor 1536 0 35 100 538 0 Total 1596 0 C:\Program Files\Eiite\Rhvac 9XProjects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15,2016, 2:11 PM .. .... .. .......... ___ .. . ....... - — --------- Calculation Mode- Htg. & c1g. Occurrences: I Room Length: 163.1 ft, System NunI I Room Width: 1.0 ft Zone Number: I Area, 163.0 sqft. Supply Air- 41 CFM Ceiling Height- 9,0 ft, Supply Air Changes: 1.7 AC/hr Volume: 1,468O cu.ft. Req, Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Runout Air: 41 CFM Percent of Supply.: 0 % Runout Duct Size'. 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 464 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 464 ft./min. Actual Winter Infil.: 10 CFM Actual Loss: 0.244 in.wg./I 00 ft. Actual Summer Infil.: 5 CFM W wt_.tffl11 N -Wall-1 5A1 6-0ocw-2 11.2 X 9 100A 0.066 6 57 E -Wall-1 5AI 5-Gocw-2 12.8 X 9 99,2 0.066 60 596 U 0 54 N -Wall-1 5B1 1 -Ow -2 3 X 9 2&6 O071 6,6 175 0,6 0 15 W -Wall-15AIS-0ocw-2 5.9 X 9 53.2 0.066 6.1 323 U 0 30 E -GIs-A4A-6-d shgo-0.32 0%S 16 0,320 227 364 35A 0 566 Floor -21&-28 I X 163.1 163A 0,022 1,6 2 0 0 Subtotals for Structure: 2,323 0 722 Infil.. Wn.: 9.9, Surn.: 4.7 230 3.342 770 0.356 -131 82 AED Excursion: 55 Room Totals: 3,093 -131 859 C:�Program Files0ite\Rhvac 9kProjectskCreekside Homes Plan 701 Manual J.rh9 Friday, April 15,2016,211 PM .............. ... ...... . by ea - Residential & Light Commercial HVAC Loads elite software Development, I"r- 8 & 8 Heating /C Inc, 3380 Quail Ct Plan 701 Arid He om Loads - Room 3 - Basment Room Length: 14.1 t System Number, I Room Width: 4,9 ft, Zone Number: 1 Area: 69.0 sqI. Supply Air, 2 CFM Ceiling Height- 9.0 ft. Supply Air Changes: 02 AC/hr Volume* 625.0 cu.ft. Req. Vent, Clg* 0 CFM Number of Registers: I Actual Winter Vent.: 0 CFM Runout Air: 2 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 21 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 21 ft./min, Actual Winter Infil.: 1 CFM Actual Loss- U01 ln.vvg ./100 ft. Actual Summer Infil.: 1 CFM 25 --0 Subtotals for Structure: Infil.: Win.. 1.6, Sum.: 01 35 377 3.330 115 0 26 0.347 -20 12 AEE Excursion: Room Totals'. 492 -20 40 C -,\Program Files\ElitekRhvac 9\ProjectskCreekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2:11 PM ----- ----- 3380 Quail Ot Plan 701 Room Length: 168.4 ft, System Number: I Room Width: 1.0 ft, Zone Number: I Area, 168,0 sq... Supply Air: 37 CFM Ceiling Height: 9,0 ft, Supply Air Changes: 1.5 AC/hr Volume: 1,516.0 cu.ft, Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 37 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 422 ft./min, Percent of Supply: 0 % Runout Air Velocity: 422 ft./min. Actual Winter Infil.: 7 CFM Actual Loss: 0203 in.wg./100 ft. Actual Summer Infil.1- 3 CFM S -Wall-16A15-0o -2 11.2 X 9 100.4 0,066 61 610 0.6 0 57 E -GIs-A4A-6-d gh gq-032 16 O.320 ... 22.7 __164-, 35A 0 566 Subtotals for Structure, 1,534 0 673 In l,. Win.: 7.0, Sum,: 3.3 164 3,344 547 0,355 -93 58 AFI Excursion: 50 Room Totals: ..... . - ----- 2,081 -93 781 ------ C'kProgram Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2:11 PM Room Length: 692.1 ft, System Number: 209 0.9 Room Width: 1.0 it. Zone Number: 0.068 4.8 Area: 692.0 sqft. Supply Air: 25 CFM Ceiling Height: 9,0 ft, Supply Air Changes: 02 AC/hr Volume: 6,229,0 cu.ft. Req. Vent. CIg: 0 CFM Number of Registers: 1 E -Wall-Blanket 2 12,7 X 4 Actual Winter Vent,: 0 CFM Runout Air: 25 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 281 ft./min. Percent of Supply: 0 % Runout Air Velocity- 281 ft./min, Actual Winter Infil.: 16 CFM Actual Loss: 0,091 in. .1100 ft. Actual Summer Infil.: 8 CFM S -Wall-Blanket 2 10,8 X 4 413 0.068 4.8 209 0.9 0 39 W -Wall-Blanket 2 2.6 X 4 10.5 0.068 4.8 51 0.9 0 10 S -Wall-Blanket 2 4.9 X 4 197 0.068 4.8 95 0.9 0 18 E -Wall-Blanket 2 6 X 4 23.9 0.068 4.8 115 0,9 0 22 E -Wall-Blanket 2 12,7 X 4 50,9 0,068 4.8 246 0.9 0 46 S -Wall-Blanket 2 15.4 X 4 61.7 0.068 4,8 298 0.9 0 56 W -Wall-Blanket 2 31.8 X 4 127.3 0.068 4.8 615 0,9 0 116 Floor -21 A-32 I X 692.1 692.1 0,020 1.4 983 0.0 0 0 Subtotals for Structure: 2,840 0 350 Infil.: Win.: 16.5, Surn,: 7.8 385 3.341 1,285 0.356 -218 137 'AAD Excursion: 33 Room Totals: 4,125 -218 520 C -\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 16, 2016, 2 � I I PI C\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2 11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, lnc 8 8 Heating and A/C to 3380 Quail Ct Plan 7011 Room Length.. 21 .1 ft, System Number.. Room Width. 1.0 ft. done Number, Area: 218.0 sq.ft. Supply Air: 123 CFM Ceiling Height- %0 ft. Supply Air Changes: 3.4 AC/hr Volume: 2,181,0 cu,ft. Req, Vent. Gig. 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 62 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 314 Umin, Percent of Supply: 0 % Runout Air Velocity: 314 ft./min. Actual Winter Infil.: 14 CFM Actual Loss: 0.064 in.wg,/l 00 t Actual Summer I nfil..- 7 CFM 12 NW -Wall- I 2F-Osw 2.6 X 10 14.5 0.065 4,6 67 0.7 0 11 N -Wall-12F-Osw 7.9 X 10 40.6 0.065 4,6 187 OY 0 30 NE-Wall-12F-Osw 2.4 X 10 14.3 0.065 4.6 66 01 0 10 N -Wall-12F-Osw 1,6 X 10 16.4 0.065 4,6 76 0.7 0 12 E -Wall-12F-Os 5.2 X 10 52,5 0.066 4,6 242 0.7 0 39 W-Wall-12F-Osw 12.1 X 10 91 A 0,065 4.6 422 07 0 67 NW-GIs-A4A-6-d shgc-0.32 O%S 11.1 0.320 22.7 252 251 0 279 N -GIs-4A-6-o shgc-0.33 100%S 28.2 0.330 23.4 661 11.7 0 330 N -GIs-A4A-6-d shgc-0.32 100%S 10 0.320 227 228 11.4 0 114 NE-Gis-A4A-6-d shgc-0.32 O%S 9.4 0.320 227 214 261 0 236 W -GIs-A4A-6-d shgc-0,32 OTS 15 0.320 227 341 35.4 0 531 W-Gls-A4A-6-d shgc-0.32 O%S 15 0.320 223 341 35.4 0 531 UP -Cell -16D-50 243.9 X 1 243.9 0.020 1.4 0.5 127 Subtotals for Structure: 3,519 0 2,329 Infil.: in.. 14.3, Sum.. 6.8 335 3.342 1,119 0.355 -190 119 AED Excursion:168 Room Totals: 4,638 -190 2,616 C\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2 11 PM (Inc. B %&(3 3380 Ouall Ot Plan 701 He tingInd 1;0!� J�� 0 Calculation Mode: Htg. & c1g, Occurrences-, I Room Length: 124.0 k System Number: I Room Width: 1.0 ft. Zone Number, I Area: 124,0 sqK Supply Air: 53 CFM Ceiling Height: 10.0 k Supply Air Changes: 2,5 AC/hr Volume: 1,240.0 cu,ft. Req. Vent. Cig: 0 CFM Number of Registers- 1 Actual Winter Vent.: 0 CFM Runout Air. 53 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 386 ft./min. Percent of Supply: 0 % Runout Air Velocity: 386 ft./min. Actual Winter Infil.: 4 CFM Actual Loss: 0A24 in.wq./I 00 ft. Actual Summer Infil.: 2 CFM }h3 wY W Z W -GIs-A4A-6-d shgc-0.32 O%S 25 0.320 22.7 568 35.4 0 885 UP-Ceii-16D-50 124 X 1 124 0.020 1.4 __176 0.5 0 __6 . Subtotals for Structure: 1,113 0 1,008 Infil.: Win,. 4.5, Sum,: 2.1 105 3,343 351 0.352 -60 37 AD Excursion: 72, Room Totals: 1,464 -60 1,117 C'.iProgram Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J,rh9 Friday, April 15, 2016, 2:11 PM Room Length- 16.4 ft, System Number: 1 Room Width: 5,6 it. Zone Number: I Area: 86.0 sq.k Supply Air: 19 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 1.3 AC/hr Volume: 860.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 19 CFM Percent of Supply..- 0 % Runout Duct Size, 4 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 216 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 215 ft./min. Actual Winter Infil.: 2 CFM Actual Loss,- 0.054 in,wg./100 ft. Actual Summer Infil.: I CFM W -GIs-A4A-6-d shgc-0. 32 O%S 6 0.320 221 136 35.3 0 212 UP-Ceil-16B-38 86 X 1 86 0.026 1.8 159 1.2 0 103 Subtotals for Structure: 625 0 352 Infil.- Win.. 2.4, Sum.: 1.1 56 3,333 186 0.358 -32 20 AD Excursion:G.LFmm Room Totals: 711 -32 398 C:kProgram FilesNElite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2:11 PM Room Length: 188,3 lt. System Number: I Room Width: 1.0 ft. Zone Number: 1 Area: 188.0 sq.ft. Supply Air: 144 CFM Ceiling Height; 10.0 ft. Supply Air Changes: 4.6 AC/hr Volume: 1,8810 cu.ft, Req. Vent. Clg. 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air. 72 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 368 ft./min, Percent of Supply: 0 % Runout Air Velocity: 368 ft./min. Actual Winter lnfil,: 7 CFM Actual Loss: 0.088 in.wg,/100 it. Actual Summer lnfil,: 3 CFM 14 E -Wall-12E-2sw 0.8 X 8 6.5 0,063 4,5 29 OY 0 5 S -Wall-12F-Osw 2 X 10 20,5 0.065 4.6 95 07 0 15 W -Wall-I 2F-Osw 10.8 X 10 83.3 0,065 4.6 384 07 0 61 W -GIs-A4A-6-d she-0,32 QTS 25 0.320 22.7 568 35.4 0 885 UP-Ceil-1613-50 1883 X 1 1883 U20 IA 267 98 Subtotals for Structure: 1,434 0 1,078 lnfil,: Win.: 6.6, Sum.: 3.1 155 3.342 518 0,355 -88 55 A Excursion: 197 0 1733 I Room Totals: 1,952 488 3,063 Color television 683 0 100 1 UO 004 u Laser printer 512 0 100 100 512 0 Total 1733 0 C\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J,rh9 Friday, April 15,2016,211 PM 1 SA ft, System Number* 213 ft Zone Number: 8U sqft Supply53 10.0 ft. SupplyAir Changes: 810O cuft Req. Vent. Clg: w 61 _ 0.020 __. _. 1 A Actual •. CFM Percent Subtotals far Structure. Actual •. Percent 219 ft,lmin, Actual ♦ y • • MF y M T :.. Actual Summer W -Wall-12F-Ower 5.2 X 10 46 0.065 4.6 213 0.7 0 34 W -GIs-A4A-6-d sh a-0.32 O%S 6.5 0.320 22.7 147 35.3 0 226 UP—Cei1-1,60 50 61 X 1 _ w 61 _ 0.020 __. _. 1 A fi.5 _ # _ 42 Subtotals far Structure. 717 0 343 Inl.. Wn.. 4.5, urn,. 2.1 105 3343 359 0.352 -60 37 AED xcursion, ,..e.....,.... ........:m'm+.nwxw.n.«n... mm:...wwvw.v....uw..u.....w o-v:«.......V....:ww.nu+mmm..+u».mn i.. .+x»,.+... 2 v .i».. Ream Totals: 1,066 -60 406 C:\Program Pllas\ElitatRhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh6 Friday, April 15, 2016, 2:11 P Room Length: 15.4 k System Number: I 07 Room Width: 118 ft. Zone Number: I 4.6 Area: 197,0 sq.ft. Supply Air: 68 CFM Ceiling Height: 10.0 ft, Supply Air Changes: 1.8 AC/hr Volume: 1,974.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 UP-C.eil-16D-50197.4X,-1 --.------197,.4 Actual Winter Vent.: 0 CFM Runout Air: 58 CFM Percent of Supply,: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 424 ft./min. Percent of Supply: 0 % Runout Air Velocity: 424 Urnin, Actual Winter Ink: 18 CFM Actual Loss: 0.149 in../100 k Actual Summer Ink: 8 CFM S -Wall-126-0sw 15.4 X 10 119.3 0.065 4.6 551 07 0 88 W -Wall-I 2F-Osw 12.8 X 10 128 0,065 4.6 591 07 0 94 S -GIs-A4A-6-d shge-0.32 O%S 18 0.320 22.7 409 17.9 0 322 S -GIs-A4A-6-d shgc-0.32 O%S 16.9 0.320 227 383 17.9 0 301 UP-C.eil-16D-50197.4X,-1 --.------197,.4 U20 IA ----,Z8_0 -0 103 Subtotals for Structure: 2,805 0 1,002 Infil.: Win.: 17.6, Sum.: 8.3 410 3.342 1,371 0.356 -232 146 AEC Excursion: Room Totals: 4,176 -232 1,227 C.*\Program Files\Elite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15, 2016, 2:11 PS Room Totals: 1,551 -53 400 — -- — --------- C:\Program Files\Elite\Rhvac 91Projects\Creekside Homes Plan 701 Manual J,rh9 Friday, April 15,2016, 2:11 PM KID -14# UNWRIO 54 S -Door-I IG 3 X 6.7 20 0.540 38.3 767 11.9 0 238 UP-Ceil-16D-50 93.7 X 1 93.7 0.020 IA .__133 0.6 -0 Subtotals for Structuw 1,239 0 341 InfiL: Win.: 4.0,1.9 93 1338 312 0.353 -53 33 AED Excursion: 26 Room Totals: 1,551 -53 400 — -- — --------- C:\Program Files\Elite\Rhvac 91Projects\Creekside Homes Plan 701 Manual J,rh9 Friday, April 15,2016, 2:11 PM Room Length: 218.8 ft, System Number: 1 OY Room Width: 1.0 ft, Zone Number: 1 4,6 Area: 219.0 sq.ft. Supply Air: 79 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 2.2 AC/hr Volume: 2,188.0 cu.ft. Req. Vent, Cig: 0 CFM Number of Registers: 1 S -Wall-12F-Osw 07 X 10 Actual Winter Vent.: 0 CFM Runout Air: 79 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent,: 0 CFM Runout Air Velocity* 402 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 402 ft./min. Actual Winter Infil.: 11 CFM Actual Loss: 0.105 in wg./I 00 ft, Actual Summer Infil.: 5 CFM S -Wall-I 2F-Osw 0.7 X 10 6.6 0.065 4k 30 OY 0 5 S -Wall-I 2F-Osw 2.8 X 10 16.5 0.065 4,6 76 0.7 0 12 S -Wall-12F-Ow 4.2 X 10 19,2 0.065 4.6 89 OY 0 14 S -Wall-12F-Ow 2.7 X 10 15.1 0.065 4.6 70 0.7 0 11 S -Wall-12F-Osw 07 X 10 6.6 0.065 4.6 30 0.7 0 5 W -Wall-12F-Osw 2.6 X 8 21 0.065 4.6 97 01 0 15 S -GIs-A4A-6-d shgc-0,32 13%S 11.9 0.320 221 271 17.0 0 203 S -GIs-A4A-6-d shgc-0.32 43%S 23.2 0.320 22.7 528 15.0 0 349 S -GIs-A4A-6-d shgc-0.32 131#S 12 0.320 221 273 17.0 0 204 UP-Ceii-16D-50 218.8 X 1 218.8 O 020 IA 0,5 0 114 Subtotals for Structure.- 2,321 0 1,019 Infil.: Win.. 10.7, Sum.: 61 250 3,342 837 0,355 -142 89 AEN Excursion: 108 400.__ 460 Room Totals: 3,158 258 1,676 C:kProgram FileskElitekRhvac 9kProjectskCreekside Homes Plan 701 Manual J.rh9 Friday, April 15,2016,211 PM Room Length: 112 ft. System Number: I Room Width: 7,9 ft, Zone Number: I Area'. 88,0 sqI Supply Air: 45 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 3.1 AC/hr Volume: 879,0 cu.ft. Req. Vent. CIg.* 0 CFM Number of Registers: I Actual Winter Vent., 0 CFM Runout Air: 45 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent,: 0 CFM Runout Air Velocity'. 328 ft./min. Percent of Supply: 0 % Runout Air Velocity.* 328 ft./min. Actual Winter Infil.: 7 CFM Actual Loss: 0,090 in.wg./100 t Actual Summer Infil.: 3 CFM 7, 6 'E S -Wall-12F-Os w 11.2 X 8 89,3 0.065 4.6 412 01 0 66 E -Door-11C 2.7 X 6.7 17.8 0.540 38.3 683 11.9 0 212 UP -Cell -16D-50 87.9 X 1 87.9 0.020 1.4 125 0.5 0 46 Subtotals for Structure: 1,429 0 357 Infil,: Win.. 6.5, Sum.: 3.1 152 3,342 509 0,355 -86 54 AED Excursion: 61 Get meat, _478 Room Totals: 1,938 -86 950 10 percent to space Vented clothes dryer -10 1707 0 50 50 427 0 percent to space Total 478 0 C:\Program Files\EliteXRhvac 9kProjects\Creekside Homes Plan 701 Manual J.rh9 Friday, April 15,2016,211 Fj Room Length: 11.2 ft. System Number: I 1024 Room Width: 11M0 it. Zone Number: 1 100 Area: 123.0 sq.ft, Supply Air: 197 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 9.6 AC/hr 1732 Volume: 1,230.0 cu.ft, Req, Vent. Ci: 0 CFM 1000 Number of Registers: I 100 Actual Winter Vent.: 0 CFM cubic feet Runout Air: 197 Cli Percent of Supply.: 0 % Runout Duct Slze: 8 in, Actual Summer Vent.: 0 CFM 3285 Runout Air Velocity: 564 Umin. Percent of Supply: 0 % Runout Air Velocity: 564 ft./min. Actual Winter Infil..- 4 CFM Actual Loss: 0.137 in.wg./100 t Actual Summer Infil.- 2 CFM UP-Ceii-160-50 122.9 X 1 1122m9 O 020 1.4 _175 O 5 0 64 Subtotals for Structure,- 582 0 129 Infil.: Win.: 3. 8, Sum.. 1.8 88 3.346 295 0.352 -50 31 AED Excursion: 268 People: 200 lat1per, 230 sen/per: 2 400 460 gguli 862 3285 Room Totals: 877 1,212 4,173 Dishwasher 4096 1433 100 25 1024 358 Cooking range vi hood - 0 0 100 100 0 0 four burners on high heat Microwave 4.949 1732 75 25 928 325 Refrigerator or freezer -16 1000 0 100 100 1000 0 cubic feet Total 3285 862 1 13 111 REIM Calculation Mode: Htg, & c1g. Occurrences: Room Length: 120.8 ft. System Number, Room Width: 1.0 ft. Zone Number: Area: 121.0 sqI. Supply Air: 132 CFM Ceiling Height: 10.0 k Supply Air Changes: 6.6 AC/hr Volume- 1,208.0 cu.ft. Req. Vent, Clg-. 0 CFM Number of Registers: 2 Actual Winter Vent. 0 CFM Runout Air: 66 CFM Percent of Supply,: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 336 ft./min, Percent of Supply: 0 % Runout Air Velocity: 336 ft./min, Actual Winter Infil.: 12 CFM Actual Loss: 0.073 in.wg./I 00 ft. Actual Summer Infil.: 6 CFM N -Wall-12F-Osw 11,2 X 10 7'1x6 0.065 4.6 330 01 0 63 E -Wall-I 2F-Osw 10.8 X 10 92.3 0.065 4.6 426 01 0 68 W -Wall-I 2F-Osw 5.9 X 10 22.5 0,065 4.6 104 01 0 17 N -GIs-A4A-6-d shgc-0,32 100%S 40 0.320 22,7 909 11.4 0 454 E -GIs-A4A-6-d shgc-0,32 O 16 0.320 22Y 364 35.4 0 566 W -GIs-A4A-6-d shgc-0.32 O%S 36.7 0.320 223 834 35.4 0 1,299 UP -Cell -16D-50 120.8 X 120,8 0.020 1.4.—_ 179-- 0,5----- 0 -- 63 Subtotals for Structure: 3,139 0 2,520 Infil.: Win.. 11 .9, Sum. - 5.7 279 3.343 933 0.358 -158 100 AED Excursion: 180 Room Totals: 4,072 -158 2,800 C:\Program Files\Eiite\Rhvac 9\Projects\Creekside Homes Plan 701 Manual w: April 15, 2016, 2- 11 1 Room Length: Room Width: Area: Ceiling Height, Volume'. AAxfw1O1#O-Ak#A&v-J"-Uw1* Runout Air: Runout Duct Size: Runout Air Velocity: Runout Air Velocity: Actual Loss: 2621 ft. System Number: 1.0 ft. Zone Number: 262.0 sq -ft. Supply MO ft Supply Air Changes. - 2,621 O cu.ft. Req, Vent. Clg: I N -GIs-A4A-6-d shgc-0.32 100%S Actual Winter Vent,, 52 CFM Percent of Supply.: 5 in. Actual Summer Vent.: 382 ft./min. Percent of Supply: 382 ft./min, Actual Winter lnftl,: 0,122 100 ft. Actual Summer Infil.: N -GIs-A4A-6-d shgc-0.32 100%S 42 0320 221 954 11A 0 477 N -GIs-A4A-6-d shgc-0.32 1 00%S 15 0.320 22.7 341 113 0 170 N -GIs-A4A-6-d shgc-0.32 100%S 10 0,320 227 227 11.4 0 114 UP-Ceil-1613-50 262.1 X 1 262,1 OMO 1.4 ---372 0,5 0 136 Subtotals for Structure- 2,372 0 973 lnfil,: Win.: 7. 3, Sum.: 3,5 171 3.341 570 0,358 -97 61 AEC Excursion: 71 Room Totals: 2,942 -97 1,105 I Basement Rec 664 5,754 75 2-6 399 3,326 -213 451 157 Room 2 Bedroom # 3 163 3,093 40 1-4 464 859 -131 39 41 Basment Bath 69 492 6 1-4 21 40 -20 2 4 Bedroom # 4 168 2,081 27 1-4 422 781 -93 36 37 5 Crawlspace 692 4,125 54 1-4 281 520 -218 24 2 6 baster Bedroom 218 4,638 60 2-6 314 2,616 -190 119 123 M Bath 124 1,464 19 1-5 386 1,117 -60 51 53 WLC. 86 711 9 1-4 215 398 -32 18 19 Study 188 1,952 25 2-6 368 3,063 -88 139 144 10 Bath # 2 81 1,068 14 1-4 219 406 -60 18 1 11 Bedroom # 2 197 4,176 54 1-5 424 1,22.7 -232 56 58 12 Foyer 94 1,551 20 1-4 216 400 -53 18 1 13 Dinning Room 219 3,158 41 1-6 402 1,676 258 76 79 14 Laundry 88 1,938 25 1-5 328 950 -86 43 45 15 Kitchen 123 877 11 1-8 664 4,173 1,212 190 197 16 look 121 4,072 5 -6 336 2,800 -158 127 132 17 Creat Room _ _..__.._ _ 262_.e...__194_ _ 3 ... �. 382 1 105. �-97 _ 0 m 2 . ....Sky tem 1 total w _3 557 44,092 R. 573 25 454 .. X261 - ___J,200 System 1 Main Trunk Size. 2012 in. Velocity: 600 ft,/min Loss per 100 ft«. 0.045 in.wg a. ;, ' ,..• wa,nwuu, .,';,' ., . ,;\.,,awaea,awit� aay....�'wvwwuwlw,i':.uvssam;. '..,,. ,• ,,, .p , ., st, to i - a..wwkV�w1k;w ,• 1 1} i ��A�`•� } i t �}�i 1� 1 1 t b t 1 l k3 i i i" i, ' 1�+�€ �.wauFwuaii.� t �tl vw.,.u... 1 � W:wS'w�`wx�uwW'wiwz`wtww:+wr1 ewaa»,wew.ww„aw..w.,a.� Diet Reu�red. 2.12 .w.aw..:.Wa...a•.a �w�+wa�.M 101 °.� t �1 °,� 25,454 w.wa�»uw...l„ � -261 25,454 Recommended. 2.83 7°l� t 5°10 25,454 8485 338939 Actual. 3.54 75%/25% 31,875 10,625 42,500 4: .� f xiwuw,.„„w+<M ,• pl�paayy,, w..w..m....aww....wawa.. ...u.r. «m«..w aw,u... wat.:..v1'.a2/w'.�xw wuWw.. saaww{{'))uwQwn{�a ' „` •.•" u«,,wMw„ww«+.w,u•„wk.aww„..x ,•,•• .n»,„ Type. a[('yy BAd• qM Natural Cas Furnace Standard Air Conditioner Model: TUX080C942D* 4TTX4042B1T 05004+4AYTXVH- Indoor Model: Brand: XR0 XI -14i Description: Natural Cas or Propane Furnace Standard Air Conditioner Efficiency: 92,1 AFt1F 13 SEER Sound: 0 0 Capacity: 75,000 Btuh 42,500 Btuh Sensible Capacity: nla 31,875 Btuh Latent Capacity: nla 10,625 Btuh AHRI Reference No,: nfa 647274 C:\Program FileskElite\Rhvac WrojectskCreekside Homes Plan 701 Manual J,rh9 Friday, April 15,2016,Z 11 PM MiTek USA, Inc. 7777 Greenback Lane Suite 109 Re: LC CSQH701 Creekside / Quail 701 A Lot 2 The truss drawing(s) referenced below have been prepared by MiTek tJSA, Inc, under my direct supervision based on the parameters provided by ProBuild - Colorado Springs. Pages or sheets covered by this seat: R47193699 thru R47193756 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSVTPl I section 6.3 These truss designs rely on lumber values established by others. Suitability of truss designs for any particular building is t e responsibility of the building designer, not the Truss Engineer, per ANSIfTPI-1, Chapter 2. *014' April 28,20 16 Hernandez, Marcos get-�n—zibxfif-y sole4LJG1xJbf' truss components shown, The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 7.4-10 7.1-2 4.4.1 6-5.13 21.8.7 8.0&922 12 12 23 ED 57 68 56 69 55 54 53 52 51 50 49 48 47 46 45 44 43 41 40 39 38 37 36 35 34 33 32 31 30 9x9 fi 34 = 34 == Us "• 3x6 = 42 3x4 Ii 3x10 li 3z6 3x6 -- sire LOADING (psi) SPACING- 2-0-0 CSP. � DEFL, in (too) Vde1i Lid PLATES GRIP TCL-_ 30.0 Plate grip DOL 1,15 TC 0.96 Vert(LL) -0,07 56-57 >999 240 MT20 1971144 TCDL 16.0 Lumber DOL 1,15 SC 0,37 Vert(TL) -0,9556-57 >999 160 BCLL 0,0 Rep Stress Incr YES We 0.34 Horz(TL) 001 30 nta are BCDL 7 0 Code IRC2012lTP12007 (Matrix M)Weight: 385 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 90-0.0 oc puffins, except SOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 cc purlins (2-2-0 max.), 1-4, WEBS 2x4 SPF No,2 BOTCHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: OTHERS 2x4 SPF No,2 10-0-0 cc bracing: 56-57,55-56.54-55,53-54,52-53,30-31. v*BS 1 Row at midpt 2-55, 7.52,12-47,11-58,13-46,14-45,15-44 ,16-43,17-41,18-40 JOINTS 1 Brace at Jt(s): 1 58, 59, 60 62 63 Mif recommends that Stabilizers and required cross bracing 'installation be installed during truss erection in accordance with Stabilizer REACTIONS. All beatings 28-5-0 except (JI -length) 57 -Mechanical. (tb) - Max Horz 57=-445(LC 90) Max Uplift All uplift 100 to or less at joints) 47, 49„ 50„ 51, 45, 44, 43, 41, 40, 39, 38, 37.36, 35, 34, 33,32 except 57--120(LC 8), 52=•165(LC 12), 30=-180(LC 18), 31=-188(LC 12) Max rav All reactions 250 to or test at joints) 47, 30, 48, 49, 50, 51, 46, 45, 44, 43, 41, 40, 39, 38, 37, 36, 35, 34, $3, 32 except 57=943(LC 18), 52=1463(LC 1), 52=1463(LC 1), 31=339(LC 18) FORCES. f Max. Comp.fMax. Alt forcesi w. or less except when shown, Q*!' i 4-5-291326, t i-11-53/254,11-12-651269� 12-13--65/264,BOTCHORD 57-68=-2741344,56-68--27413,44,56-69=0/790, 55-69-01790,54-55-351357,* 53-54--341357, 52-53-34/357, 51-52-3511242, i*49-50-351/242, 48-49=-3511242, 47-48=-3511242 Mi' 4-63--9721173, 62-63=-952/174, 52-62-9471170, 7-52--436166, 60-61-28/261, 59-60--291253, 58-59=-281254,29-31=-253/273 NOTES- 1) zone;Ca ll� Exp C; enclosed� MWFR$ (directional) and C-0 Exterior(2) 0-1-12 to 3-1-12, Initerior(l) 3-1-12 to 25-3-9, Exterior(2) 25-3-9 to 28-3-9 and right exposed;and right exposed;C-Cfor members and forces Lumber 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry ..w..e End Details as applicable, or consult qualified building • f +en er * f^•drainagei 5) Alt lates are 2x4 unless otherwise indicated. WARNHNQ • Varttydetrapiparansetars and READ NOTES ON THIS AND INCLUDED 3IrEK REFERENCE PAGE 1161-747,71`04 i0F091$9ib BEFORE USE. Design valid tar use candy ;with Water connectors This design is based only upon Parameters shown, and ss for on indiveluot pursuing component not a truss system. Before use, the founding designer must verify the opplicabikty, of design parameters and property incorporate this design into the owe ns" building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional teorporary and Per ent bracing I Is aluosys reduced for stab3tty and to prevent colopse y0r, possible personal inf try and property da e. for general guidance regarding the fabrication, storage. delivery,erection and bracing of trusses and Muss systems, seeANSt/tPt1 QuaBtY Cdteaia,. 056-84 card SCSI BmrNd6sag Cearopaners! 77'77 Greenback lane Sataty dnd n Suite TBS avattabie from Truss Plate insbifute, 218 N, lee Street, Suite 312, Alexandria, VA 22314, Citrus hhtssttai. C.g.1c` April 28,2616 NOTES - 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) Gable studs spaced at 1-4-0 oc, 8) This truss has been designed for a 10..0 psf bottom chord live toad nonconounent with any other live loads. 9) ` this truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3- tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 7.Opsf. 10) Refer to glyder(s) for truss to truss connections, 11) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 47, 49, 80, 51, 45, 44, 43, 41, 40, 39, 38, 37„ 36, 35, 34, 33, 32 except ({t -lb) 57=120, 52165, 30-160, 31-188. 12) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord.. WARNING. Vero deafgrianxnotersand READ NOTES ON INS AND JNCtrlDED UTEK REFERENCE PAGE AV4473 rev. 14=2016 BEFORE USE. Design valid Petr use only with WTek* connectors. The design is based onty upon parameters show, and is for on indiAduat buikitng component, not is muss system. Before use, the building designer must verify the appicobViity of design parameters and property incorporate this design into the overact butiding design Bracing Indicated is to prevent buckling of individual truss w*b and/oar chord members only. Additional temporary and peroyarrent btac3ng KK is aiways required for doi gify and to prevent coParee with possible persanot inkiry and property damage. For generd g6donce regarding the fabrication, storage:, detavery, erection and tracing of trusses and truss systen's. see ANSI/TPt1 Qua y CrBe4c, DS8-S9 and SCSI SoNding Component 7777 Greenba,* Lane solely nuormatton ovoiiable from Truss Plato Institute, M N. tee Street. Suite 31Z Atexondrio, VA 22314. I 5etni 149 I CrtnD Netghks- GA .QS± 8-0-6 2-9-1 6-6-13 7-1-10 7_1Ao 7-6-2 19 26 is 27 17 16 28 15 Zp 14 13 12 11 314 11 5"6 = 4X8 = 4A 3x4 id I LOADING (psf) I SPACING- 2-0-0 CSI. DEFLt in (9cc) Ifralt Lid g PLATES GRIP TCLL 30,0 1 Plate Grip DOL 115 TC, OV Vert(LL) -0,10 13-15 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 BC 0,50 Vert(TL) -0.21 13-15 >999 180 BCLL 0,0 Rep Stress Incr YES " 099 Horz(TL) 0.04 11 The The BCDL 7,0 Code IRC2012frPI2007 (Matrix M} Weight: 250 1b FT - 0% LUMBER- BRACING- TOPCHORD 2x4 SPF N0.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-3: 2x4 SPIT 2400F 2,4E 2-0-0 oc purlins (6-0-0 mass,): 1-4, BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing, Except: VVEBS 20 SPF No,2 6-0-0 oc bracing: 16-17,15-16, WEBS I Row at mirlpt 1-19,2-17,5-16, r,-15,7-15,9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 19-794/Mechanical, 16-295710-5-8, 11+ Max Harz 19=-462(LC 10) Max Uplift 19-124(LC 8), 16--224(LC 12), 11-7 1 (LC 12) Max Grav 19-882(LC 23),16-2957(LC 1), 11-1387(LC 1) FORCES. (lb) - Max. Comp./Mass. Ten, -All forces 250 (to) or less except when shown, TOPCHORD 1-19-820/192, 1-20-6731161, 20-21 -573/161, 2-21-.573/161, 4-5=01569, 5-23=-580/207,6-23-4541238, 6-24=-421/236, 7-24-591/204,7-8-10811224, 8-9--1334/162, 9-25-1712/194, 10-25--1853/151, 10-11--1336/167 BOTCHORD 19 -26= -270/382,18-26=-270/382,18-27-111701,17-27-11/701,16-17-2811271 16 -28= -568/296,15-28--568/296,15-29=011055,14-29-011055,13-14=011055, 12-13--8511531 WEBS 1-18-169/761, 2-18-3981199, 2-17-921/156, 4-17-531701, 4-16--6791145, 5-16--20591245, 5-15-9011410,7-15--11131212,7-13--27/515,9-13--5811147, 10-12--25M365 NOTES - 1) Unbalanced roof live loads have been considered for this design, �7) -1 rits-11 t *1 ez uawti Vol an.. -­ U, Z fit between the bottom chord and any other members, with BCOL - 7.Opsf, 8) Refer to girderts) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 W uplift at jointia) 11 except Ot-lb) 19-124,16-224 10) "Semi-rigid pitchbreaks with fixed heeIs" Member end fixity model was used in the analysis and design of this truss, ,&WARNING. Verify designpiwaffleters and READ MOVIES ON CKS AND INCLUDED ANTEK REFERENCE PAGE W7473 rev. 1""014BEFORE USE. Design vo0d for use ontyMth MT" connectors, The design is based 0* upon Porarnetet, shdvvn, and is tot On individual buliong con ant, not a truss system. Before use, the building designer nwO verify the opelficotbetY Of design poronreten and property Incorporate this design into the overall buitding design, stacing; hdL-ated as to prevent bvck*V of trisfividush truss "is and/or, chord members onfit. Additional terriporory anti permanent bracing is ofyth,5 required for siobirty and to prevent co#opse Win possible personal injury and property dor e.. For generot guldonce restotsfins; the fabrication, storage, deWery, erection and bracing of busses and truss systems, see ANSt/Tril Queer Croatia, OSS -St and 4431 Building Component 7777 Gresirstisok Lane Safety Information ovoibitste tram Truss Plate buttvie. 2t8 N. Lee Street, Suite 312, Atexondrim VA 22314, suite 109 Cisrus Heights, CA-9tr April 28,2016 NOTES- 11) OT S-11) GraphicW puriin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. WARNING • Vanity _.. des7pn panemetsrs and READ NOTES ON T!^4'S AND INCLUDED WTEK REFERENCE PAGE IMfS-7473 rev, 10,V270e5 BEFORE USE. Design for vvith MiTe6.0 connectors, This design is based only upon parameters shown, and is for on individual evieling component, not valid use only a truss system. Before use the buirefing designer must verity the opplodbrkty of design parameters and propedy incorporate this design Into the overdl . Additiond temporary and e soneni bracing building design.. 9racing indicated is to prevent bucking of vrdMdud tnsss web and/or chord members ony. p ;� MiTek' is aiwzays required for stability and to prevent colopse witty posOnte mosonoi Wqury and property damage, For general gutdonce regarding the 77i7 Greenback !,.erre fabricaron, storage, delivery, erection and brocing of trusses and truss systems. see ANSVTPIt QAm,ffy Criteria, SSSS-49 and BCSI Su4dkag Component Safety fnformofiort avdtobie tram dross Plate Institute, 218 N. Lee Sheet, Suite 362. Atexandriaso VA 22314. Sudo 199 cases Heights. CA 95 ¢.. _ Ii?:cikGHQrtcak6Q3xi9bYZiGgyi:l.Hr-ueoYxR.KP_tPCrnKruYrflN zt cm z j.„.._......-.�.._8-8- ...._..._,t.....,..,".._ 9 _„-i 1.....,_._..__..,..}.._�.._ 589•i2 _"........._..... ,.. ^' '-?------."m......,� 8 6 6.8 6 5-5-1 6_5.73 7.1-10 7-1-10 7-5.2 Scale - 1-86,0 ses .„ 25 .„ 26 <1 16 27 ore La iS " 11 Sc RM LOADING (psfj SPACING- 2-0-0 CS1. I DEFL, in (log) Miall Ltd � PLATES GRIP TCLL 34.4 Ptah Grip DOL 1.15 TC 0,96 Siert(LL) 0.10 12-14 X989 240 MT20 1971144 TCIOL 18.4 Lumber DOL 11151 BC 0.49 ved(TL) -0 21 12-14 >999 180 BCLL 0,0 ` Re Stress [nor YES i 0 84 Horz(TL) 0.04 10 tats nta BCDL 7,0 Code IRC2012ITP12007 (Matrix M)Weight: 242 to FT - 0% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0.0 oc purlins (6-0-0 max.): 1-3, WEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing, Except; 6-4-0 oc bracing: 15-17,14-15. BS 1 Row at midpt 2.17, 3-15, 4-15, 5-14, 6-14, 8-12 MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 19.765/Mechanical, 15-340510-5-8, 10-1368fMechanica9 Max Horz 19--433(LC 10) Max Uplift 19--108(LC 8), 15--22 (LC 12), 10--731LC 12) Max tarav 19-637(LC 21), 15-3005(LC 1), 10=1368(LC 22) FORCES, M M,/Max, Ten. -All forces 250 (lb) or i TOPCHORD !ir ,1-20--5991140,2-20--599/140,2-21-275/102,3-21-272/104, 3 -4-301701,4-22-557/223,5-22-431/253,6-23-3%41237 6-23--553/205, 6-7-10551225, 7-8-1299/163, 8-24-16811195, 9-24--16221162, 9-10--1317/167 BOTCHORD .0 a a t » a12-13=* 61263, *a Fa 26, 11-12-8611503 WEBS •r a 8-12--5861147, 9-11--2611337 NOTES - 1) Unbalanced roof live loads have been considered for INS design. x! x art... *' * ! R.. t :.. • *. *.. w fit between the bottom chord and any other members, with BCDL - TOpst, •":^ a " ♦_ # • ♦ .+ •.: •� s. i Refer to girder(s) R M truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) 10 except (ft -lb.) a; 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, REFERENCE Q W7473i3 v. i dAi3*015 BEFORE USE. PA E WARNtNt3 • Y gn p stens and READ NOTES ONONTi�aS AND INCLUDED MM Deagn valid to use only width Wiresslir connecions This design B based only upon pammeters shown. and is for an incfNidual building component, noir a truss system Before use, the building desfigner must verify the opplfcabighr of design parameters and property incorporote this desugn into the overoft build ng design. Sracing indicoied is to prevent buckling of individual truss web ondlor chord members only Additional temporary and permanent bracing is always required for sta#a$ity and to prevent colopse with possible persona+ injury and property donroge. For general guedance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANIRI Pit Quay Criteria. FS6-69 and SCSI 6uBdirtg Component So" Intanistation ovat✓olyss from Truss Plate Institute, 2t8 K tee Street. Suite 312: Mexondfio, VA 2"`314, 94w 7777 Greenback lane probutid, colonstio Spit ,Ce 1,640 $ Uep ZV 4M 1 o - F — -- Oi dk6f-fgzQ I ok6Q3xII bYZI GgykLHr-ucoNYxLSKP, NOTES - 11) Graphical purfin representation Does not depict the size or the orientation of the puffin atong the top and/or bottom chord. WARWNG - VwW dasifirs paramaten; and READ NOM ON has AND INCLWED ANTE{ REFERENCE PAGE MY -7473 her 1"W20158EFOREUSE. Design volot for use only Wth Mffeeffi connectors. This design Is based 0* upon Parameters shown, and is for an individual eroding component, not a buss system. Before use, the building destgreo must verity the oppIcotAry, of design parameters and Property incorporate this design into the overall boWing desVn. Bracing indicated is to prevent buckling of individual truss web and/or chord members Only. Addiflond temporary and permanent bracing PMiTek is aturoys required far slablity and to prevent coicasse Win trosolde personal injury and property domoge. For general guidance regarding the fabrication, storage. deiNery, erection and bracing of trusses and truss systems, see ANSVTPII civolity Celeste, 659-89 and 4CSf flooding Component 7777 Greenback Lane i xondoo. VA 22314� softe, 109 Safety mlonswifee ovoilab* from Truss Plate institute, 218 N. Lee Street, Suite 312. Me Carus fheqhbl, CA 94 x•6-2 ��_. _ 1Q�S t5 ____ �a-s-�.? _.___w... 2s-�-��� � s2m�-s.__�__.�_m ��.a-,4 �7.0:� �... �a�_. t,.,m.,..._5-16,2 5"2-10....�.. ,..�.._..��..._....,8-1-1 ...a�._.m...........g6.5-13 � .....<...,..... 7.1-10 }....M.d...�.,. 7-1-10...a..........t..�..........._..�.: 75-2 .g Scale - 115 ,0 :- 6,00 (iz SX6 4x8 == 4X'6 = 3.4 11 LOADING (psf SPACING. 2-0-0 CSI, DEF/„. in hoc) ildeft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 11.99 vert(LL) -0.31 17®18 >726 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0,6417-18 >348 180 MT20HS 9491108 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.05 10 n1a n/a BCDL 7.0 Code lRC2012/TPt2 7 (Matrix -M) Weight: 230 to FT - 0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5,3-4: 2x4 SPF 165OF 1.5E 2-0-0 oc purlins (6-0-0 max.): 1-3.. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: SS 2x4 SPF No.2 6"0-0 Do cing: 14-15. BS 1 Row at midist 3-15,4-15, 5.14,6-14,8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 18-739/Mechanical, 15-304810.5-8, 10-13511Mechanicat Max Harz 18--405(LC 10) Max Uplift 18--94(LC 8), 15=-215(LC 12), 10--77(LC 12) Max Grav 18.612(LC 21), 15-3 (LC 1), 10-1359(L.0 22) FORCES. (to) - Max. Comp./Max, Tera. _ All farces 250 (Ib) or less except when shown. TOP CHORD 2-20--586166, 3-20--581/67, 3 -4 -581797,4 -2I -560f219, 5-21--423!275, 5-22--3881248, 6-22--5371219, 6"7-1050/234, 7-8-12821172, 8-23--16651198, 9-23--18071156„9-10--1308/169 BOT CHORD 17.18='33/650, 16.17--28/577, 1 -16--261577, 15-24=-581%239, 14-24-_5811239, 14-25=011011, 13-25=011011, 12-13-011011,11-12-8911489 B 2-18=-7881172,3-17=01351, 3-15=-11131175,4-15=-2383/300,4-14-5611416, 6-14=-1121/212,6-12--25/517,8-12--5891146,9-11-2811322 NOTES- 1) Csh11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 25-3-9, Exterior(2) 25-3-9 to 28-3-9 zone; cantilever left and right exposed � end vertical left and right exposed �C-0 for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL- 1 60 3) Provide adequate drainage to prevent water pending. 4) All pWaS are 0 plates unless Otherwise indicated, 5) All plates are 3x6 MT20 unless otherwise indicatecL * Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a I OO pet bottom chord live load nonconcurrent with any other live leads. fit between the bottom or and any other members,a e# 9) Refer to girder(s) for truss to truss connections, 11) "Semi-rigid pitchbreaks 12) Graphical Pullin representation does not depict the size or the orientation of the puffin along the top andfor bottom chord, 4YARsfava . Verify oWti r pitom aaws and READ NOTiS ON "OS RNA INCLUDED hOT£A REFERENCE PAGE -7473 rev. 100.31015 BEFORE USE. Design void dor arse only with MiTeFslir connectors %has design b based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer most verity the oppGcabGty of design parameters and property incorporate this design into the overall# buirding design. Bracing indreated B to prevent bucking of individual truss web orrd/dr chard members ants. Additional temporary” and permanent bracing is always required for stability and to prevent collapse vAth possible personal intswy and property damage,. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Arist(IF11 Gnash, Offend, ASS -89 and SC$I lulling Component Sotety lntomsallon ssvoiiotoe from Truss Plate Institute. 218 t Lee Street, Suite 312, Aiexondrira, VA 22.114. a WARNING . VwVy design pamosetars orad READ NOTES ON Olds AND #XLWED WTEK REFEREMCE PAGE M#-W3 rev. i "016 GE'FORE USE Design valid for only with MlakR connectofs. This design is based or y upon parameters shown, and is for on individual briadrng component, not Mit use a trots system. before use, the building designer most verity the oppidcobi56y of designs parameters and property incorpasolis this design into the overall individual truss Additional temporary and permanent piecing MlTek* buBdysg design, Bracing hritcated is to Prevent bus kfing of web and/or chord members outs. is always required fes stability and to prevent coi4apse with possibte personal injury and Property damage, For general guidance regarding the 77TP Greenback bene fabrication, storage, deltvery, erection and bracing at trusses and truss systems. see ANSttTPf 1 Gooey Cdtvdo. 658.89 and BCSt BaBdinp Component suite 109 Sotety 7nformallon ovoi able from Truss Ptote hrifituie. 218 r9. Lee Sheet, Suite 342, Alexandria, VA 223f4, Citrus Heitihts-'QA 95 21 20 19 18 17 27 1e 25 15 14 13 12 LOADING (psf) SPACING- 2-0-0 ( CSI. DFL, in (loc) ttdefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,95 � Vert(LL) -0.90 14-16 >999 240 � MT20 197/144 J(# TCDL 18.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.22 20-21 > 160 BCLL 0.0 Rep Stress Incr YES 0 87 Horz(TL) 0.05 12 fila fila BCDL 710 Code IR020121TPI2007 (Matrix M) Weight 236 tb FT - 0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPP No.2 2*0-0 ac purlins (6-0-0 max.): 1-3. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6.0.0 oc bracing: 17-19,16-17. BS 1 Raw at midpt 4-17, 6.17.7-16, 8.16, 10-94 __ _ _ Miiek recommends that Stabilizers and required crass braotr g be installed during truss erection, in accordance with Stabilizer m REACTIONS. (lb/size) 21-706/Mechanical, 17.310310-5.8, 12-13291Mechanical Max Harz 21-377(LC 10) Max Uplift 21-a 5(LC 8), 17-222(LC 12), 12- 75(LC 12) Max Grav 21.776(LC 21), 17 3103(L 1), 12-1351 ILC 22) FORCES. (1b) -Max, Comp,/Max. Ten, -All forces 250 (to) or less except when shown, TOPCHORD 2-23--825/61, t 7-24-393/266, 7-25-3681245, # r # i-1268)169, - 10-26--16531195,11-26--1795/153,11-12-1301/168 15-28=0/998,#r 6-16-7311534, i ! # 011-13-2611312 - M 1) Unbalanced roof live loads have been considered for this design, Referfit between the bottom chord and any other members, with BCOL 7,Opsf, to girder(s) to truss connections, kbugxg WAWNt3 • Vwfardestimperserfers and READ NATES ON TMS AND lNCLUDEO hN7'EK REFERENCE PAGE AW7471rov, 1A V313Ai5 BEFORE illi. Design valid for use only Mth MIeW connectors, This design 4 based only upon Parameters shown, and is for on individual building component, not a truss system, Thrive use, the buftdi ng designer must verity the appliicab ts, of design parameters and property hoc ate this design Into the overall building design. gracing indicated is to prevent bucking of individual truss web ondlor chord members only. Addfionaf temporary and permonent bu ssorag is oivveys required for stability and to prevent collapse with. prostate personal injury and property damage. For general guidance recording the fabrication, storage, delivery, erection and bracing at trusses and truss systems, see ANSIJTP11 Quality Criteria, oSb.bR And 801 building Component Safety Information avo obie from Truss Plate institute, 218 N. Cee Street, Suite 312, APexandrSa, VA 22314, wApmNG. vieffyfoagparameters and READ mare ON rMS AND iNCLUDEDN'TEK REFERENCE PAGE MY-7473rov, 140312016 BEFORE USE. Design void for use any YAth MTek-0 connectors. This design is based onts, upon poronnetres, shown. and is Tor on individual building cornssonerf, not PAN' a truss system Before use, the building designer must verify the appicabIly of design parameters and propro$y irscomismie If* design into the overall Additional temporary and bracing building design. Bracing indicated is to prevent korck0m; of individual truss web arepos chord members only. permanent is ahossys required for stabRity and to prevent coilopsy, with passible persond injury and prop" damage. For general guidance regarding the 7777 Griseirstick Lane lobricofien, storage, delivery, erection and bracing of tweet and truss systems, see AN$I/TMIQvot#yC(#Oda,DSS-89and 4C$IlvOdlngComponent Sufte 109 Safety tryformartfors ovaiHobits from Truss Note institute, 218 N, Lee Street, Wife 311 Airoandrim VA 22314. Citrus Hikaht& CA 95 5-4-11 6-9-14 6-9-14 b -f -lo f-lu-v -u om R� imm 22 21 20 19 IM = 27 4x10 = 28 14 is 12 11 3X4 11 Us Us = 4X8 2A6 It 3X4 id 3X8 = 3x4 ti are 4XS N LOADING lost)SPACING- 2-0-0 CSI. OEFL, in (toe) Vdefl told PLATES GRIP TCLL 30,0 Plate Grip DOL 115 TO 0,89 Vert(LL) -0,09 11-12 >999 240 T20 1971144 MMT20HS TCDL 18,0 Lumber DOL 4"15 BC 0.43 Vert(TL) -0,24 12-14 >999 180 1481108 BCLL 0 - Rep Stress Incr YES WB o go Horz(TL) 0.03 11 n1a n/a SCDL 7.0 Code IRC2012/TP12007 {Matrix M) Weight: 242 lb FT - 0% LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 8-10: 2x4 SPF 165OF 1.5E end verticals, and 2-0-0 cc purlins (4.5-9 max,): 1-2. BOT CHORD 2*4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing, Except: WEBS 2x4 SPF No.2 6-0-0 cc bracing: 18-19,16-17. WESS I Raw at midpt 3-17,6-16,7.16,9-15 2 Rows at IM pis 5-18 ------------- MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Lbe InsIA[4t- REACTIONS. (Ib/size) 22-673/Mechan",11=1297IMechanical,18-316810-5-8 Max Horz 22-349(LC 10) Max Uplift 22-35(LC 12), 11-7 7(LC 12), 18-218(LC 12) Max Grav 22-737(LC 21),11-1340(LC 22),18-3168(LC 1) FORCES, (to) - Max Cornp,/Max, Ten, - Ali forces 250 Qb) or less except when shown, TOPCHORD 1-22--697/110, 1-23--1164196, 2-23--1161/97, 2-3-4251165, 3-4--671792, 4-5=0/1050, 5-24-481/214,6-24--3531243, 6-25--350/233,7-25--497/200,7-8-10831226, 8-9-12591159,9-26-1631/202, IG -26--1786/153,10-11-12861172 BOTCHORD 21 -22 -289/340,20 -21-.7611187,19-20-76/1187,17-27=-832/`287,16-27-834/287, 16-28=0/968, 15-28=01970, 7-15--42/629 WEBS 1-21--112/1182, 2-21--376195, 2-19-976/150, 3-19-0/449, 17-19-190/263, 3-17-1102J192, 5-16-76/1673,6-16-33913,7-16-1154/207,12-15=-9011405, 9-15-583/161, 9-12-30V93, 10-12-16/1257, 17-18=-3130134 5, 5-17-2486/281 ONOTES- 1) Unbalanced roof live loads have been considered for this design, i) - I nis uOue IN 3 fit between the bottom chord and any other members, with SCOL = 70pl;C 8) Refer to girder(s) for truss to truss connections. li-�, %virito 09te caosrble of withstanding 100 lb uplift at lointi a) 22, 11 except OtIlb) April 28,2016 ,&WARNNO. Vivierdostgripant erat. and READ NOTES ON IMS AND INCLUDEVOTEX REFERENCE PAGE 1101-7473"V. TAMOV2015 BEFORE USE, Design votild for use only Win WrekSr connectors. This design is based only upon porameien shorn, and 4 for on individual buRding component, hall a inny system. Before use, the building designer must verily the oppficobtfity of design posonsirters and property incorporate the design into the ovetafl bulkling design. tsfackig indicated is to prevent buckling of individual Imp web ond/or chord members only, Additional temporary and permonent brOCing is okyssys required for stabRity and to prevent collapse vAm poWlee personoi injury end property damage. For general guidance regarding the 7777 Griestessitk Lane fabrication, storage, delivery, erection and bracing at trusses and truss systems, see ANSuTpjj Quality Cdloda, D5849 and SCSI trading Component Salotylssfornsaflon ovaiiable hom Truss Plate institute, 218 N, Lee Streef, Suite 3M Alexandra. VA 22314, Suite 109 Ctir"Hokifti CA 99 NOTES- 11) OTES«?73 Graphical puffin representation does not depict the size or the orientation of the puciin along the top and/or bottom chord. _.._WA - Ni . Verstry ._- desiltripahretefedisod REACT NOTES ON THIS AND PNCLUDEQ ARTEX REFERENCE PAGE M-7879 fay. 1"W2015 BEFORE USE. Design valid for use only with roffekai connectors, This design e based onty upon parameter% shown, and is for an individual buvkdirrg colnuonent, not a truss Wiiem, Before use, the building desDr ser must verify The applicability of design pararneters card property incorporate this design into the overall buikling design,. Bracing indirafed is to Wevent buckling of dndlviduat truss web and/or chord members arty. Additional ternpos ary and permanent bracing is otwoyx rezpuked for stability and to prevent coAapse WIh possible personal inkAy and property damage, For genera+ guidance regreding the fabrication, staresge, deRtv", erection and bracing of trusses and truss systems. see ANSVIPit Quay Ct#*do, D$849 and ACU EuAdfng Component 7777 Greenback Lane Safety Information avaiiabie from Truss Plate Insfitute, 2M N. Lee Street, Suite 312,. Alexandria, VA 22314. Corm HistoWs, su 109 CA S, M 6.3.6 ,a��•s ,e„-�-s z-�,�� ���vs�� ��-�-_v_ �_._._, 6x12 MT20HS : 3x4 = 44 # 3x4 It 34 = 3xtOMT20HS It LOADING (psr SPACING- 2-0-0 CSI. DFFL. in (loc) Well L/d � PLATES GRIP TCLL 30.0 Plats Grip DOL 1.15 TC 0,93 Vert(LL) -0.32 15-17 >999 240 MT20 1971144 TCDL 18,0 Lumber DOL 1.15 BC 19.93 Vert(TL) -9.60 15-17 >799 160 MT20HS 1491108 BCLL 90 Rep Stress Incr YES WB 085 Horz(fL) 917 10 n1a n1a BCOL TO @@ Code IRC2012(TP120O7 (Matrix M) sight: 203 to FT 0" LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-9: 2x4 SPF 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: BOT CHORD 2x4 SPF No.2 2.2-0 oc bracing: 15.17. BS 2x4 SPF No.2 WEBS 1 Row at midpt 4-17,4-1 5, 6-15, 8-14„ 2-18 _ ._._... MiTek recommends that Stab+lazsrs and required cross bracing be Installed doling truss erection, in accordance with Stabilizer 1 _,_ LI0144010_001k----------- REACTIONS. (lbisize) 18-2184/0-5-8, 10.2184/M anica REACTIONS. aw# Max Hors 18337(LC 10) Max Uplift18-140(LC 12), 10-140(LC 12) rt- tlf �y+1yk"�"M4"kMr'k►� *# *,. it # _ .,##-# # #• ## ## #* aw# 7777 Greenbakp.. S'Aa 109 clime HeWm% QA 95,610 i.__.M..._._ 84 6 ..p._...,_..M., 6"5"14 l.___._.,...._ 6-5.14 ._....x...,.......5.7-15 ...�.�......„......,..4..5.6 44-14 5.0112 �2"5-8 t f # r -,,. r 5 2x4 It 3X4 �' ' \ 6 3x8% 4-'". `: 3x4 ^� 3x+1 3 f 8 26 23 �- N -- .__._.. _.....".._ ....�, .. _ ......... 3 6.11 .., ..m 8x8 M12 6 3x10MT20HS It SX6 -' 3x4 = 4x6 = 400 = 2x4 II LOADING lost)SPACING. 2-0-0 CSI. DFL. in (10c) Vdo Lid C PLATES GRIP TELL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.34 12.13 ?999 240 MT20 1181123 TCOL18,0 Lumber DOL 1.15 SC 0.84 Vert(TL) -0,77 12.13 >639 190 MT 0HS 811102 BCLL 0.0 ` Pep Stress fncr YES WB 0,75 Horz(TL) 0.39 10 life site CDL 7.0 Cade #RC 01 /TP12007 (Matrix M)Weight: 217 ib FT - 0% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except eyed verticals.. 1-3: 2x4 SPF 1650F 1.SE, 8-10:1,5X7.25 Microltam LVL 2.0E TG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 *Except* 9-13: 2x4 SPF 240OF 2.0E WEBS 1 Raw at midot 4-15 �- MFTetC recom rids that Stabtiizers and required cross bracing BS 2x4 SPF No.2 be instatled during truss erection, in accordance with Stabilizer REACTIONS. (lbtsixe) 19-2260/0-5-8,10-226310-5-8 Max Horz 19=-310(LC 10) Max Uplift 19--145(LC 12), 10=-143(LC 12) FORCES. (lb) -Max, Comp,/Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD1-23-3234/323, 5-24=-2350/445, 9-26=-4976/452,9-10--1002/135,1-19-22091270 s •R *S 6-13--5201160,12-13-18913603,11-12--32214553, .t .4. t. ! t.. 1. WEBS i .. « ! 7-12-601695, 13-1 5=0=01, 5-13-25411878, 1-18-18912648 NOTES- 1) =it M.M.H11141M "11'..'Vide connection ♦. M b t 4•.+ ..# Y .. ;:#-i t ♦. ! a� f f W * y..10-143,9) "Semi-rigid pitchbreaks with fixed heets'Memberend fixity mode$ was used in the anadysts and design ofthis truss. April 28,2016 wAneirms - irent, design parometeaa card READ NOTES ON rmS AND INCLUDED ABrEX REFERENCE PAGE MJF747S rev. tiers 45 BEFORE USE. Design valid for use onty oath Miiek;9 connectors, this design is based only noun parameters shoo sn, and is for on individual btfskirrd, component. not -. a truss system. Before use, the bv0ding designer trust verify the applicability of design parameten and property incorporate this design into the overaii building design. Cragg indicated is to Prevent buckling of truhviduiat truss web and/or chord members only. Additional temporary and permanent bacirrg � 1. ». is always required fix stab4ity and to prevent coltapse with possible personot injury and properly damage, For general guidance regarding the fabrication. storage, refinery, erection and bracing of pusses and truss systems, sea ANSI(fFu Quality Warta, DS1149 and SCSI S Flip Comport0fit 7777 Greenback Line Safety Smarm avartabie from Truss Plate Institute. 218 KLee Street, Sudta312, Alexandria VA 22314. Suite Citrus He Heiamx. CA 96 4x8 E_.d.-..a...._.._7-1-0 6- ...I,......,__ 5-7.15 4-1.6 � 44A4 .".�. ....5,012 2-" 9-8 ! 24 ,,'"µ C... '„ 25 2x4 II ax4 -- ' 6 3x8 UA 3.! 10x20 xn`20HS 3x %'' IN r' ` 2s 23 _ mm 10 3 x12 id �._ _ 8x12 14 18 17 16 2 i5 14 3x4 = 2x4 It 4x4 If 5x6 == 3x4 = 06 Wit 2x4 if — LOADING (pst � SPACING- 2-0-0 �..m CSL DEFL, In (toe) Veep mW Ud PLATES vµµ GRIP TOLL 30.0 Plata Grip DOL 1,15 TC 0.91 Vert(LL) -0.36 12-13 >999 240 MT20 118%123 TCDL 18,0 Lumber DOL 1.95 BC 0.86 Vert(TL) 0.81 12-13 >619 180 %31%102 SCLL 0.0 Re Stress Incr Rep YES 0.76 Hol TL ( ) 0.41 10 nta We BCDL 7.0 Code IRC201 PI2007 ( Matrix -M a ht 9 220 Ib FT = 0% LUMBER - TOP CHORD 2x4 SPF 1650E 1,5E *Except* 5-8: 2x4 SPF No.2, 8-10: 1.5X7.25 Microtiam LVL 2,OE TO BOT CHORD 2x4 SPF No.2 *Except* -13. 2x4 SPF 240OF 2,OE BS 2x4 SPF No.2 *Except* 1-19, 2x6 SPF 21ODF 1,8E DGE Right: 2x4 SP No,3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end vertical$, BOTCHORD Rigid ceiling directly applied of 10-0-0 oc bracing, Y .Wed cis .. ng installedbe during terection, in accordance with Stabifizer CompJMax.,... forces 250 a orless except a:. + 1 R a.i +! i • **9-10--1023/137, 1-19-2251/275 BOTCHORD 18-19-153/529, 17-18--21413121, 16-17-12112793, 16-2 7-12112 793, 15-27-121127 ii12-13-198/3704, 11-12-33214663, 9-11-33314654 WEBS 2-18-295186,2-17-4641121, 4-17-9/398,4-15-9851189,5-15-89/555, ! R 1! 8-12-1168/164, 1-16--178/2814 1 NOTES- 1) shown;Cat, H"Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 20-8-1, Exterior(2) 20-8-1 to 23-8-� zone; cantilever left and right exposed; end vertical left and right �C-C for members and forces & MWFRS for reactions Lumber~ 6 .1 plate ri i 4 a .. 3) Aft plates are k plates unless otherwise Indicated, 4) Plates ..s checked 1. ♦ • Y. » degreerotation io:. its center, 5) This truss has been x 10,0 i !a ♦ chord a. ,.i . , other any loads, w • Y.... •: w ».♦♦.. .. a»is 1 AE ♦..:.. «aa: Y« .: ... ,, -.. ...w'a#:.. .:1 •^ WIN NOW a !- .•a ♦• - •. .. a +s.. a aa.... s i»...: r.. ♦• a«if wa... l '�. 10-146, a « pitchbreaksfixedheels"Member end fixity model was used in the analysis and design of this truss. iMA NG - Vwffy distign Peumetera And READ NOTES 6N TWS AND INCLUDED 68TEtf REFERENCE PAGE -7473 rev. 14MV2015 BEFORE USE, DesignuaGd for use onty with WelfIr connectors. This design 6 based onty upon parameters shown, and is tot an tndividuat butidktg component, not a truss system. Before use, the buliding designer must verify the oppk sibiPoty of design parameters and property incorlaouste the design into the overall 191, butWerg design, firocxng indicofed is to prevent bucking of indiMusil truss web andtor chord members only. Additional to porgy and permanent brocing MITOW is aNvays required for stobOy and to prevent cokapse with possibk personro intrity and property darnoge. For genenst guidsnce regarding the fabrication, storage, detivery, erectkan and bracing of trusses and truss systems., see ANS111P11 Quality Csf1 056.84 and SCSI 6u6d1n0 component 7777 Gr lis Sateiy Information ovoilotile from Truss Note lnstllute. 218 N. lee Street. S01e 312, Alexandria, VA 22314. suite u09;flaa* April 28,2016 am 6-10,3 6-6-11 6-0-11 e-7-15 4-1-13 0-14 1- pm� 19 Is 17 155 Is 14- 3x4 2x4 di 4X4 11 EX6 3x4 = 4A = WO 2x4 11 LOADING (psp SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1115 TC 0.93 TCDL 15.0 Lumber DOL 1.15 BC 0.84 Rep Stress incr YES BCLL 00j BCDL 7,0 Code IRC2012/TP120()7 i WE 0,75 (Matrix -M) LUMBER- )Akright: 218 to FT = 0% TOP CHORD 2x4 SPF No.2 *Except' 1-3: 20 SPF 165OF 1.5E, 8-10: 1.5X7.25 Microllam LVL 2,0E TG BOT CHORD 2x4 SPF No,2 *Except" BOT CHORD 9-13: 2x4 SPF 240OF 2,0E VVESS WEBS 2x4 SPF No,2 *Except* 1-19, 2x6 SPF 210OF 1.8E DEFL. in (loc) Udell Ud PLATES GRIP Ved(LL) -0.3412-13 >999 240MT20 1181123 Vert(TL) -0,7812-13 >637 180 MT20HS 81/102 Horz(TL) 0.40 10 We n/a )Akright: 218 to FT = 0% BRACING - RACING.TOPCHORD TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. VVESS I Row at Inept 4-15 I Marek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (to) - Max. ComptMax, Ten. - Ali forces 250 (lb) or less except when shown. TOPCHORD 1-23--32871328, 2-23-3154/365, 2-3-3082/366, 3-4-.28281423,4-24-2519t4l7, 5-24-.23661447, 5-25--33651575, 6-25-34871546, 6-7-34541462, 7-8--4158/474, 8-26=4970/498, 9-26-49W454, q-10-.10061135,1-19-22151272 SOTCHORD 18-19--197/417,17-18-179/2821, 1617-.104/2632,16-27--104/2632 15-27--104/26 6-13-5201160,12-13--190/3618,11-12-324/4670, 9-11-325/4560 VVESS 2 -18=-423/96,2-17-3271103,4-17-5/322,4-15-886/179,5-15--861509, 13-15-012014, 5-13-254/1881, 7-13--951/140, 7-12-50/695, 8-12-1160/163, 1-18--18512659 1 NOTES - 1) Unbalanced roof live load$ have been considered for this desigm fit between the bottom any other members, with BCDL - 7,0psf April 28,2016 WARIONG - VeHrrdesign pirorsirstend READ NOTES ON TMS AND INCI UVEOMFEK REFERENCE PAGE AW7473MV, 1"312015 BEFORE USE, Design valid for use arty with M7ekg connectots. This design is based only upon Parameters she". and Is for on indioduai building comporvent, not a truss system. Before use, the burning designer must woffy the applicability of design parameters and property Incorporate this design into the overate building design, Bracing hudicoted 4 to prevent buckling of individual truss web and/or chord mernbers onty. Addifirinot temporary and permanent bracing is oNvoys required for stability and to prevent cossrose with possible persond injury and property damage. Fas general guidance regarding the fabrication, storage, delivery, erection and bracing offrusses and truss systems. see ANSI/T rh quality Celeste, M-89 0"d SCSI Seeding CeffsPO"e"t 7777 Greentra Safety Information available from Truss Plate Insfif0e, 218 N. Lee Street, Wtic 312, Alexandria, VA 22314, $00109 cifirtur Heiews MM -12.3 a'16-11 0-0.11 b -1-7e 41-0 4.+ r. 19 i6 17 er 10 i5 14 $x4 -- 2x4 11 5x 12 a _ 3x10MT2oHS ll 4x6 3x4 3x8 4xitt .- 2x9 l° C....,.,e.........Jry":>�......w.....«i._...,._........_.6."��{�.,..�..................�...,.....,..�....._.,..LM`e'..„.,..,...„...........�w....e....«.«..-.dd�.l.E......,..,.,m_.._....i._....-,&S°...54:..t._.v..,�....._..«Xfe.S�..T.........._...Y�':`.S.',SryP..,,,......e,w..,..;,,.."Sr,R"..SG:pK,«i -_- __ date Offsets 1X:1 j8 0 3 8 Edge) j9 O 8 t2 is Ct j13 Q i PLATES GRIP LOADING (psfp'SAACING» 2-0-0 GSf. itEPL. in (loc) %!deft ld TOLL 30.0 Plate Grip DOL 1.16 TO 0.84 Vert(LL) -0.31 12-13 >ggg 240 MT20 1181123 TCDL 18,0 Lumber DOL 1.15 BC 0,81 Verl(TL) -0.70 92.13 >677 180 MT20HS 1481108 BOLL 0,0 Rep Stress Incr YES M 0.75 Horz(l`L) 0.37 10 nta nta IRC20121TP12007 M) Weight. 213 lb FT - 0% BCDL TO Code (Matrix __. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-10:1,5X7,25 Microllam LVL 2..0E TG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 4-16,5-15 9-13: 2x4 SPF 2400E 2.0E MiTek reoonands that Stabtllzers and required cross bracing BS 2x4 SPF No,2 be installed during truss erection, in accordance with Stabilizer REACTIONS. (ib/size) 19=2179X0-5-8, 10=218210-5.8 Max Harz 19--326(LC 10) Max Uplift 19--140(LC 12), 10-•138(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23-24941260, 2-23--2299/288, 2-3--27321334, 3-4--2479/384. 4-24--2331/398, 5-24--2175/427,5-25--31561557,6-25--32791528,6-7-3244/444, 7-8=-39421458, 8-26--47431478, 9-26-_47671434, 9.10--967/132, 1-19-2143/258 BOT CHORD 18-19--246/319, 17-18--116/2154, 17-27-•7812324, 16-27--7812324, 15-16--78/2324, 6-13--521/161,12-13»-17313425,11.12--30814361,9-11--30714351 WEBS 4-15--691/161, 5-15-75/392,13-15=011851, 6.13-250/1842,7-13-942/139, 7-12--491685, 8-12--11401161, 2-17-0/289, 2-18-789/130, 1-18--196/2268 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuif=13 mph (3 -Second gust) V(IRC2012)=105mph; TCDL=10.8psf; BCDL-4,2psf; h=45f; 8-4511; L-24ic; cave-5ft; Cat, 11; Exp ; enoiosed; MWFRS (directional) and C-CExterior(2) 0-1-12 to 3-1-12, Interior(9) 3-1-12 to 18-3-9, Exterior(2) 18-3-9 to 21-3-9 zone; cantilever left and right exposed ; end vertical left and right expose !;C•C for members and forces & MVVFRS for reactions shown; Lumber DOL -1.60 plate grip DOL -1.60Q 3) All plates are MT20 plates unless otherwise indicated , r 4) Plates checked for a plus or minus 5 degree rotation about its center. ,a«ee 5) This truss has been designed for a 90.0 psf bottom chord live Wad non current with any other live loads. +*`$•*. * in 3.6-0 tall by 2-0-0 wide will 6) This truss has been designed for a live Wad of 20,Opsf on the bottom chord all areas where a rectangle fit between the bottom chord and any other members, with BCOL = 7.Opsf. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 9 angle to grain formula. Building designer should verify capacity * 0 of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) 19=140, dG 10-138, 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • * An ONA April 28,2016 WARIONG • Irwify n passistreftsm and REACT NOTES ON rMS AND INCLUDED Tex REFERENCE PAGE AM -7971 rov, 100MVIS BEFORE VSE:. Design void to; use only with MiTekto connectors. This design is based only upon parameters shown, and is for an individual building component, not l Nil a truss system. &efare use. the building designer roust verify then oppticobWN of design parameters and property lnc eats this design into the overotf incitviduai truss s onty. Additional temporary tend permanent bracing building design. &acing indicated is to prevent buckling cap web and/or chord me is always required for finality and to prevent coterie ah poxslbte personas lnrary and property damage. For general guidance regarding the �*�`OW 7777 Greenback Lana fabrication, storage, delivery, erection sand bracing at trusses and truss systems, see ANVIin'F'll Quality 011arla.. DS8.8t and ECS% 8vilding Component suite 109 Safety information avoitabte from Truss %'late institute,. N8 K Lee Street. $uite 312. Alexandria, VA 22314. old,- H k ht. rA 95616 M. 4-6-12 6-537 0-9.7 a-7.75 4-3-1 4-;$,X c•u-r:[ X.moo RNM r 24 e 2x4 3x4 -. ,., 3x4 - 7 4x6 3.,' ' �..,"' 6x6 23 2E t6 c� 11 .. 19 LOADING sxt2 5x12 to 19 16 17 27 16 is 14 3x6 -'= 2x4 II 2x4 Jl 3X6:. -:a 3X10 -_. US = 4xs axa 11 LOADING (psi} SPACING- -0-0 CSI, TCLL 30.0 Folate Grip DOL 1.15TC 0.80 TCDL 18,0 Lumber DOL 1.15 BC 0.99 BLL 0.0 ` Rep Stress Ina YES VVB 0.92 BCDL TO Gude IRC2012frP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SPF No.2 *Except* Structural wood sheathing directly applied or 2-2-0 oc puffins, except 8-10: 1.5X7,25 AAiaoitarn LVL 2,0E TG end verticals. BOT CHORD 2x4 SPF No.2 `Except* Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13: 2x4 SPP 1650E 1.5E 6-0-0 oc bracing; 17-18 WEBS 2x4 SPF No.2 2-2-0 0o bracing: 9-11. WEDGE 1 Row at midpt 4-15,5-15 Right: 2x4 SP No. F Mifak recommends that Stabilizers and required cross bracing_. CDEPL. in (toe) Ldefl Lld j PLATES GRIP Vert(LL) 426 11-22 >999 240 MT20 9181923 verbTL) -0,6011-22 >696 180 Horz(TL) 0.31 10 n1a nla Ight 213 lb FT = 0°!a BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing; 17-18 2-2-0 0o bracing: 9-11. BS 1 Row at midpt 4-15,5-15 F Mifak recommends that Stabilizers and required cross bracing_. be installed during truss erection, in accordance with Stabilizer 3p ! Installation FORCE& (to) -Max, CompJMax. Ton, - All forces 250 (to) or less except when shown, •* s.* 2 -23 -1171327,2 -3-1589/156,3-4--1327/214,4-24-1719/302,5-24-15571331, 5-25--24741466,6-25--2597/437, 6-7-25651352, 7-8-3257M3 8-26-39791377, 9-26--4003/33Z 9-10-639/115 BOTCHORD4 12-13--92/2818, 11-12=-212/3662, 9-11-2 1413655 WEBS 2-18--22771348, 2- .! 5-15-310/30, 13-15-0/1328, 5-13-22811713 7-13--922/137,7-12=-45/649,8-12-1040/148 NOTES - 1) _ fit between the bottom chord and any other members,,Adth BCDL 7,opsf, 6) Bearing at jointis) 10 considers parallel to grain value using ANSUTPJ I angle to grain formula. Building designer should verify capacitis of bearing 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss April 28,2016 WARWN6 • Vardry ataal9n mafars *ad READ NOTES ON TNtS ANP rNCLUDEV OTEK REFERENCE RA6E AV447a ray. 1 1*01A BEFORE USE, } Design vatid fav use only with Mgek connectors Tali design 4 based only upon poramelers shovan, and is for an individuai bulling component, not a truss system. Before use. the building designer must verify the applicability or design parameters end property incorporate fhis design into the overact building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members or*, Additional ternponory and permanent bracing is oNverys required for stabluty and to prevent ccoloree 74th possible personal lnicxy and property damage, For general guidance regardirig the fabrication, storage, delivery., erection sand bracing of trusses and truss systems, see ANSI/TPI1 Qva y Crtiada, [DSA -At and 001 bundrng Camponsnt 7777 Greenback Lane $ahsfy information ovoitobie from Tries Piate kts€ituta. 218 N. Lee Street, Suite 3F'2. Atexondriss, VA 22314, i Con s10ltetcatts. CA 95 2X4 it 3x8 = 3x16 = Li+*. d DEFL. in ii TCLL 300 Plate Grip DOL 1,15 TCOL i Lumber DOL 1,15 BOLL i Rep Stress Iner YES BCDL 7,0 Code IRC2012frPI2007 '" IIiM �M•M ai is M LTAT W, low ! 3XS = 300 is 13 2x4 It 3x6 -;:.5X10 t 12 11 5X6 3X16 MT20H5 11 DSI. DEFL. in (toc) Wall Ud PLATE$ GRIP TO OM Vert(LL) 412 16- 17 r999 240 MT20 1971144 SC 0.63 Vert(TL) -0.301617 >999 180 ( MT20HS 148/108 WS 0,92 Horz(TL) 0,09 11 n/a n/a (Matrix -M) Weight: 212 In, FT - 0% .,e._..,�,..,,„...._...e...,�.,.,...,.m ................._..._._.....m...,,.,..�_...-....__..,�........".,,.,...w,.._.........,..,__....,...tea„....,.,...,........_,m,. ,..,.„,......,.........__..,."..,...�.__.......".._v,,.......».�,._... BRACIN - TOP CHORD Structural wand sheathing directly applied or 2-2-0 oc purlins, except end verticals, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-0.0 oc bracing: 19.20. SS 1 Row at midpt 4-17,6-17 MtTek recommends that Siabflrzers and required cross bracing be Installed during truss erection, in accordance with Stabilizer FORCM d Comp,/Max,except TOPCHORD 2-22-1151327,2-3--1593/156, 3-4-13311215,4-23-17271303,5-23--15641332, 5-24-1665/354,6-24-1697/325 6-7-23391351, 7-8--2370/324,8-9--2488/278, 9-s -26-2547124Z 10-11-1855/219 :# .:#.M i ia6. 16-27--45/2006,6-16-58/660,12-13--182/2184 WEBS i *a 6-17--1089/201, 13-16-109/2070, 7-16-2511115, 7-13-297113 9- 12--463/84, 10-12-14312132 UnbalancedNOTES- roof loads : design. w ! d ! # w dY. d ! d. ♦ d d. d.d d d••! i• ^ d d” . d «W d W� i d ♦' dd f d 4 -: di i i *`W • :i d W I'll d»1.»rt 11-114, 8) "Semi-rigid pitchbreaks with fixed heefs"Member end fixity model was used in the analysis and design of this truss, April 28,2016 WA NQ � Vskilydessignporwositers and READ NOTES OHMS AND WCLWEDOrEK REFERENCE PAGE *01-7473w. latatl2firs BEFORE USE. Design valid for use only with M Tek* connecfors, This design @ based only open porameten shown, and Is for an Indt'Advai btnimk)g component, not a tress system. Before use, the ovilding designer must verify the applicability of design porometers and propery incorporate this design into the overall building design,, Bracing indicated is to prevent buckling of firdla dunk truss web and/or chord members or,fy, Add l onal ternporary and pearornent taforong NO** is covoys reclvired for statAity end to prevent co€tapse with possible personal injury and Property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of tresses and truss systems, see ANSI(TPf 1 Quct#9y Cr#eda. DS# -S9 and #CSF OuNiOD Camponerd 7777 Greenback Lane Safety Wo estion avc+itab€e from Truss Plate Institute, 219 N. tee Street. Sante 312, AiexondrPa, VA 22314, Suite 14S Citnra Heighta. CA 95, M, g.._..-... ._7-5 4 .,..�..._.....-...,_w 7-2.1 _._._... ,.�_.�.�... _7.1-10 ,.�.,..-..._.,� .... ,.. 7-1-10 _..e...,...-. {.... ....._..„.... 7 O59-2 i 15 14 13 20 12 21 11 10 l 8 3x10 MT2aH3 , i Wo -= 3x6 = 3x10 '= 3x4 5,6 "' 3x10 MT2aH9 f i 4x6 = LOADING (psi} � SPACING. 2-0-0 1 CS1. � DEFL. in (lac) vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 1.00 ( Vert(LL) -0.15 10-12 >999 240 MT20 1971944 TCDL 18.0 Lumber DOL 1.95 � SC 0.69 Vert(TL) -0.3310.92 >999 180 tT20HS 148MO8 BCLL 0.0 ° Rep Stress Incr YES WEI 0.58 Horz(TL) 0.09 8 Fite Isle BOOL 7,0 Cade 1RC20121TPI2007 (Matrix -M) fight; 1851b FT -O% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural woad sheathing directly applied, except end verticals. 5-7: 2x4 SPF 1650E 9.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2x4 SPF No.2 WEBS 9 Row at midpt 2-14,2-1Z 4-12 6-10 1-15 _ VVERS 2x4 SPF No.2 M6Tek racammends that Stablltzers and pquired crass tiracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 15-1982/Mechanical, 8-1982/Mechanical Max Harz 15-410(LC 90) Max Uplift 15--129(LC 12), 8--125(LC 12) FORCES. (ib) - Max. Camp./Max. Ten. - Ali forces 250 (ib) or less except when shown. TOP CHORD 1-16--1716-1247, 2.16--15&01290. 2«17=-17761350, 3-17«1601"379, 3-18=-15941397, 4-18=-17721364,4-5=-2174!377,5-6--2450/314, 6-19=-2675f325,7-19--28178283, 1-15--1933/269,7-8--1929/248 BOT CHORD 14-15=-2868348. 14-20--55/1544,13-20-55/1544,12-13-55/1544,12-21=-10112054, 11-21-101/2054,10-11-10112054, 9.10--20312392 BS 2-14--820!164, 3-12--174/863, 4-12-10291203, 4-10--141423, 6.10='-4601125, 6-9-317/93,1-14--16611656,7-la--14412231 NOTES- 1) wrr been considered • 'r a o r a lf.. i a. • A :r 8) Provide mechanical connection (by others) of truss to bearing plate capable of wilinstansung I to to uplin aqUirals) 771!7p"FrrM 9) 'Semkigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. . r^ M• as r r! . i i,. w •i x t r wi ! r w .r i t r,.• • w, -r • .: r.r r: ! a i rw r r i - � ...:. w .. » .. r { 4 . April 28,2016 WARNtNA • Verify design paranaat and READ NOTES ON YEAS AND INCLUDED ANTEK REFERENCE PAGE W1473 rev. 14183M 5 aEFORE USE. Design «olid for use only vain Minus, connectors. Tire design is based only upon parameters shown, and is for on individual building co neat. not a truss system. Before use, the building designer must verify the opplicabifity of design parameters and property incorporate this design into the: overall building design, Bracing indicated is to prevent buci rig of individuaf truss web and/or chard nrembers ants. Additional tempsry srahent biric' ing "Miekp. is alvmms required for slobSaty and to prevent coeapse with passible personal injury and property donnage.. For general guidance regarding the craerrbmck Lanekruricatian, storage, delivery, erecHon and bracing of trusses and truss systems, see ANSF/lel1 Qualify Celeste. 0511.99 and SCSI Sin7177 ding CamPornant Scute Gre 09 Solely information avaalabte from Truss Plate Instilute, 218 N Cee Street. Wile, 312, Alexandzta, VA 22314. Conks }i6lghta CA Ste. WA r"a-ir I—I a. 1w0 ea -1v v om 16 Is 3x20MT20HS !9 3x10 -' 21 14 13 22 12 11 34 =, 300 W 20x10 -: Exit CSI. •Yt�. in (too) 4� Lid _• «a 30.0 Plate Grip DOL IAS TCDL 18,0 LumberTCLL DOL 1.16 8CLL 0,0 Rep Stress Inor YES BCDL TO Code IRC2012ITP12007 21 14 13 22 12 11 34 =, 300 W 20x10 -: Exit CSI. DFL. in (too) VdefP Lid TC 1.00 ( Vert(LL) -0,1313-15 >999 240 C 0^66 ( Vert(TL) -0,29 12-13 >999 180 WB 0.57 Hor2(TL) 0.07 9 nta nta (Matrix -M) FT - 0% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 'Except' 9-11: 2x6 SPF 210OF 1,8E, 11-12: 2x8 DF 195OF 1.7E SS 2x4 SPF No,2 REACTIONS. (lb/size) 16.19821M anicat, 9-1982/Mechanical Max Hort 16-407(LC 10) Max Uplift 16--129(LC 12), 9--125(LC 12) BRACING- TOPCHORD Structural wood sheathing ifir"fly applied, except end vertical$, BOTCHORD Rigid ceiling directly applied of 10-0-0 oc bracing, WEBS I Row at #i « « « « dotingbe installed truss erection,accordance i, FORCES, (lb) -Max. Comp./Max, Ten. -All forces ♦ « or « TOPCHORD 1-17— 17161247, 2.17-15811290, 2-18--1776/350, 3-18-16011379, 3.19-1600t399, 4-19-17651368, 4.5-240813M 5-6--26571356, 6-7--2812/349, 7-20--25151296, 8-20-26441276,1-16-.1933/269, 8-9-1907f230 BOTCHORD 15 -16 -2761346,15 -21--4911643,14-21-49/1543,13-14--4911543,13-22-91/2030, 12-22--91/2030,11-12-189/2457, + WEBS 2-16-8201164, 3-13-180/880,4-13=-10321204,4-12-121440,5-12=-5641125, a 1 NOTES - 1) 8) Provide mechanical connection (by others) of truss to offering plate capable of withstanding -v_lit to uplift in joint($) 9) "SemIrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, } a • wt } April 28,2018 WARNING . Veiny design paramefaaa and READ NOTES ON THIS AND CNGLUDED ASTEK REFERENCE PAGE W7472 rev, 1kAtWITI3 BEFORE USE. Design void for use a* with MiTeicli, connectors Thal design is based Ohre upon Pre ameterx shown, and is for on fndividud bufiding component, not i:: a 4rtrss system, 6rtare use. the build#ng designer n st verity the applicability of design parameters and Property' incorporate this design into the overall building design. Bracing indicated is to Prevent buckling of todivelud truss web and/or chord me rs only, Additional tertaparpry and Pe •Ksa^aenf btac'sng is always required fa+ stabiiity and to Prevent collapse with pons brie personal Injury and property damage, For general guidance regarding the 7777 Grannbad Lane fabrication, storage, def}very, erection and bracing of trusses, and truss systems, see ANSI(TPII Qu*My Cdteda. 6Sg.84 and 6GSt Bupdtng Component Suite 109 Safety Informaiion available Cram orris Note Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Girds torgh4s 0A -M! tom+ 10 6 6x6 " 3x20 MT20HS d TJ�PLATES� W CaRIP�mm MT20 1971144 MT20HS 1481108 Weight: 205 lb FT - 0% BRACING- TOPCHORD Structural wood sheathing ifir"fly applied, except end vertical$, BOTCHORD Rigid ceiling directly applied of 10-0-0 oc bracing, WEBS I Row at #i « « « « dotingbe installed truss erection,accordance i, FORCES, (lb) -Max. Comp./Max, Ten. -All forces ♦ « or « TOPCHORD 1-17— 17161247, 2.17-15811290, 2-18--1776/350, 3-18-16011379, 3.19-1600t399, 4-19-17651368, 4.5-240813M 5-6--26571356, 6-7--2812/349, 7-20--25151296, 8-20-26441276,1-16-.1933/269, 8-9-1907f230 BOTCHORD 15 -16 -2761346,15 -21--4911643,14-21-49/1543,13-14--4911543,13-22-91/2030, 12-22--91/2030,11-12-189/2457, + WEBS 2-16-8201164, 3-13-180/880,4-13=-10321204,4-12-121440,5-12=-5641125, a 1 NOTES - 1) 8) Provide mechanical connection (by others) of truss to offering plate capable of withstanding -v_lit to uplift in joint($) 9) "SemIrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, } a • wt } April 28,2018 WARNING . Veiny design paramefaaa and READ NOTES ON THIS AND CNGLUDED ASTEK REFERENCE PAGE W7472 rev, 1kAtWITI3 BEFORE USE. Design void for use a* with MiTeicli, connectors Thal design is based Ohre upon Pre ameterx shown, and is for on fndividud bufiding component, not i:: a 4rtrss system, 6rtare use. the build#ng designer n st verity the applicability of design parameters and Property' incorporate this design into the overall building design. Bracing indicated is to Prevent buckling of todivelud truss web and/or chord me rs only, Additional tertaparpry and Pe •Ksa^aenf btac'sng is always required fa+ stabiiity and to Prevent collapse with pons brie personal Injury and property damage, For general guidance regarding the 7777 Grannbad Lane fabrication, storage, def}very, erection and bracing of trusses, and truss systems, see ANSI(TPII Qu*My Cdteda. 6Sg.84 and 6GSt Bupdtng Component Suite 109 Safety Informaiion available Cram orris Note Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Girds torgh4s 0A -M! a cams -. ca I 7»5.9 7-2-1 6-10.3 6-10-3 3-11.15 4.0.1 scale - 1:.78.1 _ 546 6,00 rF12 16 1s 25 14 13 26 12 11 6406.'". SxS= 3x10 MT20HS It WO gee '= 3x10 "= 3x4 0.00E 12 LOADING (psf) SPACING- 2-0-0 CSI. � DEFL, in (too) Udefi Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.95 TC 1.00 I Vert(LL) -0.17 12.13 > 240 � T20 1977944 TCDL 18.0 Lumber DOL 9.15 BC 0.92 Vert(TL) -0.33 11-12 >999 180 MT20HS 948/108 BCLL 0.0 Rep Stress Ener YES WB 0,57 Horz(TL) 013 9 n1a n/a BCDL 7,0 Code IRC2012/TP1007 {Matrix M} Weight 187 ib FT -O% LUMBER- BRACING. TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing, Except: BS 2x4 SPF No.2 2-2-0 cc bracing: 9-10. SLIDER Right 2x4 SPF No.2 2-0-0 WEBS 1 Row at mfdpt 2.15,2-13,4-13, 6-12,1-16 MtTek re mends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (lb/size) 16-19871Mechanicat, 9-1987/Mechanical Max Harz 16=-397(LC 10) Max Uplift 16 129(LC 12), 9--126(LC 12) FORCES. (lb) -Max. Comp.lMax. Ten, -All forces 250 (Ib) or less except when shown. TOP CHORD 1-21-1720/248,2-21-15851291, 2-22--17821352, 3-22--16071361, 3-23-16051400, 4-2 --17747370,4-5=-2418/378,5-6--31631409,6.7 -3309/403,7-24=-33561"391, 8-24=-34431378,8-9-1125/124,1-16=-1938/269 BOT CHORD 15-16-241/336, 15-25=-2611538, 1 4-2 5=-2611 538, 1 3-1 4--2611 538, 13-26=-66(2042, 12.26--58/2042, 11-12-163/2376, 10-11--18312612, 9-10--27012970 B 2-15--8221164, 3»13-.180/881, 4-13--10311201, 4-12=-14/444, 5-12-4671122, 5-11-1072/114, 5.10--12511324, 1-15--165/1661 NOTES - 1) unbalanced roof live loads have been considered for this design. 2) VRnd: ASCE 7-10, Vint=133mph (3 -second gust) V(IRC2012)-105mph; TOOL-10,8psf; BCDL-4.2psf; h-15ft; B-45ft; L -241t; eave=51t; Cat, it Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0.1-12 to 3-1-12, Interior(1) 3-1.12 to 14.7-9, Exterior(2) 14-7-9 to 17-7-9 zone; cantilever felt and right exposed; end vertical left and right exposed;C-C for members and forces & Mi RS for reactions ' ' shown; Lumber DOL -1,60 plate grip DOL -1.60 3) All are MT20 unless otherwise indicated. c n plates plates 4) Plates checked for a plus or minus degree rotation about its center. Cir** C,5 ** *« { live loads. + 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 0 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 * lit between the bottom chord and any other members, with BCDL - 7.Opsf.6766 rn: 7) Refer to gliders) 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 at=1b) 16=129, 9=126. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, ti *** **** t April 26,2416 WARNING - trimly d**dgn pammoters *aid READ NOTES ON TfdS AND INCLUDED M1TEK REFERENCE PAGE a8»7473 r*v. 1"Mi s BEFORE USE. Design votid for use onty with MiT00 aonneetors. This design is based oNy upon parameters shoe m, and is for on individv e buliding component, not incorporofe this design into the ovcroH I o truss system, Before use, the building designer must verity the applicobF#N of design poroareeten and properly Indicated 4 to bvckling of individual friss web and/or chord members only Additionof fernporary and permanent bracing gg ' Widing desugn. Bracing prevent is otwoys required for stobiffs, and to prevent coisopse Win possible personal injury and property damage, For general guidance regarding the R 7777 Greenback Large fobrtolian, storage, defivery, erection and broctng of trusses and truss syuterns, see ANSI%Tirn Quafy Clifedo, DS8.84 and SCSI 8u8dtng Component suit* 109 Safety information ovatkabge from Tress Plate institufic 218 N, tee Street Sade 312, Mexandr'o, VA 22314. 1 axe 7- a___ _ a4 __.. � -sa x smq —4-1Z -1A--4--- . ._ _.__._....,...._ 7-59 .,.. _�....._�a. 7-�2-1 .......�..... 6-10.3 »....,.�......._...,�.... 6r10-3 3-1%%4 4-1-12 5x6 , Scale - Vat's 6.00 e 92 17 3x10MT20HS k9 16 300 22 16 14 11 23 tD s 13 &11z" 55x6 3x4 iE 30 5x6 _. US LOADING lost) j SPACING- -0-0 est. � DEFLe in (too) Wall Ud PLATS GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0,15 13-14 >999 240 MT20 197/144 TCDL 98.0 ! Lumber DOL 1.15 Be 0,67 Vert(TL) -0.32 13-14 >999 180 MT20HS 1481408 8CLL O 0 Rep Stress Incr YES WB 0,57 Horz(TL) 0,10 9 n/a Fifa BCDL 7,0 Code IRC20121TP12007 (Matrix M) ; Weight: 994 lb FT - 0% LUMBER- GRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at might 2-16, 2-14, 4-14, 5-13 1 17 8-9: 2x6 SPF 210OF 1,8E Mi7ek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer 10�.gtaitlp�� W_ w 4 REACTIONS. (tbtsize) 17-1978/Mechanical, 9=1978/Mechanical Max Harz 17-405(LC 10) Max Uplift 17=-129(LC 12), 9=-125(LC 1 ) FORCES, (to) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown, TOP CHORD 1-18-17121247,2-18-15761289,2-19=-17701350,3-19-15941379, 3-20=-1594%399, 4 -20 -.1759/368,4 --.23901374,5-=-2689/367,6-7=-28441360,7-21=-2597/304, 8-21--27261285,1-17=-1929/269,8-9=-1936/235 BOT CHORD 16-17=•273%344, 16-22=-49/1537, 15-2 =-4911537„ 14-15- 49/1537, 14-23=-89/2020, 13-23=-8912020,12-13=•17812323,11-12=-20112522,10-11--224/2360 WEBS 2-16--8171164, 3-14-1791873, 4-14--1016/202, 4-13-10/419, 5-13-4301115, 5-12=-9871124, 5-11-1101950,7-10-513/80,1-16=-16511652,8-10-184/2280 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) d; ASCE 7-10; Vuft-133mph (3 -second gust) V(IRC2012)-105mph; TCDL=10.8psf,, BCDL=4.2psf; h=15ff; B-45fI; L=2411; eaves ft; Cat. h; Exp C; enclosed, MWFRS (directional) and C.0 Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 14-7-9, Exterior(2) 14-7-9 to 17-7-9 tone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL -1,60 03) All plates are MT20 plates unless otherwise indicated, 4) for 5 degree rotation about its center. «•« Plates checked a plus or minus has been designed for 10,0 bottom chord live load nonconcurrent with any other live toads. i'v ««"«** C0 « «*+ 5) This truss a psf will * 4, 6) "This truss has been designed for a live toad of 20.Opsf on the bottom chard in all areas where a rectangle 3-6.0 tail by 2-0.0 wide fit between the bottom chord and any other members, with SCOL - 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 66 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at )ont(s) except (fit -lb) 17=129, N 9=125. 9) "Semi-rigid pitchbreaks with fixed heels"` Member end fixity model was used In the analysis and design of this truss. O A k. G 4? April 28,2016 wA16VNG • Verity design parsinefers and READ NOTES ON 7IWS AND MCGUAED WTEK REFERENCE PAGE •7473 rev, 1"W2015 BEFORE US'E. Design volid for use only with luffeksM connectors. Thu design is based only upon parameters shown, and is for on lndivfdud building companeni not the design and incorporate this design, into the overall M PTO a truss system fiefore use. the building designer /mist verify oppilcobifiy of parameters property building design. Bracing indicated is to prevent bucking of individual truss web anal/or chord members orJy. Additionof tamporbry and permarreni bracing k' i3 is otyrovs requ4ed for stability end to prevent coffapse with posepte personal iniury and property dornoge. For general guidonce regarding the 7777 Greenback Lane reprice tiaii, strxoge, def#veiy, erection rind bracing of tri>ses and Rruss sisters, sere ANS(FTNt QuaBtp Cris«rin< DSS<89 and BCSt 8 0 cempoire"I Y suite 109 Solely Int been ovaitabie trove Truss PWe insf"stute. 218 N lee Street. Suite 312, APexondria, VA 2231 a, ti CA. 95610 _.. M 14 7-519 ...-...... .._..-,......,.. '4 ..,......._........,.. 7-5.9 7-2.1 7-1-10 7-7.10 7.5-2 5x8 wm; .4 s - 1;81 6.00 Ri" 14 13 rr 12 ra 11 ro —ae +a< ru as9 — acs w 8 7 3x10 MT20HS l l 4x6 -; 7x9 = 4x8 = LOADING (psf) SPACING- 2-0-0 CSP. TCLL 30.0 Plata Grip DOL 9.15 TC 0.92 TCDL 18.0 Lumber DOL 9.15 BC 0,44 BCLL 0.0 " Rep Stress Incr NO we 0.65 BCDL 7.0 Cada fRC2012/TP02007 (Matrix - M) LUMBER - TOP CHORD 2x4 SPF 1650E 4.58 *Except* 5.6: 2x4 SPF 2400E 2.OE BOT CHORD 2x6 SPF 2900E 9.88 BS 20 SPF No,2 OTHERS 2x4 SPF No,2 REACTIONS. (lb/size) 14-2325/0-5.6, 7-2258/Mechanical Max Harz 14-406(LC 6) Max Uplift 14-390(LC 8), 7-568(LC 8) Max Gray 14-2325(LC 1), 7=2292(LC 30) 04 4x9 r 5z6 " 4xl2MT20HS it i.....(fact Well Ud -029 11-13 >999 180 t 0.05 7 We We PLATES GRIP MT20 197/144 MT20HSi' } i BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I Row be d during truss erection,Stabilizer FORCES. (fts) -Max, Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOPCHORDi5 1-14--2299/424, 6-7-.21601510 BOTCHORDi :i :i 11-79--431/2432, 79-80---431/2432,80-81-43112432,81-82--431/2432, 10-82--43112432,10-83--431/2432,9-83-431/2432, 85-86--61612782,8.86--61612782,8-87-621282,87-88-621282, W89 -62J282, 5 ii ^i 5-9--4911226, 5-8-370/174,1-13-31412041, 6-8-563(2538 NOTES - Unbalanced !} RytconsideredYfor this design. Exp } «w Yirectional); cantilever left and right exposed;end vertical left and fight exposed;Lumber .i plate grip DOL -1.60 3) Truss designed for * loads in the plane of e truss only, }s. exposed F vyind(normal to the , see Standard Industry Gable ♦ Details as eta.. or i designer as per " plates are MT20 plates unlessotherwise indicated, 5) All plates are 2x4 MT20 unless otherwise indicated, 6) Plates checked for a plus or minus 5 degree rotationabout its center, GableYspaced w This truss has been designed # a a pEf bottom chord ..toad nonconcurrentany other foals. 9) * This truss ties t..., a .. "Y µ five t&4,1 i in the k"Inie, ch*0 ivi z1f 2re2s sslieraz .. r . i ,.. 1. i }... fit between the bottom chord and any other members, with BCDL - 7,0psf i Refer to gird -n for t truss connections, 11) Provide mechanicalconnection } t. of t beefing plate capable of t. }: 100 its uplift at joint(s) except ! a 12) .: pitchbreaks with fixedheels'Y Indtfy model q used in the analysis and design of this truss, WA NO - Versify dosilips fee efarts and REAO )VOTES ON TFOS AND INCLUDED 88TEK REFERENCE PAGE Of•7473 rive 101OW2915 BEFORE USE.. Design valid for use only with MTekili connectors, This design h based anty upon Parameters shown and is for an lndiAdvot building component, not a truss system. Berate use, the building designer must verity the appficaN ty of dengn parameters and property 01c rote tats design into the overatt building design. Bracing Indicated €s to Prevent bucYsng of indi Aduat truss v eb and/or chard rnembers only, Ax3dNornif temporary and permanent bracing is always requirea for stob9ity and to prevent cokapse with possible personal iniv y and property damage. For generot guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPti Quality C fferta, OSO-89 and SCS! 8u8ding component Safety inicxmaNaa ovaiioble fain Truss Plate Institute, 218 N. Lee Stream. Suite 312r Aleuondria, VA 22314. 0 I 03-MMIM .....,..,......_..._.7. 9m._..__.._......}-,.......... ,.....,19-79 _.„,......_"_.......} ..__.,.�,...,.23• 3...__....�.__„t-. NOTES - 13) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 373 111 down and 71 Ib up at 11-0-12,47 to down and 58 to up at 13-0-12, 471bdownand581bupat 15-0-12,471bitoarnand5011itipat 17-0-12,47ttire witand5fittlupat 19-0-12,471bdownand68ibupat 21-0-12,471bdownandISSIttupat 23-0-12.47 to down and 58 It•s up at 25-0-12,471bdownand58tbupat 27-0-12,471tiuse. nand581Ibupat 29-0-12,47 lb down and 58 to up at 31-0-12, and 47 1b down and 581bupat 33-0-12,and471tidowriand5811supat 35-0-12 on bottom chord, The design/selection of such connection device(s) is the responsibility of others, 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate Increase -1,15 Uniform Loads (off) Vert: 1-3-96,3-6-96,7-14-14 Concentrated Loads (To) Vert: --21(8) 77=-373(8) 78--21(8) 79-21(B) 80 -21 (B) 2--21{S) 83-21(8) 84--21(B) 65=-21(S) 86-21(8) 87=-21 (B) 56--21(S) 89=-21(8) WARNING, - Vwlfy d"Ifin parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W747$ rev^ 1"VZOIS BEFORE USE, Design valid for use ants, Wth Wn& connectors. This design is based cuts, upon parameters arsosr, and is for an rndLwklvo1 build ng Component not a Truss system. Before use, the building designer must vedty the opmCobAis, of design parameters and property imcwtoorate this desQn into the averoll indpcotsfd is buckling Individual truss and/or chord members only, Addflorrol Temporary and permanent ksincing bulkiing design. Bracing to prevent of web is always required for stabMts, and To prevent colforsewith passible personal injury and property damage, for general guidance regarding the 7777 Greenback Lane fabricoflon, storage, deirvery. erection and brocing of trusses and truss systerns, see ANSI/Tftn Quality Cdhdfd. OSS -89 and SCSI leasing Component Safety information available Arm Truss Moto Institute, 218 N, Lee Street, Suite 312, Alexonddo, VA 22314, suite 109 nA.. f-fiss.M. CA 851 1.4•Q-6.4 5Q -9-Q t4�8-0 i7 &;i 2t -S• 2'-1_0.4 1-4-0 ._ 5.6 5-2.18 .. d 3.8.0 { _ 3�0 } 4-0-0 _a �1-4Q ME s 14 .,. .. ,... 12 .,. 9 3x4 =u 3x4 =' Sx&-a: 5xE = _ 4.00 !12 2x4 I i t �. _... 7�4 12_ ___._w t ...... .1�� 4____.. _.�. 145% 17•�Q �, 2 Q._ ___. Plate Oflse$s x y):__ j2 0 2-o 01 12I I 0 5 4 tI 2 9L W �M�µ Ty � � N - LOADING (psf) SPACING - 2-0-0 CS#. � D pL in (foe) Well L/d ( PLATE GRIP TOLL 30.0 Piste Grip IDOL 1.15 TC 0,47 Vert(LL) -0.12 12.13 >999 240 1 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 8C 0.38 Vert(TL) -9.18 12-13 >933 180 SCLL 0,0 Rep Stress Incr YES M054 Horz(TL) 0,02 9 rfa We Weight: 114 to FT w 0% BCDL TO Code IRC2012/TP12007 (Matrix M) LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, BS 1 Row at midpt 4-12 MT Tek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 12-129710-5-8, 9-43010-3.8. 15.88910-5-8 Max Horz 14a280(LC 11) Max Uplt&t12=-247(LC 12), 9- 113(LC 12), 14=-201(LC 12) Max Grav 12 »1359(LC 19), 9=440(LC 22), 14-902(LC 17) FORCES. (ib) -Max, CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15--371/205, 3-15 -277/249, 3-16--733/317,4-16--673/353,4-17--154/270, 2-1 4=-4991267, 7-9-4311133 BOT CHORD 13-14-611713, 13-19--941270„ 19-20--941270, 12-20--941270 VVEBS3-13=-5041287, 4-13:-2091667, 4-12-817/46, 5-12-397/199,6-12--4121111, 3-14-642115 NOTES- 1) Unbalanced of live loads,... considered i design. i + a a ♦ w . Y i.. ; Y t # " Y � • a ', � * i. fit between the . .: .. .. � i t iU St � i ,.. # f •". 1a w.. i iG'. ,. 4 ♦.,. „ ae i �. ,.♦ ".• *..^ •4.. i"i • o -at« {Yt a,. ww w w • .. l.4 � +. bottom .hi and any other members, with BCDLT Yo-:.. t0ctissli! i. •. « ♦•.:.. w+. ;.: t.•- ,.w to la,.:• : i _w: w W47- 9=113,14-201 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, April 28,2016 WAAWNG . Vartt'y design pmamorans and REAL; stores ON V*S AND INCLUDED MdTEK REFERENCE AAGE Mit-7473 rev. iorYi3l2015 BEFORE USE. f Design vatid for use only vAih MdTekS connectors. This design is based onty upon parameters shaven, and is for an dnduidual building component, not a truss system, Serve use, the budding designer must verity the applicability of design parameters and property incorporate this design into the oveosi3 bviid" design. Bracing indicated is to prevent booking or individual truss web and/or chord members onty, Additional ie potory and gas ent bracing ;' N always required fru stabilty, and to prevent cakapse Win possible personal injury and property damage., For, genera# guidance regarding the A i fabrication, storage delivery, erection and bracing of trusses and truss systems, sere ANSt/TPIf 4ua,#ty Waste, DSS -84 and SCSI Building Component 7777 Greenback Lane safety Information available from Truss friaate institute" 218 N. Cee Sheet, Suite, 312, Alexandria. VA 22:314, Surm 109 Citrus Hedahks. CA 95 1.4-0 6-6.4 5-2-12 3•M 3-0.0 4-0-0 1-4-D s 23 22: 21 20 19 18 17 147 15 14 443 12 6,6 SxEE = 4,00 FF 2 Plate tffsetsx Y) [2 0 2 0 0 1 12j [3 0 0 15 0 Sjjd 0 ,t} 4i Q ij X12 Q 5 4 0_ #i �rvt1d WpIT^ _ MPLA7`ES..W. �. ^_ � LQAC13Nra (psi) $•G6NCa_ 2 0-0 CSi. � <OEFL. in (loC)� tldefi CzRtP� � TOLL 30.0 Plate Grip DOL 1.15 TO 0,48 Vert(LL) -0,0010-11 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 BC 0.06 Vert(TL) -0.01 10.11 >999 180 BOLL 0,0 " Rep Stress lncr YES WS 026 orz(TL) 0.01 9 nta ria SCOL TO Code 1RC2012fTP12007 (Matrix M) Weight: 991 to FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 encs verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 no bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at In dpt 4-18,4-12 MlTek recommends that Stabilizers and required cross bracing be installed during mass erection, in accordance with Stabilizer REACTIONS. All bearings 14-6-0 except (jit=length) 9=0-38. (td) - Max Hort 3=-280(LC 10) Max Uplift All uplift 100 to or less at joint(s) except 32=-204(LC 12), 9=-116(LC 12), 18-174(LC 1), 23=-161(LC 12) Max Orav All reactions 250 lb or less at paints) 15, 16, 17, 19, 20, 21, 22, 14, 13 except 12=894(LC 18), 12=858(LC 1), 9=451(LC 1), 18=721(LC 17), 3=507(LC 21) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2.43=-3191210, 3-43=-225/255, 4-44=-1821267, 4-45=-175/277, 2-234731270, 7-94421138 BS 3-18=-576/303.4-1 2=-29710, 5-123951199, 6-12-4261110 NOTES- t.aa roof live loadsbeen considered a this design. t... •• 1. # - t... •♦ .a fit between the bottom chord and any other members, with SCDL 7,Opsf, i !^ 't a {t # ♦ t t t t t # a ♦. t t"::♦. w .A A .fir Itt u4fift at form 12. 116 Ibuolift atfoint t April 28,2016 _ _ WARNdNO • shislyditsignparomoters end READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE W7471 rev. 14OV2016 BEFORE USE. Design valid to use with set"connectors. this design is bossed only upon isommeten shown, and is for can individuol buiicding component, not o truss system, before use, she building designer scull verify the applrabikty of design parameters and properly ancarporole this design into the oveali MR' building design. Brocing indicated b to prevent buck&ng of individual miss web orrainx chard members only, Addii#+ancii temporary and pemnonent bracing Welk' is ohvoys rossuaed for s#abitty and to prevent cottopse with Possible personal injury and prosserty damage, For general guidance regard'usg the fabric stion, storage, dellvery, erection and broring of trusses Ond truss systems. see ANV/tPit Quality Galena, DS5.84 and BCSi lisliditraCompontart 7777 Greenback. Larne Safety Information ovoil ata#e h wn truss Plate instilude, 219 N. Lee Street, Sue#e 312. Aiexo ndist, VA 22314, S440 109 mme tiaiahfs. CA 96 1-4-U 5-0.4 a'^C-IL o3Vk t ,Y o`v -- LOADING i l DEPL. in } TCLL 30,0 Plate Grip DOL 1,15 TCDL 18,0 Lumber DOL 1.15 SCLL e ,0 Rep Stress Incr YES BCDL 7.0 «#W IRC2012rrPI2007 3x4 11 5x8 = p.a__. a.00 12 5x6 2x4 11 CS1, l DEPL. in (loc) Udeti Ltd PLATES GRIP TC 0.47 Vert(LL) -0.42 11-12 >999 240 MT20 1971144 BC 0.38 Vert(TL) -0.1811-12 >933 180 WE 0.84 Horz(TL) 0.02 8 n/a nta (Matrix -M) fight; 112 to FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end Verticals. BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. BS 4 Row at midpt 4-11 MaTek recom' nos that Stabilizers and required cross bracing be installed during truss erection to accordance with Stabilizer w 111.��ilq�gn 9uid0 �.! UpliftREACTIONS, (lb/size) 11=131610-5-88-271/0-3-8,13-88810-" Max Harz 13=272(LC 11) Max 90 Max Grav 11=1374(LC 18), .i i}. FORCES, (1b) -Max. Comp,/Max, Ton. -All forces 250 (lb) or less except when shown. TOPCHORD}.:3-15­723/307, 4-15-663/343, 4.16-1311250, 2-13-500/266, 7-8-268134 BOTCHORD t. 12-18-881258,18-19--881258,11-19--88/25 WEBS 3-12-5031289,4-12-2111667, 4-11--813186, 5-1 1=-3871196,6-11-410/162, NOTES- 1) Unbalanced is 4design, s ♦ . between the bottom # and any otheris •.... t. 7.0psf, # i # #:. .. f # # # # # #.'.... # # ":.i.• is . i # ♦ i #. #..... i # #:,. i. w WAFMANA • Vissilydessifliopwomeram end READ NOTES ON TKS AND INCLUDED W rEX REFERENCE PAGE W7473 rest. 1 /20161SEFORE USE, Design valid for arses ortty with MTek* connectors. This design is based any u. parameters shown, and as for on individual boilding component, not C, utas system. Before use, the building destine( must verify the oppttcobo&ty of design parameters and property incorporate this design We the overatt building design. Bracing indicated 4 to prevent buckling of Individual tress web and/or chord members orgy. Additional ternpotary and permanent bracing Is olvmys required for stabttlty and to prevent cottapse with possible personal injury and Property damage. For general guidance regarding the fabrication. storage, de4ivery, erection and bating of trusses and truss systems, see ANSffTP"tt QvaBty Ctftoda, DSB-BP rand BCS/ guOdinp Component Safety frrfoartaftan avaliable from Tress Hate Ir itltvte. 218 N, tee Street Suite 312, Atexordlo, VA 22314, April 28,2016 1-4.0 1--G,3 4«6.1 a-2.72 3-eu :9-Llu 4 -V -V ME I 14 12 ._ 3x4 ".'^ 3xIO _.." 5x8 :":."." 5x6 4oO [t2 2x4,fs€R €ate Offsets (X 0 2 8 Edgpj,j„1 t) LOADING (psi) _ w SPACING. 2-0-0 n C 11 DEFL. mm mmin fool Well � Ud €.ATE$ GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.14 12-13 >999 240 MT20 1971144 TCOL 18.0 Lumber DOL 1.95 BC 0.41 Vert(TL) -0,22 12-13 >794 180 BCLL 0,0 Rep Stress boor YES WB 0,31 Horz(TL) 0.01 9 n/a nta BDL TO Code tRC2012/TP12007 (Matrix M) Weight: 114 Ib FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6.0-0 oc purdins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc putflns ( max.): 1.3. WEBS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 1 Row at midpt 5-12 _ recommends that Stabilizers and required cross bracing a �MiTeir be installed during truss erection in accordance with Stabilizer^ lntts9€atipn, guide _J REACTIONS. (lb/size) 14=892!0-5-8, 12-1304/0-5.8, 9-279/0-3-8 Max Harz 14--260(LC 10) Max Uplift 14--186(LC 12), 12.299(LC 12), 9=-24(LC 12) Max Grass 14-892(LC 1), 121368(LC 18), 9=283(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-8211185, 4-1 =-638#216, 4-16-760/315, 5-16=-686/351, 8-9-270120 BOT CHORD 13-14--141/616,13-19--911260,19-20=-91/260,12-20-91/260 BS 3-14=-7661238,3-13=0/270,4-13-543/275,5-13-225/697, -12-800/104, 6-12 -3881197, 7-12-406/159 NOTES- 1) fit between the bottom chord and ♦- O• 70psf- ppld 12 ♦24 • uplift 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss, • Graphical purist representation#f"s not depict the size or the orientation « Y. of purfin along the top and/or bottom chord, WARNING- VoIfirdWspirserwrethwit, and READ NOTES SAN ire's AND INCLUDED NTEK REFERENCE PAGE AW7473rov, 1"W2015 BEFORE USE, Design valid for use any Witt Miletsit, connectors. This design 4 teased ony upon parameters shown. and Is for an indi Aduol building component. nay a truss system, Before use. the* building designer must verity the oppleaia'rkty at design parameters and property ins ate this design #eta the avesrolt building design. Brochg 3ndicoted is to prevent buckling of indlviduot truss web ondlar chord members only. Additionse temporary and bernaruaent bracing is atweays required tar statagfy and to prevent caSopse with possible personal in€"and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Cf#*Aas. OSS -81 and BCSI Bvittimg Component Safety Information socatobte from, Truss Here instiMe. 228 f4. Lees Street, Suite 312, Alexandria" VA 22314. April 28,2016 1-4.0 2.6.3 3-0,1 5.2.12 3.99-0 340 4.0.0 3x4 = 3x10 =— 5x6 ,„;:: 5x8 '. . 4.00 !12" 2x«4 r I N LOADING (psf) SPACING- 2-0-0� CSI, DEFL. in (toc) Udell Ud � PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) 413 12-13 >999 240 MT20 1971144 TCDL 160 Lumbar DOL 1.15 BC 0.40 Vert(TL) -0.20 12.13 >86 180 BOLL 0,0 Flap Stress lncr YES 0.30 Horz(TL) 0.02 9 nla We BCDL T 0 Code tRC2012irP12007 (Matrix -M) Weight: 195 Its FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -0.0 oC puffins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins (6-0.0 max.): 1.3. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BS 1 Row at midpt 5-12 _ � MiTak recommends !fret SfabtCtzers and required crass bracing�w�.,_� I be installed during truss erection, in accordance with Stabilizer REACTIONS. (Cb/size) 14=890/0-6-8,12=1311/0-5-8,9-274/0-3-8 Max Harz 14278(LC 10) Max Uplift 14=-187(LC 12), 12=-298(LC 12), 9=-24(LC 12) Max Grav 14=890(LC 1), 12=1374(LC 98).9=21(LC 22) FORCES, fib) - Max. Comp./Max. Ten. - All farces 250 (to) or Cess except when shown. TOP CHORD 2-14=•299!114, 3-4=-737/187, 4-16=-727!280, 5-16=-641/316, 8-9=-268121 BOT CHORD 13-14--1131667, 13-19=-881257, 18.20=-88/257, 12-20=-88/257 BS 3-14=-162/204, 4«13=-484/248, 6-13--2141673, 5-12-816/108, 6-12--386/195, 7-12=»4061159 NOTES - 1) t a :a k ..k tk • � * k, y wt +.'.� ' w. x ,: .. a t k- . • t •.. k i k ,. a ir x '...k. l a d e.• � •, t i. a.. A k �� k ".. t v >. t k.... tt,."t. - t :.. d t ., tk.: ♦ k.. k „. . :k w.. t 'k:; t»`. t" d � � t tt k; k ♦ •.k •.. k k -'.4:M k». t' d.`t t '. d.d k: ai# k.. -tk :: t S`e ,.• _.... ,. k}., . k is k... •. air. 7. r i k k st' t k ... k. 12 k24 i upliftjoint k k` model and design d «i trepresentationfixed not depict the size or orientation of tt and/or o:.k April 28,2016 WARNING - Verify dealgit paremetirra and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AW -7473 ray. 1401 011 BEFORE USE, t Design valid for use only with MFlek* connectors. This design 4 based only upon parameters shown, and is for an individual building component, not a truss system. Before use, f re: building designer must vently the applicability of design parameters and property incorporate this design into the ovemH building design. Brocing indicated is to prevent buckling of individual truss web and/or chorea members only, Additional temporary and peonarient bracing Mi Pek" is always required for stobfity and to prevent collapse Mfr desolate personal injury and property damage, for general guidance regarding the fobrfcotion, storage, delivery,erection and bracing of trusses and truss systems, see ANSVIT11 Quafidy CxSerla. 656-59 and SCSI 4v4dbsg Component 7777 Greenback Lane Safety Information avaikable from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, suite' logia. CA 954 l7ed 4-0^3 ....................._....,...._6-8.12 -�... �3"SY0 .. ..------'i REACTIONS.# Max Harz 8-328(LC 11) Max Uplift M NOTES - 1) Unbalanced roof live loads have been considered for this design. fit between the bottom chord and any other members, with SCDL - 7CpsC 6. 8) "Sertl pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 9) Graphical purfin representation does not depict the size or the orientation of the Darin aforl the top and/or bottom chord. fMAR+ONG - VerNy design ievart+mfors and READ NOTES ON THIS AND INCLUDED #LATEX REFERENCE RAGE W7#79 rev. 10AW2015 BEFOREUSE. Design vaild for use only with Wends connectors, This design is based only upon parameters shovm. and is fox can ind vkduoi building component. not a truss system. Before use, the building designer must verity the appficabikiy of design parameters and property incorporate this design into the overatl building design, Bracing indicated 6 to prevent bucking of individuot twaveb and/oar chard members only. Additional temporary and permanent bracing is always requyed for striagity and to prevent co#opse with Possible personal infury and property annual for gernerat guidance regarding the fabrication, storage, defiwery, eeection and brocfng oP truides and truss Sytte". See ANSt/ti%t Quality Crftefia, DS1149 and SCSI Iful ding Campar+eM Safety information available from Truss Plate institute. 218 Nl Lee Street Suite 312, Atexonado, VA 22314. 8X4 ,^ 3x4 '"" 1X43 "y LOADING (psf} SPACING- TCLL 30.0 Plate Grip DOL 2-0-0 � 1.15 CSI. ^ � TC 0.28 DEFL. to Vert(LL) -0.99 (too) _ Ildeft._... Lid..a.. PLATES GRIP 6-7 >999 240 MT20 1971144 TCOL 18.0 Lumber DOL 1,15 BC 0.41 Vert(TL) -0.20 6-7 >862 180 00 ` Rep Stress roar YES BCDL 7.0 Code IRC2012ITP12007 0 41 (Matrix M) __� .."..._ Horz(TL) 00 1 he nfa Weight 84 Ib FT- 0%BOLL LUMBER- BRACING, TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins„ except 3-4: 2x6 SPF 2100E 1.8E end verticals, and 2-0«0 oe purlins (6-0-0 max.): 1-3. BOT CHORD 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BS 2x4 SPF No.2 WEBS 1 Row at midpt_ 4-6 MlTei€ recommends that Stabilizers and required crass bracing be installed during truss erection in accordance with Stabilizer t0ate�6Ls�r? Stt4�l6 _ �, �_a REACTIONS.# Max Harz 8-328(LC 11) Max Uplift M NOTES - 1) Unbalanced roof live loads have been considered for this design. fit between the bottom chord and any other members, with SCDL - 7CpsC 6. 8) "Sertl pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 9) Graphical purfin representation does not depict the size or the orientation of the Darin aforl the top and/or bottom chord. fMAR+ONG - VerNy design ievart+mfors and READ NOTES ON THIS AND INCLUDED #LATEX REFERENCE RAGE W7#79 rev. 10AW2015 BEFOREUSE. Design vaild for use only with Wends connectors, This design is based only upon parameters shovm. and is fox can ind vkduoi building component. not a truss system. Before use, the building designer must verity the appficabikiy of design parameters and property incorporate this design into the overatl building design, Bracing indicated 6 to prevent bucking of individuot twaveb and/oar chard members only. Additional temporary and permanent bracing is always requyed for striagity and to prevent co#opse with Possible personal infury and property annual for gernerat guidance regarding the fabrication, storage, defiwery, eeection and brocfng oP truides and truss Sytte". See ANSt/ti%t Quality Crftefia, DS1149 and SCSI Iful ding Campar+eM Safety information available from Truss Plate institute. 218 Nl Lee Street Suite 312, Atexonado, VA 22314. "y 1-4.0 5-4-6 5-4-11 3.9.0 nom 4x6 41 8x8 = 8x8 -. 3xs 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, to (loc) tldeti Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TO 0.31 Vert(LL) -0.06 7-8 >999 240 MT20 197/144 TOOL 18"0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.13 7.8 >999 180 BCLL 0,0 * Rep Stress incr NO WB 0,63 florz(TL) 0.01 6 nla m BCi7L 7.0 Code IRC2012 120177 (Matrix M) I i Weight: 320 Its FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural Mood sheathing directly applied or 6.0-0 ac purlins, except BOT CHORD 2x$ OF 195OF 1.7E end verticals, and 2-0-0 oC purlins (6-0-0 max.): 1-3. BS 20 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10.0-0 Dc bracing. REACTIONS. (lb/size) 9-754910-5-8, 6739210.5-8 Max hlorz 9-318(LC 7t' Max Uplift9-738(LC 4), 6--675(LC 8) Max Geav 9-7743(LC 14), 5-7630(LC 13) FORCES. (lb) - Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-5624/561, 2-3--6113/601, 3-4-3505/414,4-5-3403/42% 5-6--6297!585 BOT CHORD 8-9--2491257, 7-8-65016191 BS 2-8-702/7994,3-8-1071651, 3-7--43731456,4-7--379/3372,5-7--471/5168 NOTES- 1) Top chords connected as follows: 20 - I row at 0-9-0 Ga. Bottom chords connected as lsollows� 2x8 - 2 rows staggered at 0-4-0 oc, Webs connected as followes� 2x4 - I row at 0-9-0 oc, w A i A Y Cat, 11; Exp C; enclosed; MWFRS (direcfionar� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1 #a Provide adequate drainage prevenpending, Standard6) Plates chocked for a plus or minus 6 degree rotation about its center, 7) This truss has been designed for a 1 OO Pat bottom chord live load nonconcurrent with any other live loads, LOAD CASE(S) April 26,2016 WARNING - Verffi, desire. paramel^ers, and READ NOTES ON 7kNS AND INCLUDED Ae7EX REFERENCE FADE ANF7473 rev. 1"34013 BEFORE USE. Design valid for arse only with ti4"teleD 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 roust verity the opplicobigh, of design parameters and property incorporate this design into the ovetoll lvVilding design. &robing hdicated b to prevent buck. of individuaa truss web and/or chard members only. AddiRionoi temporary and permanent bracing m'. Is otways required for stability and to prevent collapse with passible personot injury and property damage. For general SeAdonce regarding the fobricol€on, storage, delivery, erection and bracing of trusses and truss systema, see ANSI/7Pft Qva#1y CIA*d*t OSS -44 and SCSI SvSdUte Component 7777 Greenback Lana 09 Safety tntioamallon available hos am TriPlate institute. 218 N. Lee Street, Suite 312, Alexandria VA 22334. C st to t�tadice fie inhts. CA 95 LOAD CASE(S) Standard Undorm Loads (Pik Vert: 1-2-96,2-3--96, 3-4--96,4-5-96, 6-9-946(F--932) WARNING - v n parsimeton and READ NOTES ON THOS AND INCLUDED AN rEK REFERENCE PAGE W7473 rev. IM312096 BEFORE USE. Design wand for use onty with MTedEr connectors. The design is based only vpon parameters shown, and is for an individual bvioling6 coryponent, not a truss system, Before use the building designer must verify the aFp0coblEty of design poraroefers and properly incorporate this design into the ovearoH buikiueg design, Bracing indicated is to buckfing of indMduai buss web ond/or chord members only, Addifionol temporary and pennonent uric?ng prevent is always required for stability and to prevent colopse Mir passible persona€ injury and property damage, For generat guidance regordreng the fab+ ation, storage, deffveq, erectson and bracing cat tn:sses and truss systerns, see ANSt/TPII Qu Waste, DS449 and K$l SuNding Component 7777 Greenback Lane 109 Safety Information avollobte from Truss Pilate lnsfitute, M N, tee Sheet, Sraite 312, Alexandeia, VA 22316, Sete r".arssm lWtrhtx CA 9IN CIE Sasser S urie i.Bf a Sep+.JZuusi71tex Prou suf ID:dk6HgzQlok6Q3x11bY21GgykLHr•Yw 32U_V5V . . . ._. .__ , 4-0.0 1_.. 14-0. m t 4 a LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 of; purlins, except BOT CHORD 20 SPF No,2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing OTHERS 2x4 SPF No.2 Mi"Tek recommends that Stabilizers and required cross bracing be Installed during truss erection in accordance with Stabilizer REACTIONS. All bearings 1-040. (to) - Max Harz 10-152(LC 10) Max uplift All uplift 100111 or less st)oint(s) 10, 9, 7„ 6 Max Grav All reactions 250 Ib or lass at joint(s) except 10=297(LC 1), 9= 306(LC 17), 9=269(LC 1), 7=282(LC 18), 7=269(LC 1), 8=97(LC 1) TOPCHORD WEBS 3-7-359/0,3-9=-332/0 NOTES - Unbalanced roof liveloads have been a #^. ».d for design, 4:„:.. Mt fA 4 # # �♦ to . f 4d♦ .4t f. ff "t f # # k” '# • r.: - ,. :_ rt -.: f f #. # # !-.:...t � a.# f a ..• # :#e # :#. :. #. a r. April 28,2016 WARNtNrt • VerityOn perimeters end READ NOTES ON TMS ANO INCLUDED ANTEX REFERENCE PAGE MR -7473 rev. 100MVIS BEFORE USE, Design valid for use only with WelO connectors, This design is based onf/ upon parameters spawn, and is for an individuot bvgming comporrenl, not a truss system. Before use, the bulling designer must verity fire oppiicabAts, at design parameters and property incorporate the, design into the oueraii p building design Bracing indicated is to Prevent truckling of ksdKiduot truss web and/or chord menbers only. Additional temporary, and permanent bracing is ohvays required for sturdily and to prevent ca se Win Possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1141 Quality Cikirlo,. OS8`89 cad SCSI 8 iia Component 7777 Greenest Safety Information available born h urs Plate Institute. 218 ft. Lee Street. Suite 312 Aiexand€ a, VA 22314. swto 109 r^imr# ".nntwrrt 5x6 4.00 F2 `uxe " 102x4 in � e LOADING (psi � SPACING- 2-0-0 CSI. DEFL» to (loc) Vdefi Ud p PLATE$ GRIP TOLL 30.0 £ Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0"01 7-8 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 7-8 >999 180 BCLL 0,0 * Rep Stress $nor YES WB 0,14 Horz(TL) 0.01 7 nta rata BCDL 7.0 Code IRC2012/TP12007 (Matrix-M)Weight: 45 Its FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 of; purlins, except BOT CHORD 20 SPF No,2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing OTHERS 2x4 SPF No.2 Mi"Tek recommends that Stabilizers and required cross bracing be Installed during truss erection in accordance with Stabilizer REACTIONS. All bearings 1-040. (to) - Max Harz 10-152(LC 10) Max uplift All uplift 100111 or less st)oint(s) 10, 9, 7„ 6 Max Grav All reactions 250 Ib or lass at joint(s) except 10=297(LC 1), 9= 306(LC 17), 9=269(LC 1), 7=282(LC 18), 7=269(LC 1), 8=97(LC 1) TOPCHORD WEBS 3-7-359/0,3-9=-332/0 NOTES - Unbalanced roof liveloads have been a #^. ».d for design, 4:„:.. Mt fA 4 # # �♦ to . f 4d♦ .4t f. ff "t f # # k” '# • r.: - ,. :_ rt -.: f f #. # # !-.:...t � a.# f a ..• # :#e # :#. :. #. a r. April 28,2016 WARNtNrt • VerityOn perimeters end READ NOTES ON TMS ANO INCLUDED ANTEX REFERENCE PAGE MR -7473 rev. 100MVIS BEFORE USE, Design valid for use only with WelO connectors, This design is based onf/ upon parameters spawn, and is for an individuot bvgming comporrenl, not a truss system. Before use, the bulling designer must verity fire oppiicabAts, at design parameters and property incorporate the, design into the oueraii p building design Bracing indicated is to Prevent truckling of ksdKiduot truss web and/or chord menbers only. Additional temporary, and permanent bracing is ohvays required for sturdily and to prevent ca se Win Possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1141 Quality Cikirlo,. OS8`89 cad SCSI 8 iia Component 7777 Greenest Safety Information available born h urs Plate Institute. 218 ft. Lee Street. Suite 312 Aiexand€ a, VA 22314. swto 109 r^imr# ".nntwrrt d ME 10,dk6HgaQ1ok6Q3xt1bYZ9GgykLlir tHOV OdVOtn149nSSE 1.4-0 5.0.4 9-9�tt 445-92 ,19 -S -E4 2i'�-tQ-ti 1.40 5-0.4 4-812 4-8-12 5.0+4 1-4.0 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD BOT CHORO 2x4 SPF No.2 VVESS 2x4 SPF No.2 BOT CHORD REACTIONS. (Fb1size) 10-1198/0-3-8,8-119810-3-8 Max Harz 10-261(LC10) Maas Uplift 10--120{LC 12), 8--120(LC 12) FORCES. (Ib) -Max, Comp./Max, Ten.. w All forces 250 (Ib) or Fess except when shown. TOP CHORD -1 1=-30511 1 2, 3-12--965/174, 4-1 2--826121 0, 4-1 3-82612 1 0. 5.13--965/174, 6-14-3051112, 2-10--441/177, 6-8-440/177 BOT CHORD 9"10--341915.8-9=-18/877 BS 4-9-107/537,5-9--2991160,3-9-299/160,3-10=-1036/60,5-8-1036/60 Structural wood sheathing directly applied or 5-7-10 oc purilins, except « vertjcals Rigid ceiling directly applied at, 10-0-0 Do bracing. . ... .. M i Tek recommends that stabilizers and required cross « : # beinstalled during«accordance NOTES- 1) Unbalanced « * # ioe connection ♦ . others)a of # bearing plate capable or wranstanoin 8-120 "Semi-rigid pitchbreaks with fixed heeIV Member end fixity model` # in the analysis and design # of April 28,2016 WARNING - Verify dasign paranset a and READ NOTES ON Ti63 AND INC LOGEfi ANTEK REFERENCE PAGE 7473 rev; 10,1712015 BEFORE USE, Design valid for use onty with M1At7efrO connectors. This design 4 based only upon porarreeien shown. and is for on individual building component, not a truss system. Before use, the building designer mint va0y the appircobiGfy of design parameters and properly Incorporate this design into the overati buifri ng design @Bracing ksdicated is to pteevent buck9ng of inckoduat truss web and/or Chard members only, Additional temporary and permanent bracing is atwoyx required for stability and to prevent collapse vAth possible personal injury and property damage, For general guidance regarding the fabrication, storage detkvery, erection and bracing of trusses and truss systems. see AW/Tirn coolly Criteria, DS6.89 and BCS# ssildtnq Component 7777 Greenback lane Safety in ava+datrie from Truss Plate Institute. 218 N, Lee Street, Suite 312, Atexandda, VA 314. �S^ a109 ca 95 3A ==' 5x9 =-. 3xe m M m „ry LOADING (psi SPACING- 2-0-0 CSL � DEE"L in (loc) Well Lld PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -017 8-9 7999 240 MT20 197£144 TCDL 18.0 Lumber DOL 1,15 BC 0.68 Vert(TL) -035 -9 7651 990 SCLL 0"0 * Rep Stress Ener YES WB 0,75 Horz(TL) 0.03 8 nta Fila SCOL 7.0 Code iRC20121TP12007 (Matrix -M) fight. 92 to FT - 0% LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOPCHORD BOT CHORO 2x4 SPF No.2 VVESS 2x4 SPF No.2 BOT CHORD REACTIONS. (Fb1size) 10-1198/0-3-8,8-119810-3-8 Max Harz 10-261(LC10) Maas Uplift 10--120{LC 12), 8--120(LC 12) FORCES. (Ib) -Max, Comp./Max, Ten.. w All forces 250 (Ib) or Fess except when shown. TOP CHORD -1 1=-30511 1 2, 3-12--965/174, 4-1 2--826121 0, 4-1 3-82612 1 0. 5.13--965/174, 6-14-3051112, 2-10--441/177, 6-8-440/177 BOT CHORD 9"10--341915.8-9=-18/877 BS 4-9-107/537,5-9--2991160,3-9-299/160,3-10=-1036/60,5-8-1036/60 Structural wood sheathing directly applied or 5-7-10 oc purilins, except « vertjcals Rigid ceiling directly applied at, 10-0-0 Do bracing. . ... .. M i Tek recommends that stabilizers and required cross « : # beinstalled during«accordance NOTES- 1) Unbalanced « * # ioe connection ♦ . others)a of # bearing plate capable or wranstanoin 8-120 "Semi-rigid pitchbreaks with fixed heeIV Member end fixity model` # in the analysis and design # of April 28,2016 WARNING - Verify dasign paranset a and READ NOTES ON Ti63 AND INC LOGEfi ANTEK REFERENCE PAGE 7473 rev; 10,1712015 BEFORE USE, Design valid for use onty with M1At7efrO connectors. This design 4 based only upon porarreeien shown. and is for on individual building component, not a truss system. Before use, the building designer mint va0y the appircobiGfy of design parameters and properly Incorporate this design into the overati buifri ng design @Bracing ksdicated is to pteevent buck9ng of inckoduat truss web and/or Chard members only, Additional temporary and permanent bracing is atwoyx required for stability and to prevent collapse vAth possible personal injury and property damage, For general guidance regarding the fabrication, storage detkvery, erection and bracing of trusses and truss systems. see AW/Tirn coolly Criteria, DS6.89 and BCS# ssildtnq Component 7777 Greenback lane Safety in ava+datrie from Truss Plate Institute. 218 N, Lee Street, Suite 312, Atexandda, VA 314. �S^ a109 ca 95 8 1-4-0 5.0.4 44'12 4-8.12 b•U14 1-4-V 3X4 = 5X8 = 3X4 = LOADING (psfi SPACING- 2-0.0 CSI. DEFL, to (Ioc) Well Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1,1-5 TC 0.37 Vert(LL) -0.08 9-10 >999 244 MT20 197/144 TCDL 180 Lumber DOL 1,15 BC 4 46 Vert(TL) -0,17 10-11 >999 180 BCLL 0,0 ` Rep Stress Incr YES W8 0.77 Horz(TL) 0,03 Code P12007 M) 8 nita We J VVelght 142 ib FT - 0% BCDL 7.0 IRC201 (Matrix 7777 Greenback Lane LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -6-12 oc purttns, except BOT CHORD 2x4 SPF No.2 end veriica€s. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0"0 go bracing OTHERS 2x4 SPF No,2 MiTok recommends that Stabilizers and required cross bracing be installed during truss erection/ in accordance with Stabilizer __..-. REACTIONS. All bearings 1-3-0 except (jt=length) 11=0-3-8, 9-0-3.8. (lb) - Max Herz 12=-261(LC 10) Max Uplift All uplift 100 Ib or less at jotnt(s) except 12=-200(LC 12), 8=-200(LC 12) Max Orav All reactions 250 lb or less at joints) except 12=1047(LC 1) 8=1047(LC 1), 11=376(LC 3), 9=376(LC 3) FORCES. (ib) -Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 3-42=-935/191,4-42--7951227,4-43=-795/227, 5-43=-9351191, 2-12--4111194, 6-8-4111194 BOT CHORD 11-12-49/887, 10-11=-49/887,9-10=-33/849,8-9=-33/849 VVEBS 4.10-125/503, 5-10=-2971162,3-10--2961161, 3-121457/47, 5-8--1057!47 NOTES- 1) TDIS IN between the bottom chord any other members. Provide ♦ # of • bearing plate capable of withstanding 200 lb uplift at jointand 200 to uplift joint 8, 10) 'Semkigid pitchbreaks, with fixed heela"Member end fixity model was used in The analysis and design of this truss. April 28,2016 WARNING. YarMY destgn poraaeadars and READ NOTES ON INS AND INCLUDED WTEX REFER&NCE PAGE AIA/ -7479 rsv". 19lU"015 BEFORE USE, Design valid for use onty with tJa'rekW connectors. This desrgn is basad only vison parameters shown, and is for on individual building component, not a truss system. Before use, the building designer most verity the oppkatsisty of design parameters and property ercotporate the design into The overOu building design" Bracing indicated is to prevent buck&ng of indMisuat truss web and/or chord members only. Adddionse temporary and permanent broceng is otwdys required for stablily and to prevent co9apse Mth passible pesonot injury and property damage.. For Windt guidance regarding the 7777 Greenback Lane rabricataon, storage, delivery, erecfton orad bracing of trusses and truss systems. see ANSfITP11 Qualify Criteria, DSB'84 and BCSt BuNdIng Component Safety fnfarmatfon ovoitabie from Truss Plate institute. 218 N. lee Street, Svite 312, AteXaredslr, VA 22314. � ca X10 aids. CA 95 b-014 4-15,12 4-3-IZ o-" i -4-V RM SX12 11 300 11 IoXI0 = WO €! 8X12 it LOADING (psh SPACING- 2.0-0 CSI, DEFL, in (ioc) Well Lid TCLL 30,0 Plate Grip DOL 115 TC 0,39 VedI -0.09 9-10 >999 240 TCDL 18.0 Lumber DOL 115 BC 039 Vert(TL) -0,19 9-10 >999 180 BOLL 0,0 Rep Stress liscr NO WE 0,71 Horz(TL) 0.05 7 We are BCDL TO Code IRC2012fTP12007 (Matrix -M) LUMBEII TOP CHORD 2x6 SPF 210OF 1,8E BOT CHORD 1,5X7.25 Microllam LVL 2,OE TG WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF 2100F 1.8E 2-6-0, Right 2x6 SPF 210OF 1.8E 2-6-0 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 OC puffins. 80TCHORD Rigid ceiling directly applied Or 10-0-0 oc bracing, FORCES, (lb) -Max, Comp,/Max, Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 1 -2 -2909/283,2-3--68741742,3-4-60091720 4-5-6009/719,5-6-82821801, 6-7-3656/322 BOTCHORD 1-20--46215453, 20-21--462/6453, 11-21--462/5463, 11-22--46215453, 22-23=462/5453 10-23--462/5453,10-24-509/6586, 24-25-509/6586, 25-26-50916586, 9-26--50916586, 9-27-509/6586, 2 7-28-50916586, 7-28-50916586 WEBS 4-1 0=-675/5814, 5-10-2166/213, 5-9--20512819, 3-1 0=-658/150, 3-11-1181952 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0 13 1 "x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, Bottom chords connected as follows: I. 5x7.25 - 2 rows staggered at 0-5-0 oc, Webs connected as follows: 2x4 - I row at 0-9-0 go. ,?Q',A"nid&.pv&&iensidered eouallt? apalled to all *.fies, exce!lt if noted as front f ), or back IBJ as in the LOAD CASE�Si. section, Ply to ply connections have been provided to distribute only loads noted as IF) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) C ASCE 7-1#� Yllft-133I (3-szoiI tptsh V(lvkC2,J,12)-1#Smqtt; TC11_-14.2qII JlCIL--4,2Asf; N-1511,; 9-45t; L-24ft; %gvessA%; Cat 11; Exp osed; MWFRS (directional); cantilever left and right exposed � end vertical left and right ft ":t ber DOL -1 60 plate grip DOL -1.60 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcursent with any other live loads, ,&WARNING. Voriffdespimpoems tse..dREAD NOTES ON If*$ AND INCLUDED AI REFERENCE PAGE W-7472mv, 144112015 BEFORE USE. Design voild for use only with Miressiii connectors. This design is based only upon parameters shown, and is for an Individual bultding component, not a truss system, Reforis use, the Wilding designer must verity the applicability of design parameters and propedy incorporate thb design inks the overall Wining design, Bracing Indicated is to prevent booking of incirviduct truss web and/or chord members onty Additional temporary and permanent bracing Is alvoys required for stablity and to prevent cokarse Wth possible personal injury and Property damage. For general guidance regarding tile tobricoWn, storage, delivery, erection and baschgol tiveres, and truss systems, see ANSI/TPI) Quality Coterie, 039-89 and SCSI livildina Component Safety Information available from Truss Pere institute, 2 is N, Lee Street, Suite 312, Arexandrio, VA 22314. April 28,2016 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber tricrease-1,15, Plate Increase -1.15 Uniform Loads (p#) Vert: 1-4-96, 4-8--96, 12-16-14 Concentrated Loads (lb) Vert: 10-855(8) 20-723(8) 21-762(B) 22-798(8) 23-823(8) 24-877((3) 25-1405(8) 26--1405(B) 27--1405(8) 28=-1405(8) A WARWNG • VWOY d*Wgn parameters end READ NOTES ON rMs AND INCILUDEOUTEK REFERENCE PAGE MR-7473 rev, faVV2015 BEFORE USE, Design valid for use only Win hfirekTif connectors. This design is based onty upon porameten show=n, and is for an todiAdwol building COMPOnent, not a truss system. Before use, the puAdIng designer most verify the opplicatr6ty of destgn porometors; and property incorporate this design info the overall building design, Bracing indicated 4 to prevent bucking of individual truss web and/or chord men bes onty. Additional temporary and pemonent bracing MITek' is oomys required for stability and to prevent coliarneWilh possible personal injury and property damage,. For generof evidence regooding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPtl sissoffillyCiloda, DSI-89 and BCSI Building Component 7777 Greenha Safety Informathors ovoifolot, from Truss Prate Institute. 218 N, Lee Street, Suite 312, Alexandria, VA 22314, suite 109 I an'. I 14-0 - _ ._..,......, ......_....... 6.7=9 ,........., ...,....._.., ...�._..._.... ��..._.......6-4 -4 .... _.._.,...a....._..___# ..._.__..-.......__.. 6-4-4 Y- ._..._._,_._..._.-.... ..,-..__..... .._.M...6.7-12 ._-........_. ,�,.�,.. ,1-4-0 3x4 = 4X6 = 3x4 = WO Il 4x'3G1 it LOADING (psf) SPACING- 2-0-0 CSI. DEFI., in (loc) Vdefl LID PLATES GRIP TCLL 30.0 Plate Grip DOL 9.15 T 1.00 Vert(LL) -0.31 12-14 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 BC 01,77 Vert(TL) -0.56 12-14 >558 180 BOLI. 0.0 ' Pep Stress Incr YES M OAS Horz(TL) 0,11 10 n/a n1a BCDL 7,0 Code IRC201 P12007 (Matrix M) Weight; 101 ib FT -O% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 o_c_bracing. BS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER deft 2x8 SPF 2100F 1.8E 2-0-0, Right 24 SPF 210OF 1.8E 2-0-0 � be �nstatied during truss erection, In accordance with Stabilizer REACTIONS, (lbisize) 2-1558/0-3-8, 10=1558/0-3-8 Max Horz -183(k 11) Max Uplift2--138(LC 12), 10--138(LC 12) FORCES. (lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3--48810, 3-422261278, 4-5--19801275, 5-23--18401301,6-23-1833/331, 6-24--18331331, 7-24--1840/301, 7-8=-1580/275, 8-9-.22261278, 9-10--48810 BOT CHORD 2-14--10811889, 14-2 --1}1333, 13-25--111333, 13-26--1113;33, 12-26--111333, 10-12--130!1883 BS 6-12=-86/677, 8-12-5241167,6-14--86t677,4-14--5241167 NOTES- 1) roof toads have been . , for design, WIN „ x.... ru ♦. •♦ ♦ ♦ R s ax. x.. e s ... x_♦ *., a „. • .. r.., ♦.. betweenfit sate• xat ♦ ♦- torr. . Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 138 to uplift at joint 2 and 138 lb uplift at joi ! 7) "Semi-rigid pitchbreaks with fixed heels" Member end harry model was used in the analysis and design of this truss. April 28,2016 ,&WARIVING.Voreedesittaparannefiesand REACT NOTE'S ON 7'h9S AND #icL 'tEA w-rrK REEFER&NCE nAar w747.1 rev. fAIMMSEFORE USE. Design vafrd for use onty sarcth Mriek^B conneOsrm ihvs design is based only upon Parameters shovn, and is for an individoot building component, not a truss system. Before vse. the building des&gner tutor verity the opplicabikty of design parameters and Property incorporate this design into the overset building design. Sroci ng indicated 4 to prevent truckfing of indtvrduol truss web and/or chord members onty, AddRional temporary and permanent tracing is aiways required for staplity and to Prevent ca®opse avilh possltbte personoi injury and property damage. For general guidance regrading the focuration, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Criteria. DS0-89 and SCSI Sullding Component 77/77 Greenback lane Safety Info rmatkrn ovatiopte from Truss Plate tnstOute, 238 N, tee Street. Suite 312, Aiexondkis, VA 22314. ! S��a t0to-g aintxts roar a5r I EtE I Corwrion Supported Gable 1.4.0 ' 13-0.0 4x4 8.00 392_. 12 aysti lD:dk6HgzQ1ok6Q3xI1bY 1 1-4-0 Scala a 1:50.1 I 3x10 It 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 3x10 II 3x4 ` Pia# {fiis# i Y L2 ii 5 1-4.1 dge] ft,'.Q:, is 0 0-3 0j I22 0 14 EdgB] A ._... T LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lid PLATES GRIP TCLL 300 Plate Grip DOL 1,15 TC 015 Vert(LL) -0.00 23 Bair 120 MT20 197£144 TCDL 15.0 Lumber DOL 7.15 SC 0.04 T t Vert( L) -0,0 23 Nr 120 BOLL 0.0 ' Rep Stress Inca YES 0,15 [ Horz(TL) 0,00 22 nia rats BCDL 7.0 Code IRO2012/TPI2007 (Matrix) j Weight 149 lb FT -O% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc purlins. BOT CHORD 2x4 SPF No.2 BAT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing OTHERS 2x4 SPF No.2 I MITek recommends that Stsbiltzers and required cross bracing SLIDER Leis 2x6 SPF 2100F 1.$E 1-7-11, Right 2x6 SPF 2100F 1.8E 1-7-11 { be installed during truss erection in accordance with Stabilizer REACTION& Ail bearings 2"-0. (8b) - Max Harz 2--183(LC 10) Max Uplift All uplift 100 to or less at joint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28„ 27, 26, 25, 24,22 Max Gras, All reactions 250 Ib or less at joints) 32, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24 except 2-296(L 1), 22.296(LC 1) NOTES - Wind: : Y r gust)a:W. *. W W.: zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & M\NFRS for reactions shown: Lumber OOL= 1 .60 plate grip DOL -1,60 3) Truss designed for wind loads In the plane of the truss only, For studs exposed to wind (normal to the face), see Standard industry Gable End Oetailis as applicable, or consult qualified building designer as per ANSIfTPI I 4) All plates are 2x4 M unless otherwise indicated. checked5) Plates for a plus or -♦ree rotation about 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. t This truss has been designed M 10,0 •list boftom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2.0.0 wide will fit between the bottom chord and any other members. Isi-Wisintz .:, ... t ,. a *.... i a y...; - r • »+. y,.. i. as a • s i. * 8 * 11) "Semi-rigid plichbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, April 28,2018 P WARNING • Vestry design paraverfors and REAo Noms GN'rMS AND INCLUDED WtEii REFERENCE PAGE W$ rev„ fAAMOILL BEFORE UM Design valid tot use only Mfh Milei..r connector&. This design is biased only' upon parameter shown. and is for can individuat building component, not dp a truss systems fiefore use, the building designer must verity the applicability of design parameters and Property incorporate this design into the coverall i buitdisug design. Bracing indicated is t0 prevent truck#ng of individual truss web and/or chord members only. Additional temporary and pemxanant bracing i i ry is oNvoys required for speRity and to rxeve nl codkaPse with possible sondd hJury and property damage. For generale guidance eegcudkrg the h fabrication, storage, delivery, reeciton and bracing of Trusses and miss systems. see AN$g7ftt Quality Culeds. OS6•84 and BCIn sudding Component 7777 Greenback Lane Safety iniormo##an available, from Truss Plate institute. 218 N, tee Street. Suite 312,. Alexandria, VA 22'314, Suite is }dH CA -us eiaMs. CA 95 5-7.11 7-4.5 5 -r -u a -a rZ a -+v-1 — EMM SM LOADING lost) SPACING- 2-0-0 TC 0.83 Vert(LL) -0,1613-15 Plate A DOL 1,15 TCDL 18,0 Lumber DOL 1.15 SCLL 11 •:.., Stress 115 to FT - 0% SCDL TO Code IRC2012fTP12007 LUMBER - A Y 2-3: 2x4 SPF 240OF 2.OE CHORDBOT 2x4 SPF NO,2 RightSLIDER ► 2-0-0 11 10 2x4 It 300 �= CS#. ISEFL, in (loc) Well Ud PLATES GRIP TC 0.83 Vert(LL) -0,1613-15 >999 240 MT20 19711+44 BC 083 Vert(TL) 0+13 >71a 180 VVB 0,83 HoTz(TI.) tt.13 8 n1a rile j a (Matrix M)weight: _ 115 to FT - 0% BRACING. TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purins, except end verticals, and 2-0-0 oc purlins (2-4-4 max,): 1-2. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, BS 1 Row at midpt -1 _ m__....* Ia�iTe� recopnmends that tabthzers and repo±red orossbracing be installed during truss erection, in accordance with Stabilizer i+de REACTIONS.4 I Max Harz 16-219ILC t) FORCES. (lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown, TOPCHORDa ,3-22-1737/277, 3-23--1761/292, Aa 7-8-406/50 BOTCHORD14-16-182/2810,13-14=-182/2810,12-13=-164/2668,4-12-6/506,8-10--12411818 WEBS 1-15--325/2884, 2-15-10281187, 2-13-1291/218, 3-13-73M9, 4-13-11301182, 10-12-113/1798, 6-12-17f755, 6-10-675/72 NOTES - 1) Unbalanced root live loads have been considered for this design, fit between the bottom chord and any other members, 7) Refer A ! ♦ connections. i8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 16 except Ot-lb)8-140,9) "Semi-rigid pAchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2016 WARMUG • Verify dasJgn parameters end READ NOTES ON TNS AND BNct taro sirrEK REFERENCE RAGE NO -747,3 rev. 14,0342015 BEFORE USE, Design val"sd for use only with Welds connectors. This design is based anis upon porometerx shown, and is for an individual boldins; component, not ca truss system. Before use, the budding designer most verify the opp4cctbakty, of design porometers and property incorporate this design into the overall building deslgn. 6faeing indicated is to prevent buckling of Individual truss web ondlor chard members only. Ackstionse temporary and permanent bracing s always required for stablity end to prevent coorpse Wth possible personal injury and property damage. For general guidance regarding the fabrication, storage, def&very, erection and bfacing of trusses and frons systems, see ANStfTPtt Quality Cetefla., D$0-84 and BCS# BuBdtnss Component 7777 Greentaa Safety tntatration avoisstse from Truss Plate Institute, 219 N. fee Street Suite 312, Alexandria, VA 222314, SuHe 109 d"a'— Nni.14. 4-334 4-0.2 4^9-5 5.7.17 a-+rt:e ,s -firs 1 ­ ONM LOADING lost) SPACING- 2-0-0 TCLL 300 Plata Grip DOL 1.15 TCDL 18.0 Lumber DOL 1»15 BCLL 0.0 = Rep Stress bier YES BCDL 7 0 Cade iRC201 12007 LUMBER - TOP CHORD 2x4 SPF No.2 SCOT CHORD 2x4 SPF No.2 VAEBS 2x0 SPF No. SLIDER Right 2x6 SPF 2100E 1.8E 2-0-0 REACTIONS. (lb/size) 17=1419/Mechanical, 9-1553/0-3-8 Max Herz 17-247(LC 10) Max uplift 17-90(LC 12), 9-139(LC 12) 2x4 11 3x1D CSt. DEFL. in find) Wall Lid I PLATES GRIP TC 0.60 Vert(LL) -0.1313-14 >999 240 MT20 1971144 SC 0.83 Vert(TL) -0.3113-14 >999 180 WB 0,97 Horz(TL) 0.13 9 nfa nIa (Matroi M) # ight; 120 ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4.14 oc purlins, except and verticals, and 2.0-0 oc purlins (4.0-9 max:,): 1.3« 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 FORCES, (lb) -Max, Comp,/Max, Ten, -Aft forces 250 i1b) or less except when shown, TOPCHORD 2 -23 -19261266,3 -23--19221267,3-24--18461254 4-24-1760/284,4,25-.17381299, 5-25--1871/270, "--27371320,6-7--28551299,7-8-2144/261, -9--404148 id BOTCHORD 16-17-34/1434, 15-16-115/2223, 14-15--115/2223, 12583, 5-13-1/609, 9-11-115/1817 WEBS 2-17--1853/264, 2-16--711883, 3-16-713/132, 3-14-8411174, is 5-14--11701185, 11-13--10111797, 7-13-12f764, 7-11-674167 NOTES - 1) d ifs ♦# d:. ! # �� #i 6) * This truss has been designed for a live load of 20,0paf on the bottom chord in a I areas where a rectangle 3-6-0 tall by 2-G-0 wide sin fit between the dl. ,._ # *'.♦ # i i # �!# • : #+! l #:. ..dam# bottom chord and any other 7) Refer to girder(s) for d truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (it=1b) 9-139, 9) "Semi-rigid pighbreaks; with fixed heels' Member end fixity model was used in the analysis and design of this truss, 10) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/of bottom chord, April 28,2616 WARNfNG * treaty design Parameters and READ Notes ON YMS AND INCLUDED WYEM REFERENCE PAGE Mil -7473 roe. IM17015 BEFORE USE. Design vard tau use ony with silfeeM connectors this design is based only upon possimeteers shown, and is dor an individuai b0idkeg component not a truss system. Before use, the buskiing designer most verity the opteicabsstyy of design porameries and property Incorporate this deegn into the overall burding design BracN indicated is to prevent buckkng of individual tress web and/or chord members onty. Additional temporary and perp sonernt. bracing is always required for slobsity and to prevent coHoi se with possible pessonot inroy and property damage, For gentrat guidance regarding the = fabrication, storage, delivery, ereaiian sand bracing of trusses and truss systems. see ANSIA?ll QuaWY CA1040, DSO -89 and BGS! BUBding Coavepa"e"t � 7777 oreenbs Safety information awailoble from Truss Note institute, 218 N. Lee Skeet, Suite 312, Aswandrio, VA 72344, Suite 109 6,00 ft2 4X4 MOM LOADING (psQ SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCOL 18,0 Lumber DOL 1,15 SCLL 0,0 Rep Stress Incr YES BCDL 7.0 Code IRC2012ITP12007 LUMBER - TOP CHORD 2X4 SPF NO2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF NO2 SLIDER Right 2x6 SPF 21 OOF 1 IIE 2-0-0 REACTIONS, ittilsize) 17-1419/Mechanical, 9-155WO-3-8 Max Harz 17-27SILC 10) Max UpIR 17-92(LC 12), 9-137(LC 12) 12 11 010 1! 2X4 11 3x10 , IV CSL DEFL� in (toe) lidell Lid PLATE$ GRIP TC 0,61 Vertil-L) -0.1213.14 >999 240 MT20 197/144 BC 0.83 Vert(TL) -0,3013-14 >999 180 WB 0,87 Horz(TL) 0,11 9 n/a n1a (Matrix-M) Weight: 127 lb FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-014 Go puffins, except end verticals, and 2-0-0 do purlins (4-5-4 max,): 1-3 BOT CHORD Rigid calling directly applied or 100-0 Do bracing, that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) � Max, Comp,/Max, Ten, - Ail forces 250 (lb) or less except when shown. TOPCHORD 1-17-13831230,1-22--13321238, 2-22-13321238, 2-23-13351238,3-23=-13321240, 3-4-17W297,4-24-1736/288,5-24-1871/259,5-6=-27371313, 6-7-28551291, 7-8-2143/246, B-9-403145 BOTCHORD 16-17--1621301,15-16--32/1819,14-15-3211819,13-14=-119/2585, 5D6, 9-11-10111816 WEBS 1-16--256/1753, 2-16--624/147, 3-16--662/130, 3-14--704/172, 4-14-171/1234, 5-14-11741186,11-13--88/1794, 7-13--8/765, 7-11-672163 NOTES - 1) Unbalanced roof live loads have been considered for this design. April 28, 20116 — -- — ----- ---- ------ --- -------- A WARNING - Virrify, disNon parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE W7473 rev, f"VM5 BEFORE VSE. Design valid for use posy with MTekO connectrm. this design is based onN upon parormters shown. and is for an Indwiduol buOdbg component, not o tons system, Before use, the mi0ding designer must verify the oppIcisteity of design barometers and property incorporoffs this design Into the ovetallM11, binding design. Bracing indicated 4 to prevent buckling of ercirveluol truss web and/or chord members only. Addifionot temporary and peononent bracing MiTek' 4 rfl,Asys required for stability and to prrsvfsnl coffopse with possible personot injury and property donioge. For qenerrs£ guidance regarding the fobfication, storage, deHveN, erection and bracing of trusses and truss s0efro, see ANSI/Tifil igieffily Crileres, DSS -09 and BCS) building ComponfrOf 7777 Greenback Lane Safety Information ovaSoble from Inrcs, Plate Institute. 218 N. Lee Street, Suite 312, Atexorcirto, VA 22314, 4fwe 109 CU -s Heights. CA 96 >karad s spongs,co 4X6 = 3X4 am ID:dke H9Z01 ok6Q3xt1 bYZ 1 6.2-11 9 2015MYak trrdusirsas, Inc,Thu Apr 28 1100:32 2096 Page t�.,� rykLHr-nfZKy7bdOse L_edt sk3Zar321V2yXVzNGBNLLz 9i t2 1-12__ _ 26.0-t1_a. � X27 -4•t i 34x-12 3.11? -4 1.4.0 2x4 H 3%IO = LOADING (psi) SPACING- 2-0.0 CSI. OEFL. in (toe) !/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.18 TC 0.74 Vert(LL) -0.12 1-1 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 EC 0.82 Vert(TL) -0,30 12-13 >999 180 BCLL 0.0 step Stress Incr YES WEI 0.71 Horz(TL) 0,10 8 rise n1a BCDL TO Code IRC2012ITP12007 (Matrix M) Weight 128 Ib FT - 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (4-0-2 max.). 1-3. WEBS 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SLIDER Right 2x6 SPF 210OF 1.8E 2-0-0 BS 1 Row at midpt 1-16,4-13 mp_q mends that Stabilizers and required cross bracing MiTek ek recommends I ring truss erection, in socordante with Stabilizer be cdu -155310 -3 - REACTIONS. (Ib/size) 16-1419/Mechanical, 8-155310-3-8 Flax Harz 16--315(LC 8) Max Max Uplift 16--106(LC 8), 8--136(LC 12) FORCES, (lb) -Max. Comp,/Max. Tett. -Alt forces 250 (lb) or less except when shown. TOP CHORD 1.16--1377[254, 1-21--1142!251, 2-21--11421251, 2-22--15031277, 22-23=-1501/277, 3-23 1 1278, 3-24-«1675t27T 4-24--1821/248, 4-5--2744129e3, 5-6--2861/274, 6-7--21421236, 7-8-«399/38 BOT CHORD 16-25--205!368, 15-25--205t368, 18~26-011 1 83, 14-26.0/1163, 13-14=0!1153, 12-13=-9512609, 4-12-01500,8-10--7011813 \NEBS 1-15--266/1591, 2-15--10421253, 2-13--134/507,3-13-0/281, 4-13--12341190, 10-12--64/1789,6-12-6/780, 6-10=-6568188 NOTES. 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuii-133mph (3 -second gust) VgRC2012)005mph; TCDL=10.8psf; BCCDL=4.2pst; h-15ft„ 8=4811; L-24ft: cave=oft, Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Extetlor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-4-5, Exterior(2) 12-4-5 to 15-4-5 zone; cantilever left and right exposed; end vertical left and right exposed,C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL -1,60 grip DOL -1.60 NN100 Ur plate 3) Provide adequate drainage to prevent water ponding. *00**a °v **" *+* 4) Plates checked for a plus or minus 5 degree rotation about its center. . oar '* { live load any other live toads. 0 ) This truss has been designed for a 10.0 psf bottom chord nonconcurrent with 6) * This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3.8.0 tali by 2-0-0 wide will a fit between the bottom chord and any other members, with BCDL - 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 012 " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lta uplift at joint(s) except ((t -lb) 16-106, * ** 8=136. 9) "Semarigld pltchbreaks with faxed heels" Member end fixity model was used in the analysis and design of this truss. 7 *** *+* 10) Graphical pur9in representation does not depict the size or the orientation of the purltn along the top and/or bottom chard. ONP- April 28,2016 WARNING - VaWy daafgn p tars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AHh7473 rev. 1493401IS BEFORE USE. Design for MiTtski` This design is based onty upon parameters Shawn, and is for an individual buiking component, Fiat Nil voW use ante with connectors a truss system. Before use the bumkling designer must verity the apprkobiRty of design parameters and property incorporate this design into the overaff Additional temporary and bracing 77r77717Gjga!nbackSa building design. Bracing indicated b to prBvent buckting of Individual truss web and/or chord members only. permanent is atwxsys required for stabOy and to prevent collapse v ifh possible personal evoy and property damage. For general guidonce regarding the lob6colion, storage, delivery, erection and bracing at trusses and hues systems, see ANSVTPII Quality Cataria, OSS -89 and 401 eirkling Component to allon ovailobte €rom TrussPlate 4rurstute, 238 N. Lee Street, Suite 312, Mexoncido, VA 22314. _.. ._._. 2x4 Cl Pit tff9et va 2 t 1 2:91 mY_ µPLATES ^LOADING (psf)__.�PACdNCa- _ Y2.0-0 CSI:._ _._.%}EFL to (lac):_-Udefdlldw�:�-�� TCLL 30.17 Plate Grip DOL 1,15 -� TC 0-62 Vert(LL) -0,02 8-6 >999 240 GRIP MT20 1971144 TCDL 18.17 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.€19 5-6 >999 180 BCLL 0.0 " Rep Stress Iner YES WB 0.07 Horz(TL) 000 5 n/a our BCOL 7.0 Code IRC20121TP12007 (Matrix -M) Weight: 46 lb FT -O% LUMBER- BRACING - TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticats. VVESS 20 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek reoomends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 411E(1p0 gt!wo _w_..._. REACTIONS. {lb/size) 7-741/0-5-8, 5-579IMechanicat Max Harz 7=123(LC 11) Max Uplift 7--91(LC 12), 5--36(LC 12) FORCES, (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or lass except when shown. TOP CHORD 2-8-649/106, 8.--548/124.3---5261153, 3-10--5121166%„ 10-1 "1=s-5261138, 4-11=-6401137,2-7-7051235,4-5--543/159 WEBS 2-6-0/323,4-6-0/313 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-133mph (3 -second gust) V(IRC2012)-105mph; TCDL-1O.8psf; BCDL-4.2psf; h-15ft; B -451t; L-24ft; eave=41t; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-4-0 to 1-8-0, interior(1) 1-8-0 to 5-6-0, Exterior(2) 5-6-0 to 8.6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MViFRS for reactions shown; Lumber D0L-1.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 5 degree rotation about 4s center. 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 toad 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 eapabie of withstanding 100 to uplift at joint(S) 7, 5. as®e•«• rx 8) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. s * w e 66 " r e r�n4{✓ ONAI - April 26,2016 WARNING. vailify design pararnetars and READ NOTES AN INS AND INCLUDED WTEK REFERENCE PAGE M&7435 rev. 1"X2015 BEFORE USE, Design valid for use army with &trek* connectors. This dedgn 4 based only upon Cxuameten shown, and is for an individual building component, not „. a truss system. Before use. the buitdri rg designer rrusst verify the appkabikty of design rorrometers and property incorporate this design into tele overah3 individual avis chord members only. Additional temporary and paroronent bracing bustding design. Bracing indicated is to prevent buckling or web and/or is oiwoys required for stabOty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback lane fotoicahc+n, storage, deilvery, erection and borcing ai trusses and truss systems. see ANSC/11111 Qualify Creeds, DSS -81 and 8CS1 BvildFng Component 109 Safety Information available from Truss P&ate Institute, 218 N. Cee Street, Suite 312, AlexondriO, VA 22314, $00 r.A 44r,an 1 4 4 .__..,. _ . 5 -t3 -ti 3ti-0:0m__,__...__,.,„._... t2•�-Vim._.. 4 6-6-0 _..._.. 1-4-0 56-0 i 3x4 - 3x4 �— ". ~SPACING- LOAL9tNG(psi) 2m0-0...a_-���" ct.W� i3EFi, it (tAi~)� Udell udrvA�mm-� PLATES Rt TCLL 30.0 Plate Grip DOL 1.15 i TC 0.20 g Vert{LL) -0.01 11 n/r 120 £ MT20 9871144 TOOL 18.0 Lumber DOL 9,15 BC 0,02 Vert(TL) -0,02 11 n/r 120 i BCLL 0 0 Rep Stress Incr YES W6 0 03 Horz(TL) 0 00 12 n/a n/a I SCOL 7.0 Code IRC20121"t"PI2007 (Matrix) Weight 2 lb FT - 0°lo- LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purists, except BOT CHORD 2x4 SPFNo,2 end verticals, BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. _ M OTHERS 2x4 SPF No.2 Mi iesk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 11-0-0. (to) - Max Harz 20-128(L:C 11) Max Uplift All uplift 100 lb or less at joints) 20, 92, 17, 18„ 1, 15, 14, 13 Max Grav All reactions 250 lb or less at joints) 16, 17, 18, 19, 15, 14, 13 except 20=278(LC 21), 12-276(LC 22) FORCES. (ib) - Max, Comp.lMax. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-20--272d233,10-12--2721217 NOTES - 1) . i » i.,. ♦ ... A: a.... ,.• ♦ ..Ik - rt., •ii '.s4 "� ill . 1 tl t : ♦ tmt y. 4 i... • t: fM 't • i 1F. Y t — i." i. fit between the bottom i and ♦ other 11) Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 100 Ili uplift at jointia) 20,12, 17,18,19, 15,14,13. 12) t t t i fixity modelused in the analysis and design a April 28,2016 ARNING - VitrHydilOgnponraseleararef READ NOTES ON THIS AND INCLUDED R TEK REFERENCE PAGE *10.7473 v. A Ft5 BEFORE (BSE. Design valid for use onlywith Wreplf connector, This design is based only noun parameters shown. and Is for an individuol building component, not a tBFJss system. Before use. the building des`ignet mwi vesrtty the opyallcobigh, of deagn parameters and properly incorporate this design info the overall building design. Brocing lndicoted is to preuern buckiang of indi Aduol trvn web anti/or ch<xd members only, AddifEorio! temporary and pemranen€ kuoc'rng Ne is always required for stold ily and to prevent coRopse with paralble personal injury and properiy doanage. For general guidance regarding the 7777 Gr ntnamk Lane €obrkxslt on, storage, delivery, erection and iaocing of trusses and 4vs5sysfenu, see ANS4/TPn Quality criteria, ASS -03 end SCSI S ng Component Safety tnfonnefion avoiiable from, TnBss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 2.2354.. suite 109 i Citrus Heiehts, CA 954 2X4 11 II Wo LOADING (psh SPACING- 2-0-0� CSI. OEFL. In (Ioc) Udell Ltd TOLL 30.0 Plate Grp DOL 1.15 TC 0.35 Ve"(LL) -0,01 6-7 y999 240 TCDL 19"0 Lumber DOL 1.15 SC 0.15 Vert(TL) 403 6.7 +999 150 BOLL 0;0 Rep Stress Incr YES WB 0.07 Horn(TL) 0,00 6 n1a too BCDL i3O Code IRC2012fTPI2007 (Matrix -Art) LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF No,2 BS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ibfs"sxe) 8-67610-7-0,6-676/0-7-0 Max Hart 8=-187(LC 10) Max Uplift8=-86(LC 12), 6--86(LC 12) FORCES. (lb) -Max, Cornp./Max, Ten, - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-9--415/112, 9-10-3351125,3-10-3041154,3.11-304/154,11-12-3351125, ,441246, 4-6-6441248 WESS tit PLATES GRIP MT20 1911144 Weight: 50 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc puffins,# Rigidend verficals. .. we { requiredStabilizers and bracing be installed during truss erection,accordance .... izer a •. NOTES- # e considered { e !. a {'. ♦. a «! M ♦: i tri ♦.. i M fit between the bottom chord and any other members, 6) Provide mechanical s ! 7) 'Sorn�riqid pitchbreaks with fixed heeWlittlember end fixity model was used in the analysis and design of this truss. WARNtNO - Yerafy deeFpn P eters ansa MAD NOFES ON 110 AND INCLULND OTEK REFERENCE PAGE lMN-7473 rev.. 14041205 BEFORE USE, Design valid far use ca* with M3TekS connectors, This design is based only upon parameters shown, and is for an Individual building component. not a truss system, before use, the buisdim; designer nwsl verity the opPkcabt&ty of design parameters and property incorporate this design into the swamir buitsfing design. Bracing indicated 4 to prevent buckling of indrAdvai truss web and/or chord members only. Additional temporary and pernsonent bracing a atways required for stability and to prevent colopse Win passible prescript and property damage, For genes[ guidance regarding the fabrication" storage, de3rveh,, erection and piecing of trusses and truss systems, see ANSI/TPit Quality Ciftsida, 655=$4 and licSI 8vbdtng Component Safety tnferntrxlion available from Truss Plata Institute, 218 N. Lee Street, Suite 532, Alexandria, VA 22.324. April 28,2016 1-4•D �„,,w, 3.3.4 80.8 129µi2 iii„�Q,ap, 1 4- 0_..� _ 3-3~4 9-4 ._ 34-4 i i 2xA II 2.4 11 14 13 12 300 -= 89 7 Sol =:: 3x4 3x4 . ., . LOADING (psf) SPACING- 2-0-0 CSI. _DEFL, in (too) Well Ltd � PLATES Chip TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0,01 9-96 '999 240 MT20 1971144 TCDL 48.6 Lumber DOL 1.15 BC 6.11 Vert(TL) -0.62 10-12 >999 186 BCLL 0.0 ° Rep Stress ther YES WS 0.10 € Horz(TL) 0.00 7 nta pre BCDL 7.0 Code IRC2012fTP12007 (Matrix-L4)ight: 71 Ib FT - 0% LUMBER- BRACING. TCP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6- oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or IC -0-0 oo bracing, Except. 6-0.0 or. bracing: 93.14. ISAiTaR recommends that Sta6llrzBrs and required cross bracing be Installed during truss erection in accordance with Stabilizer REACTIONS. All bearings 3-6-0 except (jt -length) 12.0-3-8, 9=0-3-8, (to) - Max Harz 14=156(LC 11) MaxUplift All uplift 100 Ib or less at joints) 14,7 except 8=-10%LC 12), 13=-114(LC 12) Max Grav All reactions 256 Ib or less at joint(s) 7 except 14=324(LC 1), 8=548(LC 1), 13.544(LC 1), 12-271(LC 3), 9-274(LC 3) FORCE& (lb) -Max. Cornp./Max. Ten, -All forces 250 (1b) or less except when shown, TOPCHORD 3-16-406/102, 4-16--2981131, 4-17-2981124, 5-17-407/85, 2-14-305/152 WEBS 5-8-6,54/143, 3-10-0/252, NOTES - 1) Unbalanced roof live loads have been considered for this design. ♦ ! M fit between y other members, Provide others) of :# plate capableof e '!f le uplift at joint(s)e #: ,13-114 7) "Semi-rigid pighbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, April 28,2016 WARNING • Vw#y dissafripartionstels acrd READ NOTES ON TIES AND INCLUDED "I'EK REFERENCE PACE Mal -7479 rev. 1iNri8/8011 S BEFORE USE. Design voiid for use orwy Wth keleng connectors. This design is based only upon parameters shown and is for an indivlduai buitding component not a trusssystem, Before use, the building designer must verify the appacabtSty of design parameters and p arredy incorporate this design into the overatb building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members onty. Additional temporary and penctnent bracing ie is atavoiys required for stobadty and to prevvent coiksme Win possible personal injury and property darnage. For gernad guidance regarding the fabrication, dorage, delivery, erection and bracing of trusses and truss systrfrns. see ANSIAM Qualify Cttfada,b$649 and SCSI bubding Component 7777 Greenback lane Safety entatmatess, oyretabie from Truss Plate institute. 218 N. Uns Street, Suite 312, A4e^xandrio, VA 22324. Suite 109 Cut— itek t e CA SIS 1-4-0 4-5-8 3-7.0 3-7-0 4-5=8 13 fixe = i zx4 6 6,00 R 2X4 I, -T 4,-- pr� I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in 1 ($oc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL IAS TC 0.30 i Vert(LL) -0,04 M 10 >999 240 T20 197/144180 TCDL 180 Lumber DOL 1,15 BC O 38 Vert(TL) 410 9-10 >999 BCLL &0 Rep Stress iner YES WB 028 Horz(TL) 0,08 7 We n/a BCDL TO Code IRC2012fTP12007 (Mathx-M) I Weight � 73 its FT = 0% LUMBER- GRACING- ok— Horlhh, CA 957 SU#! TOP CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purfins, except BOT CHORD 2x4 SPF No.2 end verticals. VVE BS 2x4 SPF No,2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, [-iwlek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 13-1017/0-5-8, 7=862/0-5-8 Max Harz 13-156(L 11) Max Uplift 13-108(LC 12), 7-55(LC 12) FORCES, {Ib) - Max, Comp./Max, Ten, - All forces 250 (Its) or less except when shown. TOP CHORD 2-14--925/132, 3-14--824/161, 3-15--10781181,4-15=-995/211,4-16-10621227, 5-16-1081/197, 5-17-8101165, 6-17--9391142, 2-13-9991228, 6-7--843/148 BOT CHORD I 1-1 2=-2 1 111 500, 10-11--18211296, 9-10-173/132 7, 8-9--20111536 WEBS 4-10-112/608, 5-10-5241130, 5-9--641698, 5-8-10951147, 3-10-491/140. 3-1 1=-681683, 3-12-1076/142, 2-12-30l`704, 6-8-43/701 NOTES - 1) Unbalanced roof live loads have been considered for this design, -1 1 W- -- sfs nas U7--Ut k-V47of 4, ff...} • —sW fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint(s) 7 except (#=Ib) 13-10& 7) "Senti-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2016 A WARNING- Varity design parameters suld READ NOTES ON THIS AND INCLUDEDANTEK REFERENCE PAGE MR-7473rov. 140"015 BEFORE USE. Design vatic for use only with Weelf, connectors, This design 4 based a* upon parameters shrssr, and is for on Widividvol building component, not Nil' a dews system. Before, case, the buirding designer must verity the oppItcobtfity of design parameters and property incorporate this design into the overall indivelud truss only, Additional remposory and pern'tanent bracing, MITOW building design. Bracing Indicated is to prevent buckling of weir and/or chord mississeers; is oNvoys required for slobtirly and to Weveni coftopse with possible personal infory and property damage. For general guidance regarding the 7777 Greenback Lane fobficotion, storage, derwery, erection and bracing of trusses and trust systems, see ARIV/11`11 guirsiths talledix D$4-89 and SCSI livildfirso Component 109 Safety Informalikes ovoilatitis Rom truss Plate institute, 218 N Lee Street, Suite 312, Alsoxandrio, VA 22314. ok— Horlhh, CA 957 SU#! 1n �� RaaT ta5 C3irdeC 7 4.0a: ID: d1diHgzQ l ok6Q3xl1 bYZl 2.5.8 20.0 } . ....._. 3-7=0_. 3.7.0 _._. 602 H 7x8 " 8,60 d €2, 7x6 ""` 5x42 11 1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (toe) Udell Up RL TES GRIP TCLL 34.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0,13 12-13 999 2413 T24 1978144 � TCDL 16 0 Lumbar DOL 1 15 BC O 49 Vert(TL) 0.29 12-13 >666 760 BCLL tt p Rep Stress Incr NO 0 80 Horz(TL) 0.33 Tire n/a BCDL 7 0 Code IRC20121TP12007 (Pa Vlx PA) Weight 307 lb FT = 0% LUMBER- BRACING - T P CHORD 2x4 SPF No.2 TOR CHORD Structural wood sheathing directly applied or 3-4.5 oc purlins, BOT CHORD 2x6 DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 2x4 SPF Not SLIDER Lett 2x6 SPF 2100E 1.8E 2-6-5, Right 2x6 SPF 2100E 1.6E 2-0-0 REACTIONS. (lb/size) 9-913510-5-8, 2«879910-5.8 Max Hera 2-116(LC 24) Max UpfM9=-671(LC 8), 2--1004(LC 8) FORCES, (lb) -Mass, Comp./Max. Ten, -All forces 250 (to) or less except when shown, TOPCHORD 2-3-40231465, 3.4-16702/1502, 4-5-11398/957, 5-6-11406/957, 6-7-16044/1246, 7-8-104141805, BOTCHORD 2-23— 1 012J9794, 14-23--101219794, 14-24-1093110332, 13-24-1151111217, 13-25--1240/14602,25-26-1240/14602,t. ♦ 27-28-1032/14118,11-28=-1032/14118,11-29--700/9W, # + WEBS 5- 12--78619755, 6-12-45821355, 6-11-249/3947, 7-11 -467/6467, 7-10--36371290, 4-12-514 31597, 4-13--493/4659, # 0 NOTES - 1) 2) 3 -ply truss to be connected togetherY (0,131"x3") nails as foltowc chordsTop chords connected as follows: 2x4 - I row at 0-4-0 oc, Bottom b -4 ows staggered at a Y.. Webs connected" • % %.. at 0-9-0 ocExcept member 11 -6 rows staggered at 0-4-0 ocmember %.: at 0-4-0 oe. ' %«t: " b R. Y. ..# ..%b..:`.# % %. « ^. Y: i 'a ». % b. Y: r. +: .. tx � .' %. •. b connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, + Unbalanced roof live loads have been considered for this design. %' # 01 53-934 Rawl WUSISTMA VP fit "between the bottom chord and any other members, ♦Y#. « % b Y ,.. %. Yi^::%4 ,.. r% 4.'"Y. b': Y �� b #,'.: M e.4. w. w.Y.. 2-1004, 10) 'Semkod pdchbreaks with fixed heelsMember end fixity model was used in the analysis and design of this truss. WARNFN€i . VYttty nParamatara and READ NOTES ON TWf$ AND INCLUDED TEK REFERENCE PARE #€1.7473 rev, Iff'03f2015 BEFORE USE. y Design valid for arae only Wlh Weks8 connectors, This design is based only upon parameters shown, and is for can lndiwi xst budding component, not (j a truss system. Before use, the budding designer must verify the soplicobtilty of design porometers and Property incaporote this design Into the overalt booting design. Bracing indicoied is to prevent buckling of individual truss web and/or chord members only. Additional to rnpormy and P ennoxrent broctng if' " is otways required for stabRally and to prevent coforne wish possible personal injury and property damage. Fix generat guidance regarding the fobrdca€ion, storage, smiNety, erection and bracing of trusses and truss systems.. see ANSI/TPII Quetliy Cutoda. DSS•S9 and SCSI SuSdtn# Component 7777 Greemsook L Solely In orlon avag able from Truss Plate institcrte. 278 id. Lee Street Suite 312. Alexandria, VA 22354. Smite 109 Citrus Heiahts. CA $St April 28,2016 NOTES - 11) Hanger(s) or other connection device(s) shall be Provided sufficient to support concentrated toddle) 2244 In down and 582 111 UP at 2-0-12, 1964 to down and 139 lb up at , 1973 idsown and 140 lb up at 5-3-0,1973 lb down and 140 lb up at 7-3-0,1973 Its is and 140 Its up at 9-3-0,1%73 tb down and 140 lb up at 11-3-0. and 1968 lb down and 139 to up at 13-3-0, and 1969 lb down and 138 lb up at 15-3-0 on bottom chord, The designiaelection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase -1.15, Plate increase -1.15 Uniform Loads (pit) Vert: 1-5-96, 5-9-96, 14-19-14, 13-14--14, 11-13-14, 10-11-14, 10-15-14 Concentrated Loads (W) Vers: 17-1969(F) 23=-2244(F) 24-1964(F) 25--1973(F) 26--1973(F) 27-1973(F) 28-1973(F) 29--196$(F) ,&WAR,VNG . Vad(yalwagnparsimefors and mato lvoresCIN rwS AND INCLUDED MTEK REFERENCE PAGE W7473,nisr, 1"31"118EFORE USE. Design valid for use only with MT06 connectors, This design is based only upon parameters shove. and is for on individual building component, not a truss tystern, Before use. the "ding designer must verity fire opplicabAty of design parameters and property incorporate this design into the overail building design. Bracing indiroied is to prevent buckling of indiadurill truss web ocular chord members only Additional temporary and pemoinera bracing is otwoys required for stability and to prevent colopser Mh possible Personal infury and propedy damage. For general guidance regoiding the fobris-olion, storage, defivety, erection and gracing of busses and truss systems, see ANSI/V`n Ovolify Criteria, DSO -89 and SCSI Wiling Component 7777 Greenback Lane Safety Information available from Truss Note institute. 2h8 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ng— PW.W. CA 916, LOADING (pal) TCLL 30.0 TCDL 18 0 8CLL 00 BCOL 7,0 Z 0. st»olu rr^C v -- Em 7 2X4 11 SPACING- 2-0-0 Plate Grip DOL IA5 Lumber DOL 1,15 Rep Stress Incr YES 6-7 >999 180 MT20HS 148/108 EM M I C$'.DEFL, in (loc) Vdeft Ud PLATES GRIP TC 017 Vert(U.) 403 6-7 >999 240 MT20 197/144 BC 0,26Vert (TL) -0,07 6-7 >999 180 MT20HS 148/108 we 0.09 Horz(TL) O 01 5 n/a n/a -M (Matrix ) Weight: 53 to FT - 00 BRACING. TOP CHORD Structural wood sheathing directly applied of, 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MlTelt recommends that StabtNzer� and rec}uired cross bracing be installed during truss erection, in accordance with Stabilizer w____- ----- ---j FORCES. flo) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOPCHORD 1-8-794/140,8-9=-657/142,2-9--650/175� 2-10--657/164,10-11--6591134, 3-11--803/108, 1-7-6491163, 3-5-807/240 BOTCHORD 6-7-661329, 5-6--75/305 WEBS 1-6=01364, 3-6=01354 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2tj Wind� ASCE 7-10� Vuft=133m,*,h 13-secondsiust IRC2012?.-105mvh; TCDL-10,8psf, BCDL=4,2psf; h-15ft; S -451t; L -241t; eave=4ft; Cat, 0; Exp C� enclosed; MWFRS (directional) and C -C Exterjor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 6-6-0, Extepor(2) 6-6-0 to 9-6-0 zone; cantilever left and right exposed � end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL -1,60 3) All plates are MT20 plates unless otherwise indicated, 4) Plates checked for a plus or minus 6 degree rotation about its center, 5) This truss has been designed for a I OO pat bottom chord live load nonconcurrent with any other live loads, VF -Thr; trisseh,&S �,W, ***Fta -,,If 2,wo=fitat fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5, 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ,& ltlotwmis - Verily design penenter, and READ NOTES ON Ties AMA INCLODEDANTEK REFERENCE PAGE MY4473 rev. 1"312015 BEFORE USE, Design valid for use onN with Wetr& connectors, this design is based only upon parameters shovm, and is for on individussibuRding component, not a truss system Before use, the buitting designer snort viorly the opp9cabitity of design parameters and property incorporate this design into the overset building design, Bracing Indicated is to prevent book" of hdividuol truss web and/or chord members a*. Addifissnor temporary and penrionant bracing MOW is oWays required for stability and to prevent colosurs viih possible personal intury and property damage. For general guidance regarding the fabrication, slonsge, deffv"., erection and bracing of trusser and truss systems, see ANSt/Ml Quallay Cffola, DSA -St and RCS1 Building Component 7777 Greentur srm 014 Solvity reformation avottobirs form truss Mons $mMute, 218 N. Lee Street. Suite 3Q, Atroonarks, VA 223)4.mro1 — HMMI. Em April 28,2016 hm -6.0 t ... 4m0 e 23 22 21 20 19 1@ 17 16 13 14 13 3x4 -= 3x4 = LOADING4 OEFL. !0 TCLL 300Plate Gripr -0.01 12 ndr TCOL is ar DOL ---P t 1,15 BCLL ! +LR Stress Y 0.00 13 nta BCDL ► Code IRE2012/TPI2007 CSI, OEFL. in (loc) Well Lld TC, 020 Vert(LL) -0.01 12 ndr 120 BC 0.02 Vert(TL) -0.02 12 ntr 120 WS 0.04 Hoa(TL) 0.00 13 nta We (Matrix) 0 .Y e LUMBER. BRACING- TOPCHORD 2x4 SRF No,2 TOP CHORD Structural wood sheathing directly appiied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 egad verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SPF No,2 1_0-0_-0 oc bracing: 22-23. AA"sTe& rec�mands that #ab�iizers and requsreei cross bracing M be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 13.0-0, (lb) - Max Harz 23-136(LC 10) Max Uplift All uplift 100 lb or less at joints) 23,13,19,20,21,22,17,16,15,14 Max Grav All reactions 250 lb or less at joints) 23, 18„ 19, 20, 21, 2, 17, 16, 15, 14 except 13-294(LC 1) i w • . ,.. k." t ^♦ t 4 •..y. . Y.: " is : Y • � !♦. .♦ # d '.♦ i � .. ,. ... #.. Y t.. ,... • i ♦: . p * t .,. 4 M ♦...,. • i t".. i • » .Y.Y Y •. i! % :.. Y ♦ * ..„ �... a Nil' MITOW 77 wnback Lane stme $09 34-12 3-1-4 3.1-4 3-4-12 1.4O M M� LOADING (psff SPACING- 2-04 TCLL X0 Plate Grip DOL IA5 TCDL 1&0 i Lumber DOL 1.15 BCLL 00 Rep Stress Incr NO BCDL TO Code IR02012/TP12007 6X6 = Exe = CS11 DEFL. in (fac) 1/deft Lid TC 0,47 Vert(LL) -0.05 9-10 >999 240 BC 0.27 Vert(TL) -0,12 9.10 >999 180 VM 024 Hoiz(rL) 0,02 7 n/a file (Matrix -M) LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD SOT CHORD 2x8 DF 1 5O 13E 80T CHORD WEBS 2x4 SPF ND2 SEEDER Left 2x6 SPF 2 1 OOF 1,8E 1-6-0, Right 2x6 SPF 2 1 OOF 1,8E 1-6-0 REACTIONS. (ib/size) 1-5291/0-5-8, 7-517610-5-8 Max Harz 1--96(LO 23) Max Uplift 1--344(LC 8), 7--361 (LC 8) FORCES. (to) - Max, Comp./Max. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 1-2-3218/207, 2-3-6158/430, 3-4-6043/461, 4-5--58021436, 5-6-5917/402, 6-7-2918/168 80T CHORD 1-19--29215339, 19-20--29215339, 10.20--29215339. 1 0-2 1--1 7 51405 3, 21-22-175/4053, 9-22-17514053, 9-23-268/5117, 23-24--268/5117, 7-24-26816117 WEBS 4-9-162/2482, 5-9-201/323, 4-10-211/2939, 3-10-2081309 Weight: 224 to FT - 0% li�MMMZMQ�l I � NOTES - 1) 3 -ply truss to be connected together with 10d (0,131"4) nails as follossss� Top chords connected as folfows� 2x4 - I row at 0-9-0 Up, Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc, Webs connected as fofiovsa�row at 0-9-0 oc connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design, 4) Wind: ASCE 7-10; Vuft-133mph (3 -second gust) V(IRC2012)-105rnph� TCOL-10,8psf,, BCDL=4,2psf,, h=15ft; 8=45ft; L=24ft; eave-4ft; Cat, 11; Exp C� enclosed� MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 5) Plates checked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcuffent with any other live loads, 7) * This miss has been designed for a five load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joinbs) except (ft -lb) 1 =3,44, 7-361, 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Harger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 2170 lb down and 154 lb up at 1-94 1324 1b down and 91 lb up at 3-9-0, 1337 lb down and 89 to up at 5-9-0, 1352 Its down and 94 lb up at 7-9-0, and 1354 lb down and 87 lb up at 9-9-0, and 1371 Its down and 85 111 up at I 1 -9-0 on bottom chord. The designiselection of such connection devicals) is the responsibility of others. j&WARNINe. Vwffy design lowerneterssaced READ NOTES OR VUS AND INCLUDED WTEK REFERENCE PAGE hffr,7473,vv. 1"34015 BEFORE USE Design valid far use only vAsh MiTeirt connectors. The design is based only upon parameters shown, and is for an individual building component, not a firuss system, Before use, the building designer must verity the applicability of design para eters and properly incorporate the design Into the overall bvilding design, firocing indicated is to prevent buckfing of individual truss web and/or chord members only, Additional temporary and permanent bracing is ofvoys required for stobtily and to pusvent unloose Win possible personal frittry and property damage, For erat guidance regarding the fornication, storage, delivery, erection and brocirrii of trusses and truss sYstroM refr ANSUTPII Quality Criteria, OSO.89 and 8034 Bu#dfng Component safety Information modrabie from Truss Plate institute. 218 N. Lee Street Suite 312, Arevandria, VA 2231A, April 28,2016 LOAD CAS ($) Standard 1) Dead + Roof Live (balanced): Lumber Increase -I . 15, Piate Increase -9.15 Uniform Loads (plf) Vert: 1-4-96,4-8-96,11-15-14 Concentrated Loads (lb) Vert: 19-2170(F) 20-1324(F) 21-1337(F) 22-1352(F) 23-1354(F) 24=-1371(F) ,&WAAWNe- VeriPy fgn paramefars and READ NOTES ON rMS AND INCILUDEDMIEK REFERENCE PAGE MI -7473 rev, IMMO15 BEFORE USE Design vend for use any with MlekS connecion. This design is based any upon parameters shown, toad is for on individual building coariconeM, not the design and incorporate this design into The over011 a truss sy0ern. Before use, the but1ding designer must verify opinficobtity of parameters properly butiding design. bracing indicated is to prevent boosting of individuris truss Ymb and/or chord members onN. Additional tenpeary and permanent bracing is allosin required for sksbMy and to prevent coloyneMth possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, defivary, eTectron and brocing of trusses and trots systems, see AXIIIIIIII QuaiNty Crifedcr DS11.8V and ECSC 110ifing Component Suite 109 Safety Warrantless ovoilabie from Truss More Insfituie, 218 K Lee Street, Suite 3 t 2, Atex.rsdusy VA 22314, �9—. W.CA AS 5 3x4 2x4 3E LOADING lost) ( SPACING- 2-0.0 ! CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0,20 3( TCDL 18.0 Lumber DOL 1.15 SC 0.03 SCLC« 0 0 I Rep Stress Incr YES WB 0.03 «6.C�OL 7_ 0._ .. _. Code IRC2 01_2_1_TP82007 _ (Matrix -M) .. LUMBER - TOP CHORD 3x4 SPF No.2 BOT CHORD 2x4 SPF No.2 VVEBS 2x4 SPF No.2 REACTIONS. (lb/size) 5-297/0-5.8, 4-321%Aechanica€ Max Horz -95(LC 9) Max Uptlft5--62(LC 12), 4-a46(LC 9) Max Gran-297(LC 1), 4-55(10 17) FORCES. (to) -Max. Comp,/Max. Ten, -AH forces 250 (to) or less except when shown, TOPCHORD 2-5-2W166 e -0.00 5 >999 240 ♦ 4r 4-5 >999 180 -0.00 4 We File _i Ight 11 to ... FT b 0% .._� BRACING- • woodsheathing!irectly applied o 2-0-0 00 t BOTCHORD Rigid ceiling directly applied or 10-0-0 oe bracfng lWik recontmends that Stabilizersand required cross bracing installedbe during truss erection, in accordance a Cat, it; Exp C� enclosed: MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right expofsed�C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1 60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has e been designed "Irf !U,,fFM70Eit,,a !,. t ! r r t #t ! ! i ". • •, '" :. t !. r Refit between the bottom chord and any other members. fer to ! t ! .• for # truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinlitt) 5, 4, 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, WARWN6 . Varfardedge, pas sietri ra and READ NOTES ON TINS AND INCLUDED AN'TEK REFERENCE PAGE AW -7478 rw 1"W2015 BEfoRkE USE. Design valid for use only with WileS connectors. This design Is based onty upon pororneters shovwr, and 4 to+an uo liiaduol budlding component, not a truss system, before use, tfie Wilding designer roust verity the appiscabiNiy of design parameters and properly incorporate this design into the Overall building deson, ifrocing indicated is to prevent back#ng of indWiduai truss vveb and/or chord erembeis only. Adciittornt ternporcvy and permanent pacing is sways recluked for sissWi y and to prevent collapse with possible personal injury and property damage" For general guidance regarding the tobncattan, storage., delivery, erection and bracing of trusses and truss systems, see ANSUTP11 QvaA4y Cr@erda. 050.84 and SC$1 SuAding Component Salety Intarmotgon ovoilobie from Truss Nafe institute, 218 N. Lee Sheet, Suite 312, Atexondria, VA 22314.. April 28,2016 2-0-o Scale -1:144 EMM NOTES - iii R* fit between the bottom chord and any other members, 5) Refer to gird"rts) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jointia) 4, 3, Rheels"{ fixity model was on bottom chord, The designiselection of such connection device(s) is the responsibility of others, 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert:. 1-2=-96, 3-4--14 Concentrated Loads (to) Vert: 5=-567(F) April 26,2016 WARNING - Verityrihisignpapeneters and READ NOTES ON iMS AND INCLUDEO NTEX REFERENCE PAGE •7473 rev, I"V2015 S BEFORE USE. neslgn valid for use only Win Mffek& connectors, This design is based only upon poroffer ers shown, and is far on individuat building component, not o trvss system, Before use, the building designer must verdfy the ogpficabilty of design para rsters and properly incorporate this design into the overall NO! building design. Brac` hdicoted ds to prevent buck ting of individualwRdual truss eb and/or chord nembers only, Addifionot temporary andpermanent bracing is always required for sfotdity and to Prevent colopse with possible personae injury and property damage. For generot guidance regarding the fabrication, storage., de0very, erectmtan and broeirtg of trvsses and truss systems.. see ANSI/iFlt greatly Gillette, OSS -89 and BCSi lSarSding Component � 7777 Greenback Lane Safety information avoliabte from truss Plate tnstitute. 218 N Lee Sturet, Suite 312, Atexondrio, NA. 22314, Suite tt0ma sxt# ca. 4.114 LOADING (psf) SPACING- 2-0-0 CSI. ; DEFL. in (loo) Udeff Up PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0,06 Vert(LL) -0.00 3-4 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0,00 3"4 >999 190 BOLL 0,0 Rep Stress Incr YES BCDL 70 IRC2017JTP12007 WB 002 Horz(TL) 0,00 M) 3 nia nta � Weight: 10 to FT=0°!0 Code (Matrix LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHARD Structural wood sheathing directly applied or 2-0-0 oro puffins, except BOT CHORD 2x6 SPF 2100E 1.8E end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek recommends that Stabilizers and req'uir'ed cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=37110.548, 3-385/Mechanical Max Harz 4=77(LC 9) Max tJp1sit4=-24(LC 8), 3=-59(LC 9) NOTES - iii R* fit between the bottom chord and any other members, 5) Refer to gird"rts) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jointia) 4, 3, Rheels"{ fixity model was on bottom chord, The designiselection of such connection device(s) is the responsibility of others, 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert:. 1-2=-96, 3-4--14 Concentrated Loads (to) Vert: 5=-567(F) April 26,2016 WARNING - Verityrihisignpapeneters and READ NOTES ON iMS AND INCLUDEO NTEX REFERENCE PAGE •7473 rev, I"V2015 S BEFORE USE. neslgn valid for use only Win Mffek& connectors, This design is based only upon poroffer ers shown, and is far on individuat building component, not o trvss system, Before use, the building designer must verdfy the ogpficabilty of design para rsters and properly incorporate this design into the overall NO! building design. Brac` hdicoted ds to prevent buck ting of individualwRdual truss eb and/or chord nembers only, Addifionot temporary andpermanent bracing is always required for sfotdity and to Prevent colopse with possible personae injury and property damage. For generot guidance regarding the fabrication, storage., de0very, erectmtan and broeirtg of trvsses and truss systems.. see ANSI/iFlt greatly Gillette, OSS -89 and BCSi lSarSding Component � 7777 Greenback Lane Safety information avoliabte from truss Plate tnstitute. 218 N Lee Sturet, Suite 312, Atexondrio, NA. 22314, Suite tt0ma sxt# ca. 4.114 I -V -V G -a -V 4 -t1 -u 2x4 :r 1X4..::.: 0 NOTES- 1) loadsi der for design. �57'YR77vrubs ON, ORROARM. WO fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2,4. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, ARNIN4 . Y by _^s firn paressairers and READ NOTES ON TIES AND INCLUDED WrEX REFERENCE PAGE AW -7473 *, I"W2415 BEFORE USE, Design valid to use only wish Weds connectors. This design 4 based only upon porceraeters showwn and is for on individurst building component, not the design and incorporate chis design into the overall " w _p � rvW LOADING (psi) SPACING- 2-0-0 CSE. L.__ in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 400 9 >999 240 MT20 1971144 TCDL 18.0 Lumber CCL 1.15 BC 0.06 Vert(TL) -0.00 6 >999 180 BCLL 0 0 Rep Stress Incr YES WB 0 02 Horz(TL) 000 4 n1a n1a BCl7L 7....W. Cade ERC2012/TP12007 (Matrix M) Weight: 17 to _FT - 0 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD 2x4 SPF Na.2 SOT CHART? Rigid ceiling directly applied or 10.0-0 oc bracing m" BS 2x4 SPF ND.2 Mt7ek recommends that StabaNzers and required crass bracing be Installed during truss erection in accordance with Stabilizer last�ilatton �e .....i REACTIONS. (Iblsize) 237110.3-8, 4.37110-3-8 Max Herz 2=-67(LC 10) Max Uplift2=53(LC 12), 4=-53(LC 12) FORCES, (to) - Max. Comp.lMax. Ten. - All farces 250 (to) or less except when shown. TOP CHORD 2-14w-262/49, 4-15$-262149 NOTES- 1) loadsi der for design. �57'YR77vrubs ON, ORROARM. WO fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2,4. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, ARNIN4 . Y by _^s firn paressairers and READ NOTES ON TIES AND INCLUDED WrEX REFERENCE PAGE AW -7473 *, I"W2415 BEFORE USE, Design valid to use only wish Weds connectors. This design 4 based only upon porceraeters showwn and is for on individurst building component, not the design and incorporate chis design into the overall o truss system, Before use the Widing designer mrrO verify applicability of parameters property building design. Brocdng . tcafed is to Prevent buckling of indivi€#upt truss web and/or chard members onty. Additional lernpotory and pennonen9 bracing E is oNmys required for stability and to present cogoiase, "in possibie personal infury and property domeisfe. For generat guidance regarding the 7777 Greenback lana fobricalion, storage, detkvery, eaeclion and bracing of torsses and inass systems, see ANSIfrt l! Sty Criteria. OSB -64 and SCSI 6uBdfnt) Component uite Safety Information ovoikstri e frons Sruss Plate lndituie, 218 N_ Tee Street, Suite 3t1, Atexonddo, vA 123x4. a ti0atnMs_ Cat 951 2-9.9_a2e-0 {—... 1.0 0 LOADING (pert SPACING- 1 TCLL Bt Grip DOL SC 0.05 TCDL 18,0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr YES BCDL 7O ♦#w A . 00 CHORDLUMBER- 2x4 SPF t BOT CHORD• .. OTHERS 2X4 SPF NO,2 REACTIONS(lb/Size) 2-26415-0-0,4-264/5-0-0,6-21415-0-0 Max Harz 2--67(LC r Max Upldt2-71(LC 12),4--71(LC 12) 0 cl-"DFI..�._.��. tri (lac) Well� fid_.."..� PLArEs GRIP TC 0.11 Vert(LL) 0.00 5 n/r 120 MT20 197/144 SC 0.05 Vert(TL) 0,00 5 rPr 120 WB 0,02 Horz(TL) 0,00 4 nia nta (Matrix) fight: 17 fit FT 0% BRACING- TOPCHORD Structural woad sheathing directly applied or 5«0-0 oa pur9ins. BOT CHO D Rigid Ceiling directly applied or 10-0-0 ac bracing _ m MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallatintaxde NOTES - for design, i M" t 't. "# ! t..:t f � {# t ♦tA. t t »,. a Se _. .::.t ^ • � #. i � t„ . fit between the bottomchord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(sr) 2, 4. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, April 28,2016 WARNING . Narfiy, dosign parannsters and READ NOTES ON Tills AND INCLUDED ANTEK REFERENCE PAGE *W7473 tsa. f""015 SEFARE USE. Resign valid for rise Canty ruth taV'1ekW connectors This design is based only upon parameters shown and is for can individual buitmia; component, not a truss system. BrOwe use, the budding deariner nwsi verity the oppficoo City of design pommeters and ixop" incorporate flits design into the overall buiefing design. BescIng indicated is to prevent bvckkng of h0v'aduuat truss web and/or chord members only Additional temporary and permanent bracing si adwssys required for stabtity and to prevent cofapae with possitsW personal inivy and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of pusses and truss systems, see ANSI/Ml QaaWy CrIledo, OSB -94 and SCSI BVIdtng Component 7777 Greenback Lane Safety information avoitable- from truss Note lnsrVe» 216 N. Lee Street, SuOe 3f 2, Alexandria, VA 22314. su stt�iaiMs. CA 55i mm LOADING lost)SPACING» 2-0-0 CSI. DEFL. in (ioc) (Udell Lid TOLL 30.0 Plate Grip DOL 1.15 TC 09.19 Ven(LL) *0.06 5-9 >999 240 TCDL 18.0 Lumber DOL 1.15 BC 0,32 Venji.) .0.12 5-9 >710 180 BLL 0.0 ` Rep Stress Incr YES W8 0.10 Horx(TL) 0.01 11 We me SCOL T.0 Code IRC2012fTP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 20 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2 BOT CHORD OTHERS 2x6 SPF 210OF 1.8E SLIDER Left 2x6 SPF 210OF 1.8E 4.6.0 REACTIONS, '.y1=40310-3-8,11-36410-5-8 Max Harz 1-78(LC 9) Max Uplift TOPCHORDBOTCHORD 1-5-119/419VVESS 3-5-39&147i PLATES GRIP MT20 1971144 Woight; 31 tis FT - 0% Structural wood sheathing directly applied Of 6-0-0 Do Puffins, except end Ri w.R directly applied or 10-0-0 oc bracing. -'Wfik recommends that Stabilizers and required cross bracing be installed during truss erection. in accordancesifith Stabifter NOTES - .0. i R .i ,.. R R. - • iii i1 :..y.. llk, ... ,. -. is R A ♦ iyi # R R y.k �. ♦.. i Magi% WIN 01, k y,..,,R szs�s 0i R iYi wi tR R. kw fit between the bottom chord and any other members, t' #. .. ,., ! > w i •. S ♦ # R w y `w :i M ♦" i, .. R W:' bearing 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 7) "Semi-rigid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss, WARNIND - Vare#g ign,P oPero and READ NOTES ON I'M AND iNCLUDED NIFTEK REFERENCE PACE 84!6.7473 rev. 7417712015 EEFORE USE. Design vard for use onty with Mlekse conoectots. This design e based only upon parameters shouvn. and is for an indfvelvat btu4dingp component, not. a truss system. Before use, The building designer most verity the oppticabrsty of design parameters and property incorpatafe this design into the overall of' building design. 8ro6ng tndicaf ed e to prevent buckling at indudduc l truss web and/or chord members only. Additional temporary and pierr ement braeing WOW rs olvmys mquked for siabttity and to prevent ao8apse Wirt poseloss personal hoy and properly damage. For general guidance regarding the fobficotion, storage, delivery, erectian and b tclsg of trusses and truss systems, see ANSpT? i Quality Criteria. D58•81 and SCSI Braiding Component 7777 Greenb9d Lane Solely Information araltable loom Truss Plate tnsf4tute. 218 K Cee Street. Suits 382, Alexandrim VA 22314. Suite 109 s crime HOSINtir CA 45, 1-4-0 w.. ._ _ .. 5`8,0 _ _ 1.6-0 _..mw. . 3x10 sl P{ate L�fisets (� Y� �,2 Q 7 1€? Edged •�.-���.: LOADING (psi) � SPACING- 2-0-0 CSL DEFL in (too) tldefl Ud } PLATES GRIP TCLL X0 Plate Grip DOL 1.15 TC 0,40 Vert(LL) 402 6-10 >999 240 � MT20 1971144 TCOL 18,0 Lumber DOL 1.15 Sc 0.15 Vert(TL) -0,04 6-10 >9919 180 BCLL 0,0 Rep Stress Ina YES WB 000 Horz(TL) O,01 2 fife nta BCDL 7.0 Code IR 2012/TPi2007 (Matrus M) Weight 24 to FT - 0% LUMBER- ISRACLNG- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5"8-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No..2 BOT CHORD Rigid ceiling directly applied or 10-0.0 0o bracing OTHERS 2x6 SPF 2100F i.BE MiTek re %.mends that Stabilizers and required cross bracing SLIDER Left 2x6 SPF 2100F 1.8E 1-6-0 { be installed during truss erection, in accordance with Stabilizer REACTIONS, (lb/size) 2-41610-3-8,12=47110-5-8 Max Harz 2-10(LC 9) Max UptifL2-«26(LC 12), 12->130(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3--415177, 3-13-377182, 4-13--3481105 NOTES - 1) M .. g s • • .g s • M ar Cat. 11; Exp C� enclosed; MWFRS (directional) and G -C Exterior(2) -1-4-0 to 1-8-0, Interfor(l) 1-8-0 to ir-2-o zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1,60 plate grip D Ra 2) Plates checked for a plus or minus 6 degree rotation about Its center, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20.0pid on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will M between the bottom chord and any other members, i'. M .. a !„ Y ....: i .., 4 e t •.. M,... a f. #.. w. Y. ! l.. Y.: " Y <M. of ' 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at jointle) 2 except 0-tb) *a 7) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. April 28,2016 �..: WARNING Verde daaign parameters and READ NOTES OR Tells AND INCLUDED mrsK REFERENCE RAGE AdfC 7,173 rev. I"V2016 BEFORE USE. Design vatlki tar use only Wes orifekiii, connectors. This design is based only upon retranteters shown, and is for on €ndfviduol building component not a truss systems. Before use. the building deegner must verity the oppficabilrty of design parameters and properly incorporate the design into the ovens+% Nil building design. Bracing indicated is to prevent buckNng of individual truss web and/or chard members only. Additional temporary and Pe monent binning WOW is always required fess st<abkity and to prevent aokopse with possible pet'sonai injury and property damage, For groserad guidance regarding the fabrication, storage, delivery, erection orad b=kht of trusses and truss hofe+m. see ANSIMVI clearly Criltsies, OSS -Of and SCSI 9a SM Component 7777 Greest ads Cane Safety Information evoktbte from truss Prose Institute, 246 N, Cee Street, Suite 342. Aiexoandrks, VA 22314, Suite Mas Citrus fteiali s. CA 951 ( ._...w1.4- _........... ....m.........�,..._.�,.".,............_R. .. 6-2-8 .......,...w.........._._,._a._......._..........t.,,._.....,..,_.., ..... 1-11.0 � Settle - 1:X I a, NOTES- # (3 -second w ♦ # ♦ t t S » # CatIt; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -14-0 to 1-8-0, friterior(l) 1-" to 7-1-8 zone; cantilever left and right exposed; end vertical left and right exposed',C-C for members and forces & MVWRS for reactions shown� Lumber OOL=1,60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about Its center, 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20,Opsf on the optical chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSIrrPl 1 angle to grain formula. Building designer should verify caparfly of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ot-lb) 7) 'Semi-rigid pilichoreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ARMtMG • Ywfiy dsrignf turywrralsrs and READ MOTES ON IMS AND INCLUDED ANTEX REFERENCE PAGE W7473 rev. tOM"VIS BEFORE USE. Dessgn valid for use anp with Mie connectors. This designs is based orify upon parameters shown, and is for an individual Wtisirret component, ,rot o truss system. Before use, the butirfing designer roust verify the appAcobley of design parameters and property incorporate this design into the overstt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mensbers only. Additional temporary on€3 pemmeonenf bracing is ohrooys required for stability and to prevent cotorpse Win pons bis personal injury and property damage. For gensrad guidance regarding the fabrication, storage, delivery, erection and bu scing of trusses oras truss sy°sterns, see ANSIIIi`n chraWy CrNaria. DS8-89 and SCSI litillifirritCoatersewsolf Safety information avoitabie from Truss Plate trestifulc 218 N. Lee Street, Suite 312, Atexandr a. VA 22314.. April 28,2016 � . _ LOADING (psr) SPACING- 2-0-0 CSI. DEFL in (too) Wait Up �Y PLATES GRIP TCLL 30.0 Mate Grip DOL 1.15TC 0.80 Vert(LL) -0.01 6.10 >999 240 MT20 1971144 TCDL 18.0 Lumbar DOL 1.15 BC 0.11 Vert(TL) 403 5.10 >999 180 BCLL 00 * Rep Stress Inter YES WB 000 Horz(TL) 001 2 fila n1a BCDL TO Cade IRC2012frPI2007 (Matrix M) WeigK 23 to FT - O% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2.8 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing A m p OTHERS 2x6 SPF 2100E 1.8E .� MIle-is recommends that Slabitizers and required cross bracing SIIDER Leri 2x6 SPF 2100E 1.8E 1-6-0 installed dunpg truss erection in a rde ca with Stabilizer �b,�e L!!ia.1g 8$!0 REACTIONS.. (lb/size) 2-37410-3-8,12-502/0-5-8 Max Herz 2-104(LC 9) Max Uptift2--14(LC 12), 12--154(LC 12) FORCES, (tb) . Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOA CHORD 2-9--311162, 3-13--283165, 4-13-275/85 NOTES- # (3 -second w ♦ # ♦ t t S » # CatIt; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -14-0 to 1-8-0, friterior(l) 1-" to 7-1-8 zone; cantilever left and right exposed; end vertical left and right exposed',C-C for members and forces & MVWRS for reactions shown� Lumber OOL=1,60 plate grip DOL -1.60 2) Plates checked for a plus or minus 5 degree rotation about Its center, 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20,Opsf on the optical chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSIrrPl 1 angle to grain formula. Building designer should verify caparfly of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ot-lb) 7) 'Semi-rigid pilichoreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ARMtMG • Ywfiy dsrignf turywrralsrs and READ MOTES ON IMS AND INCLUDED ANTEX REFERENCE PAGE W7473 rev. tOM"VIS BEFORE USE. Dessgn valid for use anp with Mie connectors. This designs is based orify upon parameters shown, and is for an individual Wtisirret component, ,rot o truss system. Before use, the butirfing designer roust verify the appAcobley of design parameters and property incorporate this design into the overstt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mensbers only. Additional temporary on€3 pemmeonenf bracing is ohrooys required for stability and to prevent cotorpse Win pons bis personal injury and property damage. For gensrad guidance regarding the fabrication, storage, delivery, erection and bu scing of trusses oras truss sy°sterns, see ANSIIIi`n chraWy CrNaria. DS8-89 and SCSI litillifirritCoatersewsolf Safety information avoitabie from Truss Plate trestifulc 218 N. Lee Street, Suite 312, Atexandr a. VA 22314.. April 28,2016 she - 1:20.0 14 LOADING (psf) SPACING- 2.0-0 CSI. DEFL.. in (loc) UdeflLid PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0.38 Vert(LL) -0.02 6-10 >999 2412 MT20 997/144 TCDL 18,0 Lumber DOL 1.15 SC 0.98 Ven(TL) -0.06 6-90 >999 180 SCLL 0.0 ` Rep Stress met YES W8 000 Horz(TL) 0.01 92 nta nta SCOL 7.0 Grade IRC2012fCP12007 (Matrix M) Weight; 25 lb FT -O% LUMBER. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 car purlins, except SOT CHORD 2x4 SPF No.2 end vertictoats. VVESS 2x4 SPF No,2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oa bracing _.2 OTHERS 2x6 SPF 2100E 1.8EMf isk recommends that Stabilizers and requiredcrass bracing.. SLIDER Left 2x6 SPF 210OF 1,8E 1-6-0 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 2-45410-3-8,12-43510-5-8 Max Harz 2-98(LC 9) Max Uplrft2--36(LC 12), 12--105(LC 12) FARCES. (lb) - Max. Cop.tax., Ten, - Ali farces 250 (lb) or less except when shown. TOP CHORD 2-3-522/93,3-13--484198,4-13--447/125 NOTES - w gust)w Catll� Exp C; enclosed� MWFRS (directional) and C -O Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 7-1-8 zone; cantilever left and right exposed � end vertical left and right exposed;C-C for members and forces & MN&fRS for reactions shown; Lumber DOL -1.60 plate grip •r .M 2) Plates checked for .. plus or # rotation :a..t its center. 3) This truss has been designed for a 10,0 . «o « chord five load nonooncurrent with any other live loads. 4) * This truss has ,.. designed for a live load of 20,Opsfbottom . # in all areas where a rectangle3-6-0 tall .2-0.0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verify capacity of bearing surface, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2 except (Itss1b) 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, NrARNtNCB . viedritissrignparvesetwsmut READ Notes ON itg3 AND INCLUDED MBPEX REFERENCE PAGE 410.7475 rev. 1" "015 BEFORE USE, Design valid for use only with Asr"teo0 connectors. Theis design is based only upon poravne#en shown, and is for an incrrvidual bu+td'urg component, not a truss syFstern, taros rase,, the building de sif#rrer must verify the applicability of design pororneters and property incorporate this design data the overoit building design. Bracing indkcoled is to prevent buckiing of tn¢irwduai truss wets and/or chord members onty. Additional temporary and pserrionent txocing is oNorys required for stabOrty and to prevent cosiness, width possible personal inpury and property damoge. For general guidance regarding the fabication, storage, detsvery, erectlon and bracing of trusses and truss systems, see ANSVTPIJ tassaWy CrBarfs. DSO -89 and BCSt 8a8dfng Component Safety information ovoirsible from truss Ptake tnsiilutee 218 ta, Lee Street, Suite 312, Alexandria, VA 22314,, April 28,2016 H LOADING, DEFL. in (toc) Well Ud 1 PLATES GRIP TCLL ee Plate Grip DOL 1,16 TCDL .a Lumber DOL IAS 3 We nla Me Rep Stress Inor YES 8COL TO Code IR02012ITP12007 2x4 N CSI, DEFL. in (toc) Well Ud 1 PLATES GRIP TC 0.23 Vert(L) me n1a 999 MT20 1971944 BC 0.07 Vert(TL) We nda 999 WB 0.03 Horz(TL) 0.00 3 We nla (Matrix) Weight: 18 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing W MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection to accordance with Stabilizer Installation REACTIONS. (lb/size) 1=19917-0-6,3=189f7-0-6,4=29517-0-6 Max Horz 1=56(LC 11) Max Uptirl1=-26(LC 12), 3= 26(i.0 12) FORCES. (to) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown, NOTES - 1) .:«+s: #1 At at 11 :1 jai "« ...r _« r. «..... r.. fit between the bottom chord a« any other members, 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1 GO lb uplift at joint(s) 1, 3, 8) "Semi-figid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WWAMWKG . Vfar , deartin parameters and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE W7472 rev, 146=415 BEFORE USE, Design va6ad for use ants, with Mle connectors, This design is based only upon pronometers shown, and is for on "sndividuot buB9ding component, not o mass system Before use, the buikBrig desigrrer roust verity the opiskcaptity of design parameters end propeedy incorporate this design into the averotd building design. 8rocwsg indicated is to prevent bucking of individual truss well ondfor chord rinembess only. Additionot temporary and permanent bracing iT °. is oNvoys reacted for stability and to preveni cokopse Win passible personot iiY" and properly dornage, For generad guidonce regarding the fobrico ion, storoge, delivery, erection and bracing of irvsses end truss systems, see ANSIABIl cluaNy criteria, OSS -89 and SCSI Sending Coaepanant 7777 Greenback Laney Safety information mdiobte from Truss Prate institute. 218 K Lee Street, Suite 372, Alexandria, VA 22314. Suite 108 t citrus Iieiafitc CA 95 0 2-49 2-6.9 Em 2X4 4' LOADING (psi} SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1,15 TC 0.05 TOM Mo Lumber OOL 9 t 5 BC 0,09 BCLL 010 Pep Stress Ener YES VVS 0.00 BC[OL 7.0 Code iBC2012ITP12007 (Matrix) LUMSER- TtOP CHORD 2x4 SPF No.2 BUT CHORD 2x4 SPF ND,2 4 � Y 2x4 DEFL. in (Joe) Vdeft Y M 4 n/a rife I Weight: 9 lb FT - 0% BRACING- YYY sheathing directly applied or 4-1-2 go purfins, OT •-t •Yrt coiling directly applied.or0,-OY #..-th, at Stabilizers and requiredcross bracing be installed during truss erection, in accordance 4Y NOTES - 1) Unbalanced roof live loads have been considered for this design. -d ft, . Aff,eave-4ft 4 ' if `:#. Y. Yo- >. # ' w s.. '4 i... i *, �. •... ! �. x'X .4f M4A NG . Verifydessiliffittetnursofens and READ NOTES ON TfdS AND INCLUDED "TEK REFERENCE PAPE twit -7473 rev. P#rYdW015 BEf@RL USE. Design va td tot use onty with NtiTeV.,* connectors, Thk design is based on y upon parameters shown, and is for an individvar building component, not a truss system before use. the building deagrw must verity the app#rabality of design pyrometers and property incarparote this design into the overt b0oling design. ftrocirsg indicated is to prevent buckling of indlassuat truss web and/or chord members only, Addittona4 ternporory and lolemortent bracing is always required for stobSity and to prevent eattapse with passible personal iniury and property damage, for generat guidance regordtng the fabrication, storage, deliveryy.erection and bracing of looses and finss systems, see ANSI/Tfll Qva My Cf#eda, DSS -69 and $CSI SvSdtng CompoOOAt Sa lnfo moNan ovaitabte from Truss Plate trrdilrrtra, 218 N. tee Street Sulie 3B 2 Atexond+iy, VA 223Sd. April 28,2016 EM 2x8 tt^aING (psfii I t3EFLto 00 TCLL tt Plate Grip DOL 1,15 TCDL 18,0 Lumber Horz(TL) 0.00 3 nla nta i ..! Stress fight: 25 to FT - 0°% 8CDL 7,0 Code RM I CSI, I t3EFLto (foe) Udell Ud PLATES GRIP TC 0,32 Vert(L*L) nia ma 959 MT20 197/144 SC 0.24 ¢ Vert(TL) nta nla 999 WS 0.06 Horz(TL) 0.00 3 nla nta Matrix fight: 25 to FT - 0°% SRACIING• TOP CHORD Structural wood sheathing directly applied or 6 ac purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 5MTek recommends that Stabilizers and required cross bracing Ibe installed during miss erection, in accordance with Stabilizer { REACTtONS(HS/size) 1=221110-0-9,3-221110-0-9,4-533/10-0-9 Max + t NOTES- 1) Unbalanced roof live loads have been considered for this design, Ik .! t ! r t t M., • t s � to •. », . , , ..... , fit between the R ♦ ! RiW y ti..•4 R M ass Rt , . � . s• �.t ..a ♦ 4R R,! y,.�.. ,• _ ar.• t^ �• R. •.r ♦ i ta• a • YR a: ♦ R •.. _t .. .... a . # ♦: • _ bottom chord and any other members. Provide mecconnection others) oftruss to bearing plate capableR. din 100 to uplift a of .: S) "Semi-rigid pftcbbreaks with fixed heels" Member end fixity model was used in the ana"Is and design of this truss, WARNING • V n P stare: and READ MMES ON TWS AND iNCLUDEDWTEK REFERENCE PAGE M8i•747s rev. 1"3a#15 BEFORE USE. Design void for use only wish WTekl& connectors. This design b based only upon parameters shown and is for an individual bu"riding component, not a truss system. Before use, the building designer artist verity the oppkcob(&ty at design parameters and property incorporate than design into the overall bu"skiing design. Bracing indicated is to prevent buckling at indkAduat truss wets and/or chord members units. Addiilona3 rernpoaary and permanent bracing is ofoays required far stabtity and to prevent c:odapse u4n, possible personal injury and property damage. For genroot guidance regarding the fabrication, stcxage, detivery, erection and bracing at tneses and truss systems, see AN$1/ in Qualify CAMedo, DS8.89 and SCSI 8uiiding Component Safety Information available from Truss Plate insttFz,.�te, 218 N, Cee Street, Suite 312, Aiexanckio, VA 22314, April 28,2016 LOADING# TCLL 30.0 8CLL 0.0 BCDL TO Z$ -U, 1Z . - 11 Em Em LUMBER - TOP*' • 2x4 SPF No,2 SOT CHORD 2x4 SPF No,2 CSL DEFL. in s TC 0.14 Vert(LL) nta nia 999 MT20 197/144 SC 0.23 Vert(TL) nta !! LUMBER - TOP*' • 2x4 SPF No,2 SOT CHORD 2x4 SPF No,2 CSL DEFL. in (loc) Vde€i ltdPLATS$ GRIP TC 0.14 Vert(LL) nta nia 999 MT20 197/144 SC 0.23 Vert(TL) nta site 999 WE 0,00 Horz(TL) 0.00 3 his n/a (Matrix) Weight: 13 lb FT 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0.0 sic purlins. SOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing _ IMlTek re mends that 5tabliizefis and required cross bracing" be installed during truss erection, in accordance with Stabilizer FORCES, Y • p a ,.. :E # or less except when shown, TOPCHORD 1-2-302/146, 2-3-302/146 NOTES- 1) is, ACV '# • 1. : A �r »! 3 R »! iml •.'11-. a. .R R•.: ♦ ♦.. 'a.. • a .3 • . .• it V -• • • • A !• ♦ • 4 1 betweenfit bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfft at joint(s) 1, 3 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. April 28,2016 WARNING • Varity' dastgrr parameters and READ NOM ON TMS AND INCLUDED AVTEX REFERENCE PAFE AIN -7473 mv. 140312016 BEFORE USE, Design valid for vse only with MlekO connectors This design 4 based only, upon parameters shown, and is for on individual buitatizg component, not a Inas system. Before arse,. the boding designer must verity the oppLoobitity of design porarneteu and property iqcarrarote this design into the overall building design. Brocing indicated is to prevent Cackling of ind'ry duaf iron web and/or chord members onty, Additionot temporary and permanent bracing is ah^roys required for stobA+ty, and to prevent coliorne with possibie personot infury and property damage, For general guidance regarding the fobrtootion, storage. delivery, erection and bracing of trusses and truss systems, see: ANSUIP11 Quolly Criteria, bS8.89 and 4CS1 SeBdfwrg Component 7777 Greenback farce Safety Information avoitolue from Cress More institute. 218 N, Lea: Sheet. Sear 312, Aiexandno, VA 22314, sutte 909 i CAms tteahht, CAk As 4 2x4 r1 LOADINGas .y♦ DEFL. in (loo) Udell Lid PLATES GRIP TOLL Vert(LL) n1a Plate Gripr BC 0,06 ; fl _ File 999 DOL 115 3 n/a n/a f Rep Stress incr YES GRACING - Code r CHORDLUMBER- BOT CHORD 2x4SPFNo.2 OTHERS 2x4 SPF , REACTIONS (lb/size)} Max Horz 1--37(LO 10) Max Uplift 1--20(LC 12), r 2x4 I CSC. DEFL. in (loo) Udell Lid PLATES GRIP TC 0,20 Vert(LL) n1a - Fits 999 MT20 1971144 BC 0,06 ; Vert(TL) nta _ File 999 WE 0.03 Ho'z(TL) 0.00 3 n/a n/a (Matrix) ! Weight 17 lb FT - 0% GRACING - TOP CHORD Structural wood sheathing directly appy or 6 oe purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing hit#"Tek recommends that Stabriizers and required crass bracing be installed during truss erection in accordance with Stabilizer L Installation gaide FORCESilb) -Max, Comp,/Max- Ton, - Ali forces 250 (lb) or less except when shown - WEBS 2-4-2510 NOTES - 1) Unbalanced roof live toads have been considered for this design, Cat. it; Exp C; erolosed� MWFRS (directional) and C -C Exterfor(2) zone; cantilever left and right exposed; end vertical left and right exposex R. members and forcesfor } ♦:.. 4 A. grip i..a 3) Plates checked for a plus or minus 5 degree rotation about its center, Gable requires continuousx bearing. 5) This Voss has been designed for a 10,0 per bottom chord live load nonconcurrent with any other live toads, 6) * This truss has been designed for a live load of 20,Opsf on the bodoms chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom x h r and any other members. }.de mechanical connection} others) of }bearing plate capable if. withstanding as lb uplift 8) "Semkigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss, April 26,2616 WARNINO w Varity &090 parameters and READ NATES ON rw$ AND INCLOVEDWIFEK REFERENCE PAGE W7473 rev, 1"17015 FORE USE, Design vo4d for use only with 4,Aa?ef* connectors, Ms design is based only upon paometerr shorm, and is for on tndivlduat budtding component. not a truss system. Before use, the buRdhg designer must verily the oppicob#Gty of oyes}gn parameters and property Incorporate this demon into the overotl boding design. Bracing indicated is to prevent bucktang or hdNidtrof truss web and/or chord mefters only, Addifdorol tentporory and permanent bracing is otvsoys requited for stability and to prevent cokapse with possible personal inMy and property dornage. For geneml guidance regcmrling the fob 6cotion, storage, delivery, erection and bracing of Trusses sand tnns systerns. see ANSI/11111 Quo* Crderta, a36<49 and BCSi Sugding Component 7777 Greenback lane Safety fn#atrnatlen avoilobte from Truss Plate sreftktte. 218 N. Cee Street. Smite 3t2, Akorondrio, VA 233x4. SuuAls 109 Citrus Heiahis. CA 95, F Z a rn -,c >m >1 X 44 a [ ot4 3 a s 0 a Q ° z AA ac 0"° Hca °',Dac> c Gi n 0 3 c' -0 � � � * cava � +� � � c� � � � � Cl. rnc, ci cern i'2,06. cr ca' a cl (b e , z` 6 6` n Vic? ' }$I t e p Ci f) (0 :r0 0 C? Ct) c� D 5 2 CI ! OZ cc r ° ca ne c � cp (D 0 0 °� � ua Hca,c,_ °. O o e cp an IXdm0 -" A> TOP CHORD C cD an c c vx C i x O v' rn 70 Z us Z3 a � > -4 tC6 Cay ro uta crx (4 y. ,,r „,ol Hca, Fcr ro C (s sa A 2 6 tt> xs a "' W2_7 m Ln m -0 Q g n 0 w us - Q rte- D tv C =y • M ;V a "' C7 At C+ '"q °"" O i a } O 0 -" O «. M y W3.6 > 6°'a a (D Cp ^may Ln C4-5 .p. ifl "i TOP CHORC tw v cn m pv O K7 W v tA" xn � r,� - �z. 'Re. 0.0Cn { p e c C 0 U6 0 > R o n": ; a<. z mR ,0 30 too0 cvA c n` c (jc p 0 _ 4 «w 00 00 j f a am<„mo a : _ Moro s c e �a - a- 2 aif� a0 m :ai ° a a m0!1 sc caoa -mQ- cm ac aercrmm a <rocn or na Q am a cm. aa. a c<o' c R { " 0 c -� ca Z aoz czm 0 a c o � . f3 4 a as a to i2 o ca 000 go q a s �. o ro a =, m -< —1 01— m nes Q cr . aZ _° g 9a 0 oma a o aVT I R ca c, 0 a ° 0 :7 a R Via, <p Ca mom. z C, ^< : ° Q m f,}.Zy ' C1 O C@ CT. o O 0 � o m � a �a ��• e 0 �` R W �aw+91. M e c>AFC�N� ID+ ast+ugrvd fw�sw++� ssd '+�sUEraap Ww S+N M �dA:lPwsrnAkae a� a5ar�x W.: 'apaw '.mtWCnN sxVM.uF&' Ranw ayi m 6�`6YPow myd ' patau+ti aW +mi tw±w W4InRx taali bm+a. xaae &4d Iw dR'.rw+R ria Puw Fxea ro{ m14PStwdVm: w:. x d'seP Wbwn.,.exu Rss nVt va # uGpv.+iV aan# yam. sea eammye wcre*w eos , ww aeFawa6 INO Z was«a+oam ve Ruva «� w ox++w.w�wa. kwyyr z ww ew eo ar sazmwu m+rt wtr�+ 'vW�+.m+tl s.waw�*via Sr+uly a se sru *Vol imolu W%bt NYW Z L01:1 41 F A? q�4rtjj t}9€C 9D"V _... 0 _ .,a mus saaras; auasae��aa i =m+��e NYId INNODYId car L' ��t . r 1 o " ,. s�a4."tiw* - air • ":. �I 11 ' w „ w c t # a C yw s „ I i� „ z� OMCz„ 101 00too:)t "d�,,"`bfi�t�±r� 139,„ N4`�3C�d�?£ P ¢� Vit!"; '�tt`9',�{#�i7a�t�m+;,.;•s a, ry \ 0 nA trrc � 0 ao cars � V) { .._ x , c C� mp x .sz Q < ; c ' ` iE t.x id 0 LJ C 7 Q tAj CL X a- CL Z s t V) C> ca w z D Wit' lo- ... � C; CL �.._ ' �— D T) I R Wa9��gitlOW* �N,. k". .,� a.�.,. OM1'"P, 101 CSC}LOODHM` ti,'ANY"d it3;.v`.r��''. tM dC� 1�3efPVAMt6 ",,.1,kW,1 )E?.�t��A&g,`.`:�:�i a ui trU ' trrc � 0 ao cars � V) { .._ x , c C� mp x .sz Q < ; c ' ` iE t.x id 0 LJ C 7 Q tAj CL X a- CL Z s t V) C> ca w z D Wit' lo- ... � C; CL �.._ ' �— D T) I R Wa9��gitlOW* �N,. k". .,� a.�.,. OM1'"P, 101 CSC}LOODHM` ti,'ANY"d it3;.v`.r��''. tM dC� 1�3efPVAMt6 ",,.1,kW,1 )E?.�t��A&g,`.`:�:�i a City of Wheat j, dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 February 26, 2015 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property /properties as indicated below: PROPERTY OWNER(S): Quail Hollow Patio Homes LLC NEW ADDRESS: Wheat Ridge, CO 80033 Lot 1— 3350 Quail Ct. Lot 2 — 3380 Quail Ct. Lot 3 — 3410 Quail Ct. Lot 4 — 3440 Quail Ct. Lot 5 — 3445 Quail Ct. Lot 6 — 3415 Quail Ct. Lot 7 — 3385 Quail Ct. Lot 8 — 3355 Quail Ct. Lot 9 — 3325 Quail Ct. Lot 10 —11305 W. 33rd Ave. Lot 11 —11355 W. 33rd Ave. Lot 12 — 3325 Quail St. Lot 13 — 3345 Quail St. (existing house to remain with existing address) SUBDIVISION: Quail Hollow Jefferson County Reception Number for Plat: 2014095809 NOTES This is a courtesy notification. AUTHORIZED BY: f'� DATE: DISTRIBUTION: 1. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 2. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT Services at smitchel(,ieffco.us 5. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 6. Email to erlinda.j.martinez(d,)usps.g and krissy i.summerfield(&,usps gov 7. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223 8. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 9. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 10. Consolidated Mutual Water District 11. Northwest Lakewood Sanitation District 12. Wheat Ridge Fire District 13. Wheat Ridge Planning Division 14. Wheat Ridge Building Division 15. Wheat Ridge Police Department www. ci.w h ea tr i d ge. co. u s 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: Vicinity Map DATE: A