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HomeMy WebLinkAboutB16-1177 027-060-075BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES PER } O: .� FORM NO BUILDING PERMIT APPLICATION" BIN NO: Phone: (530) 538-7601 Fax (530) 538-7785 DBP -1 Website: wwwWebsfte: '^'ww.buttecoun�ne�dds Payment of Fees Required at Time of Application �� PLEASE PRINT CLEARLY cEjV, FrstName APN WO /n y Pro a O�� JUN `+dtl ® 7 "all y. P rty Address 'rR8 AND A&SO State Zi City Location must not be in the city limits of Chioo, Gridley, Oroville or 'res �+ 6 Paradise, click below for parcel information or Fax http/%ismapshirit. untynet/fiexviewer/bcdatasearchlndex.html cy Number K:WEW WEBSUE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBPWBP- SR/v P%i Ol_BuildingPermit Application_rev'd 3.6.2014_AKM.rtf Pagel of 1 .' *.~ RECEIVED ' JUN 0 7 10► TRB AND ASSOCIATES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director i 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION t Permit Number: B16-1177 Owner's Name: CURRY, WESLEY Assessor's Parcel Number: 027-060-075 ;. Date of Application: 6/2/2016 s Square Footage Verification No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 2562 Garage Area 650 Covered Area 771 0 No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: T" Associates Agency: County of Butte RB TRB+ Project Number: 16.054.123.1 Initial Plan Review Page 1 of 6 Date: June 22, 2016 APR 2 7 2011. :.., . . To: Wesley Curry Email: none listed TRIS AND ASSOCIATES. Cc: Philo Hunt, Amber Franzino, Nancy.Springer, Deborah DeBrunner;Jordan DeBrunner Email: Phunt(a)buttecounty.net; AFranzinocDbuttecounty.net,. nspringer(a)buttecountv.net; ddebrunner(o)buttecoutnv.net; idebrunnerCa.buttecounty.net (via email) RE: Plan Review for: Curry Residence - New Project Address: Springtime Trail, Oroville Agency App. No.: B16-1177 TRB+ Project No.: 16.054.123.1 At the County of Butte's request, TRB + Associates has completed its: ptan'review for the project listed above. Please see the section entitled "FOREWORD" on the following page'for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets undated: Cover, 1 — 3, 5 — 8 Sheets dated 3/13/16: SN, AN, SN Structural Calculations: (2 copies) E. Ausmus, dated 3/14/16 WTTE Truss Calcs: (2 copies) Mitek, dated 3/23/16 COUNTY Energy Calcs: (2 copies) E. Ausmus, dated 4/17/16 Other: (2 copies) Site Plan (pR 2 20�? (1 copy) Sq Footage Form Bi,OPMENT SBBVl=+ . Plan review comments are listed on the following pages Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES SS �, � ��►rs Z Sic> o'F �1 �,uJ krJsS: ; Calcs �Color� ^j O J PROJECT DATA Agency: County of Butte TRB+ Project Number: 16.054.123.1 Occupancy Group: R -3/U Type of Construction: VB Number of Stories: One Conditioned Floor Area (s.f.): 2,562 Garage (s.f.): 650 Covered Patio (s.f.): 711 Fire Sprinkler System: Yes Valuation: - FOREWORD ■ This plan review is only for the purpose of evaluating compliance, with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans,- specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated., -t'6 those items identified in this comment list, please list the changes on a separate sheet and include;in`your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. 3 Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Review performed by.' Nicholas Ho I K .Under General Notes: #1, indicate 2013 California'Green Building S,tandards'Code as an�- applicable design code..(aQcpLfr( ; A`• Please indicate the Occupancy Group as R-3gand the Type.of Construction as VB. CO /CRC Section 1.1.3.1 Please provide the scale on each plan sheet. It appears to be ;'/4' = 1': Ail. Sheep ^ . tel/ Please indicate the door between the garage and residence shall be self-closing and self -latching. CRC Section R302.5.1 Page 2 of 6 TRB r� Agency.'County of Butte •TRB+ Project Number. 16.054.123.1 Please indicate that the garage shall be separated from the residence and attics by not less than 1/2-inch gypsum board or equivalent applied to the garage side. CRC Table R302.64ti� i 1 0r- ( j Please clarify the type on enclosure for the Master Bathroom shower. If a shower door is provided, specify it as tempered and show swing direction or'si.iding and dimension rIzo(L PLAt� opening to be 22 inches minimum. CRC Section R308.4.5,& CPC Section R408.3 CO RM A7. It appears the woodstove on the electrical plan is placed ata different location than the �o�floor Please plan. clarify.l Please clarify dormers shown on the East elevation plan: Coordinate with engineer and show them on the roof plan. Provide framing and construction details. A1.5C Do0.%I(1-5 t�OW 5'Tt�'(tit> o �v -(A MECHANICAL COMMENTS �I For attic HVAC unit, a minimum 30"x30" working platform is`required on the service side of the unit and a 24" solid floor passageway is required from .the access to the working platform. Provide a light near the unit with a switch at the entrance to the passageway. CMC Section 904.10 NO�J a% Please show woodstove flue terminating at all elevation. plans: Provide dimensions ' showing minimum 3 feet above where it passes through1he,roof of a building and not Tess than 2 feet higher than a portion of a building withina,horizontal distance of 10 feet. 4 CMC Section 802.5.4 Aw btiTA(L' ,kDbEb,:-Tu E.? / ME a-TaW b}�'C $. PLUMBING COMMENTS MIA 1 Please indicate the water heater in the garage shall be located 18 inches above the floor. i�pTE lS 10 CPC Section 507.13 ' Please indicate showers and tub-shower combinations-shall be'provided with individual control valves of the pressure balance, thermostatic, or combination pressureSNEIET I balance/thermostatic mixing valve type. CPC Section 408.3., -" `PPlease provide distance from propane tankto the-residerice7df the1-1"z17" site plan`CPC Section-1212.1 & NFPA 58 ELECTRICAL COMMENTS E1,- -° Receptacles shall be installed such that no point measured:Horizontally along the floor' line of any wall space is more than 6 feet from a receptacle outlet. Please provide additional wall receptacles at the following locations per CEC Article 210.52(A): a. In Bedroom #2, left of the doorway. b. At the back right corner of the breakfast area.., E2: Please provide a wall receptacle in the hallway outside ofiMaster-Bedroom. CEC Article 210.52(H) E3..- Please specify the receptacles within 6 feet of the laundry. room sink shall be GFCI. CEC Article 210.8(A)(7) RYA Page 3 of'6 1 Agency: County of.Butte TRB+ Project Number: 16.054.123.1 E4 Please clarify whether the Jetted Tub (hydromassage tub) regures`a receptacle. Specify :the receptacle to on an individual branch circuit and proiected`by.GFCI. breaker as receptacles are not listed for motor loads. CEC Article 680.71 E5. - It appears from the electrical plan some lights are missing their wall switches. Please show lights connected to wall switches. CEC Section. 210.70. E6. Please show size and location of electrical panel. Panelboards=shall not be located in clothes closets or laundry rooms where subject to easily ignitable fabrics could be in close proximity. 240.24(D). ENERGY COMMENTS ENI. Please indicate all lighting installed in the garage and laundry.room shall be controlled by vacancy sensors., CEnC Section 150.0(k)6 (g EN2: Please show bathroom the exhaust fan switches separate.from.the lighting switches. ' CEnC Section 150.0(k)2 Please indicate the new water heater shall include the following components per CEnC Section 150.0(n): 4 A. A 120V electrical receptacle that is within 3 feet from the water heater and accessible Ie�\ to the water heater with no obstructions; and kp - B- ,A Category III or 1V vent, or a Type B vent with straight pipe between the outside W1 termination and the space where the water heater is installed; and C. A condensate drain that is no more than 2 inches higher.than the base of the installed water heater, and allows natural draining without pump assistance; and _ -- %A gas supply line with a capacity of at least 200,000 Btu/hr.. — �2�a�n, is Provide vacancy sensor at bathrooms, laundry and garages, C.EnC 110.9(6).. . GREEN BUILDING COMMENTS GP/ To facilitate future installation and use of EV chargers;.please indicate a listed raceway . . shall be installed to accommodate a dedicated 208/240=volt branch circuit. The raceway /1 dtv shall not be less than trade size 1 (nominal 1-inch inside diameter). The service panel and/or subpanel shall provide capacity to install a 40-ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a. branchcircuit overcurrent p� .:; .� .protective device. The raceway termination location shall be>Visitily marked as "EV , CAPABLE". CGBSC Section 4.106.4.1 C, (�� , FLOOD ZONE COMMENTS Not. located in a flood zone. No comments noted. WI DFIRE EXPOSURE CONSTRUCTION REQUIREMENTS' Please specify exterior glazing in accordance with 2013: CRC Section R327.8. One pane d .. of window assemblies shall also be tempered. , for Q 4vke-\ 3 RB Page,4 of 6T r ,1 Agency: County of Butte TRB+ Project Number: 16.054.123.1 , Please specify fire resistive exterior doors in accordance with 20.13 CRC Section R327.8. (The door exterior surface shall be of noncombustible` or, ignition -resistant a materials or be constructed of solid core wood 1-34' thick,or,*have a fire -resistive rating cM Vtoorpkm�of not less than 20 -minutes). Y v' Please specify ignition resistant or non-combustible exterior patio ceilings in' accordance with 2013 CRC Section R327.7.6. Section A/3 currently shows combustible material under patio ceilings. rev *o4bevi-, 1� 3 Please specify approved (Listed) eave vents that resist the intrusion of flameand burning embers per 2013. CBC Section R327.6.3 Excepti8n'#1 ".(E.g. Vulcan Vents or tested equivalent) RbUQ ��ann STRUCTURAL COMMENTS As required by CBC 1603.1, provide on one of the drawing sheets the design loads and other information pertinent to the structural design listed on Sections 1603.1.1 *thru 1603.1.9.1 ��5 E{AS 86EN A taED. Yc. StrttcT 3 2: For the patio glulam beams (ref. page 18 of calculations),.specify on the plan that these "V4" SEE �t'(7�CD beams must not be a continuous beam, since these are specified as (unbalanced). Alternatively, specify it as a "V8" (balanced) beam, unless it is shown by calculations that �,EdLSED "V4" is ok to resist the negative moments over the supports."Z : For the footings and supporting the above beam, posts mentioned*peglulam use the total reactions (from both sides of posts) in calculations'. Please note that if the beam is f✓E T`t' continuous, the interior support reactions will be about 1.25'times.the 'surn of the simply Re Vt,S � supported reactions. - , ; . � �>�S Similar comments apply to the glulam beam, posts and footings at the front porch. - K1Ev15t6 Since all the trusses, being spaced at 24" o.c., will not fall directly under the wall studs, which are spaced at 16" o.c., check the capacities of the'double top plates if they are `- N6w NOTE adequate to carry the truss reactions (or provide alternate, methods to supportthe trusses) Atib D since most of the truss reactions are significant. Ignore'sheathing%drywall in calculating WALL LtNlF carrying capacities of top plates. Interior walls can be more critical than exterior walls. `C Of o N b}E�( S6. Identify all interior bearing walls on the plan (for example by hatching). , ��% 5 rnd'�.v �i. 5hat.tnn daOIA t N8 "G Provide calculations for footings supporting: e. ►..-f 5 gid' Posts carrying significant reactions Id Critical interior bearing walls carrying headers and/or;truss;reactions c. Critical shear walls carrying headers and/or truss.reactions, in addition to the overturning moments due to lateral forces Modify/reinforce footing details as needed. /// Indicate the required drag/collector forces on the roof framing, plan for the drag trusses,. "GIRDER including those marked as TRUSS" which need to k.ta'§ collectors. Now JkP? ✓ 2,L.W S9. Reference details on the roof framing plan to show con nection'between the collector. Llr`t'3�I,CD: trusses' end to walls/beams. p.Ew G,9N f1ti(,TlO S N ..w LJ S"[ED Page 5 of 6 1 R B Agency. county of Butte TRB+ Project Number: 16.054.123.1 SX. On gridline E of the roof plan (left of gridline 2), no truss panels: have been specified. Clarify �W N �� or provide. /1 - Indicate the design shear forces for the truss panels shown on det6il.22/4. Ensure that the truss calculations comply with the requirements. 'Tt4os• CS KoW stkawr _r" SS CAUS uP�°�'« r GY(STIM6 CALC.S Provide calculations for the diaphragm chords. The diaphragm `spans are substantial. ` Provide a top plate splice detail accordingly.,- Rx-LWE YNb V>B-['A%L, 114 � � �r Y(2 Wt S/. Indicate on the plan that all drag/collector trusses will receive boundary nails along their top os'8 chords. frX'6110(O p�TR1l,S t�t f 22 s�tEET ��{u,ee S/. Provide a typical detail showing installation of holdownns nc u� ng tfi b p or bo is and thg:� �" required minimum edge distances, etc. As necessary, provide anchor bo calcu a ions in accordance with the 2013 California Building Code (CBC) and ACI 318-11, Appendix D. N>3W Hotlmwrl / S ? If mechanical unit (FAU) is fully or partly supported by the roof trusses, provide verification 5 from the truss manufacturer that the trusses intended to support the mechanical units have been designed to support the additional loading. If so, provide detail(s) for supporting .(or hanging) the mechanical unit from these trusses. Also indicate the maximum -allowed weight of FAU on the roof plan. - 2D F5f- pAWLAe t> To BG Feg- NOTE. &t�? _/IN'ttE(t�o(Z "f2�n8S Truss calculations indicate net uplifts (negative reactions) at the exterior supports. Verify if adequate ties are provided at the eaves. UQ a� t 7!f/i i wDlc.A-V&s H -( a1,p S. &W at 6WMW4 .d,,��I �- T ` �. Provide a letter from the structural design engineer verifying ;that he/she has reviewed the • truss calculations and found them to be in conformance'with his/her design of the structure, including attachment of "piggyback" trusses or "hat":trusses tcrthe base trusses. 8. On the typical eave detail of 26/4, indicate the shear transfer, -clips. (such as A35s) that are required by the shearwall schedule. ONO? AMLIES -To 6A'DLE' FL)N .f6K C(.lp SpAc1 16, F_Av6 otos y U1,165 -f T Epe_t4- -cam-iss S/9. Indicate size of the interior headers on the plan. Provide. calculations for the headers carrying significant truss reactions. F4sw w"I& rgA�Ep To FtrOoR p�� The ground adjacent to the foundation wall shall be sloped i accordance with R401.3. �. . Indicate soon 2/4. '� � Np'CE 0JR6 BEP'N ttytSGp" ' [END] Page 6 of 6 1 R B i outdoor receptacles outlet front and rear of the .Dwelling. Exterior receptacles must be WP/GFCI protected. 2013 CEC Art. 210.52 (E)(1) & 210.8. an outdoor receptacle outlet with GFCI and weatherproof protection at each porch area. Balconies, decks and porches that are accessible from inside the dwelling unit shall have at least one receptacle. outlet installed within the perimeter of the balcony, deck or porch. The receptacle shall not be located more than 6 %2 ft. above the balcony, deck, or porch surface. 2013 CEC Articles 210.52(3), 210.8(A)(3) and 406.9(A) & (B). All exterior outdoor lights shall be High Efficacy luminaries or Low Efficacy (incandescent) luminaries controlled by a manual-on/off switch with a photocell and motion sensor. Refer to the Mandatory .Measures for Residential .Lighting Measures attached to the California Energy Commission, Mandatory Measures form .MF -1 R. mechanical electrical disconnect and a service receptacle within 25 feet of the Mechanical unit. As per 2013 CEC Art. 210,63 & 2013 CMC Section 3.10. o intended support for the A/C condensing unit (Units shall rest on a concrete, or other approved base extending not less than three (3) inches above.:grade.Refereiice 2013' -CMCJ 106.2 light fiktures in tub or shower enclosures to be labeled'suita6le for.damp Location" per j 2013 CEC Art. 41.0.10 (A)' & (D), i Receptacles shall be installed so that no point measured ]horizontally along the floor line in any wall space is more than 6 -feet from a receptacle. Any wall space 2 -feet or more in width and unbroken along the floor line by doorways and similar openings shall have a receptacle. 2013 CEC Art. 210.52 (A). Please review all wall receptacle locations. Countertop receptacles in the kitchen and dining rooms shall be installed at`each wall counter space that is 12" or wider. Receptacle outlets shall be installed so that no point along the wall line .is more than 24" measured horizontally from a receptacle outlet space. 2013 CEC Art. 21.0.52 (C) (1). laundry room receptacle outlets shall be supplied by at least one 20 -ampere branch circuit. Such circuits shall have no other outlets per 2013 CEC Art. 210.11 (C) (2). required "Makeup Air" for the dryer in the •laun.droom. (100 s .in. As per 2013 CMC Section 504.3.1 moisture D ( et maximum length of dryer exha exhaust duct with two (2) 90 degree elbows) 2013 CMC Section 504.3 & 504.3.1.2 .I.IU� i11NG M/�5Up�5 HIGH EFFICIENCY LUMINAIRES OTHER THAN .OUTDOOR HID: CONTAIN ONLY HIGH EFFICIENC'e LAMPS AS OUTLINED IN TABLE 150—C, AND DO NOT CONTAIN A MEDIUM SCREW BASE SOCKET BALLAST FOR !AMPS 13 WATTS OR GREATER ARE ELECTRONIC .HAVE AN OUTPUT FREQUENCY NO LESS THAN 20 I<Hz, ENCY LUMINAIRES—OUTDOOR HID: CONTAIN ONLY HIGH LAMPS AS OUTLINED IN TABLE 150—C, LUMINAIRE HAS STALLED HIO.BALLAST. INAIRES IN KITCHENS SHALL BE HIGH 'TO • SO% OF THE 4\lA17AGE, AS PERMANTLY INSTALLEDbars,-ltd LUMINAIRES THAT ARE NOT ,4.1' ;L�iic•/Ill __ a ( 1 SONE THIS EXHAUSTYFAN CAN BE'CON7Ro g �ol?iv F r uZ, ..BIG ap a, ON/OFF SWITCH, BUT THE SWITCH MUST BE LABELED T0=l3�iFoiihy�..vo OCCUPANT THAT THE EXHAUST FAN IS THE WHOLE-BUILD1Nc' vENTI . EXHAUST FAN AND IS INTENDED TO OPERATE CONTINUOUSLY. ?= w _. .. Z q• t k ....... - t 'provide a bathroom fan complying with the requirements of 2013 CPB Section 4.506. Please ad this note.to the plans. The bathroom exhaust fan shall be controlled with.huinidistat control capable of adjustment between a relative humidity range of 50% to 80%. fAVVPDr—z : required access to the whirlpool tub motor and protected by GFCI.outlet. 20110EC Articles 680.71 & 680.73. Arc-Fault Circuit-Interrupter Protection to all 120-volt, single phase;--15 and 20-amp �. branch .circuits supplying outlets installed in dwellings. .(Throughout) 2013 CEC Art. 210.12 (A) (I e Not just bedrooms) Tarnper-Resistant Receptacles in the dwelling. All 125-.'Volt, single phase;.15. and 26*-.amp receptacles shall: tie listed tamper-resistant receptacles. (Throughout) 2013- CEG Art 40612. . 4 J �' h') J%Y ' I ✓'4� :,y/jj•j�' �' { 8"{iy \ $1u n ill d�.� �y:i e�'.i S �i. . C/•o °C1zV k r1 Yl F i' y L a.e+ 4. f, .? y. - iwovj , Y r ooK '044 ;TATE FIRE RESPON3IBIIITY AREA (SM) DRIVEWAYS MAY ONLY SERVE SINGLE PARCELS ALL DRIVEWAYS SHALL PROVIDE A MINIMUM 10' TRAFFIC LANE AND UNOBSTRUCTED RTICAL CLEARANCE OF 15' LONG ITS ENTIRE LENGTH DRIVEWAYS EXCEEDING 150' IN LENGTH (UP TO 800') SHALL PROVIDE A TURNOUT EAR THE MIDPOINT OF THE DRIVEWAY. WHERE THE DRIVEWAY EXCEEDS 800' TURNOUTS HALL BE PROVIDED AT 400' INTERVALS A TURNAROUND SHALL BE PROVIDED TO ALL BUILDING SITES ON DRIVEWAYS OVER 00' IIN LENGTH AND SHALL BE WITHIN 50' OF THE BUILDING THE SURFACE SHALL PROVIDE UN08STRUCTED ACCESS TO CONVENTIONAL DRIVE EHICLES, INCLUDING SEDANS AND FIRE ENGINES. SURFACES SHOULD BE ESTABLISHED IN ONFORMANCE WITH LOCAL .ORDIN'ANCES, AND BE CAPABLE OF SUPPORTING A 40,000 OUND LOAD. 4' OF CLASS 2 AGGREGATE BASE SHALL BE REQUIRED FOR ALL DRIVEWAYS, JRNAROUNDS AND TURNOUTS. DRIVEWAY GRADES SHALL' NOT EXCEED 15% WITHOUT BEING PAVED. GRADES OVER 15% HALL HAVE 4' OF CLASS 2 AGGREGATE BASE AND 2" OF ASPHALT. NO DRIVEWAY SHALL KCEED 204. NO DRIVEWAY SHALL HAVE A HORIZONTAL RADIUS OF CURVATURE OF LESS THAN 50' ND ADDITIONAL SURFACE WIDTH OF 4' SHALL BE ADDED TO CURVES OF 50-100 FEET ADIUS; 2 FEET TO THOSE FROM 100-200 FEET. THE LENGTH OF VERTICAL CURVES IN ROADWAYS, EXCLUSIVE OF GUTTERS, DITCHES, NO DRAINAGE STRUCURES DESIGNED TO HOLD OR DIVERT WATER, SHALL BE NOT LESS AAN 100'. TURNAROUNDS ARE REQUIRED ON DRIVEWAYS AND DEAD-END ROADS AS SPECIFIED ERE. THE MINIMUM TURNING RADIUS FOR A TURNAROUND SHALL BE 40' FROM THE ENTER UNE OF THE ROAD. IF A HAMMERHEAD -T IS USED, THE TOP OF THE Y SHALL E A MINIMUM OF 60' IN LENGTH. ). TURNOUTS SHALL BE A MINIMUM OF 10' WIDE AND 30' LONG WITH A MINIMUM 25 DOT TAPER ON EACH END. 1. ALL DRIVEWAY, ROAD, STREET, AND PRIVATE LAND ROADWAY STRUCTURES (BRIDGES, ULVERTS, AND OTHER APPURTENANT STRUCTURES WHICH SUPPLEMENT THE ROADWAY BED R SHOULDERS) SHALL BE CONSTRUCTED TO CARRY AT LEAST THE MAXIMUM LOAD AND ROVIDE THE MINIMUM VERTICAL CLEARANCE AS REQUIRED BY VEHICLE CODE SECTIONS 5550, 35750, AND 35250. ALL BRIDGES SHALL BE CERTIFIED BY A REGISTERD CIVIL NGINEER. -APPROPRIATE SIGNING, INCLUDING BUT NOT LIMITED TO WEIGHT OR VERTICAL LEARANCE LIMITATION, ONE-WAY ROAD OR SINGLE LANE CONDITIONS, SHALL REFLECT THE APABILITY OF EACH BRIDGE.' -A BRIDGE WITH .ONLY ONE TRAFFIC LANE MAY BE AUTHORIZED BY THE LOCAL JRISDICTION; HOWEVER, IT SHALL PROVIDE FOR UNOBSTRUCTED VISIBILITY FROM ONE END 0 THE OTHER AND TURNOUTS AT BOTH ENDS. ATE STANDARDS . 'GATE ENTRANCES SHALL BE AT LEAST TWO FEET WIDER ON BOTH ENDS THEN THE 1DTH OF THE TRAFFIC LANE(S) SERVING THAT GATE. ALL GATES PROVIDING. ACCESS FROMA A ROAD TO A DRIVEWAY SHALL BE LOCATED T LEAST 30' FROM THE.ROADWAY EDGE AND SHALL OPEN TO ALLOW A VEHICLE TO STOP ITHOUT OBSTRUCTING TRAFFIC. WHERE A ONE-WAY ROAD WITH A SINGLE TRAFFIC LANE PROVIDES ACCESS TO A ATED ENTRANCE, A 40' TURNING RADIUS SHALL BE USED. GNAGE & BUILDING NUMBERING TO FACILITATE LOCATING A FIRE AND TO AVOID DELAYS IN RESPONSE, ALL NEWLY ONSTRUCTED OR APPROVED ROADS, STREET, AND BUIDINGS SHALL BE DESIGNATED BY AMES OR NUMBERS, POSTED ON SIGNS CLEARLY VISIBLE AND LEGIBLE FROM THE OADWAY. THIS SECTION SHALL NTO RESTRICT THE SIZE OF LETTERS OR NUMBERS PPEARING ON STREET -SIGNS FOR OTHER PURPOSES. )DRESSING ALL BUILDINGS SHALL BE ISSUED AN ADDRESS BY THE LOCAL JURISDICTION WHICH .ONFORMS TO THAT JURISDICTION'S OVERALL ADDESS SYSTEM. ACCESSORY BUILDINGS WILL .OT BE REQUIRED TO HAVE 'A SEPARATE ADDRESS; HOWEVER, EACH DWELLING UNIT WITHIN BUILDING SHALL BE SEPARATELY IDENTIFIED. THE SIZE OF LETTERS,. NUMBERS AND SYMBOLS FOR ADDRESSES SHALL BE A MINIMUM IF 3" , 3/8' STROKE, REFLECTORIZED, CONTRASTING WITH THE BACKGROUND COLOR OF HE SIGN. ALL BUILDINGS SHALL HAVE A PERMANENTLY POSED ADDRESS, WHICH SHALL BE 'LACED AT EACH DRIVEWAY ENTRANCE AND VISIBLE FROM BOTH DIRECTIONS OF TRAVEL .LONG THE ROAD. IN ALL CASES, THE ADDRESS SHALL BE POSTED AT THE BEGINNING OF :ONSTRUCTION AND SHALL BE MAINTAINED THEREAFTER, AND THE ADDRESS SHALL BE ISIBLE AND LEGIBLE FROM THE ROAD ON WHICH THE ADDRESS IS LOCATED. ADDRESS SIGNS ALONG ONE-WAY ROADS SHALL BE VISIBLE FROM BOTH THE JTENDED DIRECTION OF TRAVEL AND THE OPPOSITE DIRECTION. WHERE MULTIPLE ADDRESSES ARE REQUIRED AT A SINGLE DRIVEWAY, THEY SHALL BE IOUNTED ON A SINGLE POST. 1. WHERE A ROADWAY PROVIES ACCESS SOLEY TO A SINGLE COMMERCIAL OR INDUSTRIAL IUSINESS, THE ADDRESS SIGN SHALL BE PLACED AT THE NEAREST ROAD INTERSECTION 'ROVIDING ACCESS TO THAT SITE. WILDLAND URBAN INTERFACE GROUP U ACCESSORY STRUCTURE 1) UNIHABITABLE:GROUP U ACCESSORY SRUCTURES, IF LOCATED 50' OR GREATER THAN HABITABLE STRUCTURES MAYBE DESIGNED WITH EXEMPTIONS REQUIRED BY THE STATE FIRE MARSHALL.* 2) GROUP -LI ACCESSORY STRUCTURES LESS TNAN 120 SOFT ARE EXEMPT IF MORE THAN 30' FROM ANY HABITABLE STRUCTURE RESIDENCES 1) ALL VENTS SHALL HAVE A MINIMUM NON-COMBUSTABLE OPENING SIZE OF 1/16- AND MAXIMUM OPENING SIZE OF. 1/8" - NFVA 1/16' = .5' NFVA 1/8"'= .8 2) PROVIDE ONE LAYER OF NO.; 72 ASTM CAP SHEET UNDER FLASHING RUNNING THE FUU LENGTH OF VALLEYS ' 3) CLAZING.IN.GARAGE DOORS SHALL BE DUAL PANE TEMPERED t JUS �Q c jay FORM NO A `S Butte County Department of Development Services' , PERlt I T; `ENTER DBP -3 7 County Center Drive, Oroville, CA 95965 Main Phonc 530.533.7601 Far 530:533.7735 • o�tiH.huttcuunA•.nclFdds SITE PLAN Assessor's Parcel Number: D 0 O 1�610 9 — 0 U..91Permit #: - :4 } - _ _ '„ L -1J .TI �•� � L� I^3�tO { } ,S� � 7,QUITE f. .m COUNTY RC ODE COV!a IAC s �= ' I JUN ®� 2016 _ MA" 0 2 2612 I i . DEVELOPMENT SERVICESF ► I = f �. I I �� _ Owner Name: Zcl S. a Y�) e -'v Scope of Work: Site Location, Y� Contact names Phone:. Flood Zone: Scale 1 = ? . (� ce ;�� n •, ,r f , ; p�,P i �f� . PERMIT # B`JTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR s; CODE COMPLIANCE - .h I DATE 7 }' ri�C° l�001 ' USMUS /�finn nn(�MM MM �MM MM rtiuUUMaiac LrJV�U1JlJ�� ���OLN��U\S�LN�9 OL1V�o Civil Engineering and Design RECEIVED 3115 Johnny Lane Chico, CA 95973 Ph: (530) 521-2648 APR 2 7 2017 ericausmus@gmail.com TRB AND ASSOCIATES TRUSS CONCURRENCE LETTER January 22, 2017 Ausmus Engineering has reviewed the Truss Calculations provided and approved by: Endeavor Homes 655 Cal Oaks Rd Oroville, CA 95966 Dated: January 19, 2017 The truss calculations, including the attachment of piggyback truss or hat trusses to .their base, were reviewed and are in compliance with the structural design for the residence named: Curry Residence 0 Springtime Trail Oroville, CA 95966 I, --- Eric D. Ausmus, P.E. Ausmus Engineering CA Civil 65286 exp. 09/30/17 le Coo APR 2 6 2017 DBVELOPMW U&V=S Page Iofl C:\Users\Eric\Google Drive\Ausmus Engineering\2016 Projects\Curry Residence\Truss.doc I RECEIVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Curry Residence Calculation Date/Tilme: 07:52, Tue, Mar 22, 2016JUN 0 1 2016 Page 1 of 9 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xmI TRB AND'ASSOCIATES.. _ GENERAL INFORMATION " 01 Project Name Curry Residence 05 " 02 Calculation Description Title 24 Analysis Energy Use (kTDVtIt2-yr) Standard Design 03 Project Location Springtime Trail Percent Improvement Space Heating 04 City Oroville 05 Standards Version Compliance 2015 06 ZIP Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family - - 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed - - 13 - Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2532 -- - -- - 15 - Number of Zones 1 - 16 Slab Area (ft) 2532 17 Number of Stories 1 18 - Addition Cond. Floor Area N/A - - 19 Natural Gas Available No - y - 20 r • Addition Slab Area'(ft2) N/A - - 21 - Glazing Percentage (%) 12.3% COMPLIANCE RESULTS 01 Building Complies with Computer Performance'' -,*,FORt�®DE (o(3i�Jt$'L 101vL 02 This building Incorporates features that requirefieldtesting and/or verificatiorrby a'certified HERS rater under the supervpshop o a,CE-approved HERS provider. .. .. , 03 This building Incorporates one or�more Special Features shown below, -- - 4 -Bu WING ON MJT-TE R; COUNTY Registration Number: 216-N0100223D-000000000-0000 RegistrationDate/Time:. 2016-041721: giM 20'16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance. Report Version - CF1R-03092016-744 �"' ' Q Report Generated at: 2016-03-22 07:53:14 DEVELOPMENT SERVICES C6 (1{ ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDVtIt2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 51.08 49.69 1.19 2.3% - Space Cooling - - - - 33.41 • - • 32.26 1.15 - -3.4% IAO Ventilation 1.15 .1.15 0.00 0.0% Water Heating 29.96 29.96 0.00 0.0% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total -.- �15�6-0�� ��� � �4'� 113.26 2.34 2.0% -Bu WING ON MJT-TE R; COUNTY Registration Number: 216-N0100223D-000000000-0000 RegistrationDate/Time:. 2016-041721: giM 20'16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance. Report Version - CF1R-03092016-744 �"' ' Q Report Generated at: 2016-03-22 07:53:14 DEVELOPMENT SERVICES C6 (1{ CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R=PRF-01 Project Name: Curry Residence Calculation Date/Time: 07:52, Tue, Mar 22, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: Minimum Airflow.- • Verified EER • Verified SEER - • Fan Efficacy Watts/CFM _ HVAC Distribution System Verifications: - • Duct.Sealing J/ 4 Domestic Hot Water System Verifications: f E -None -- l ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach foi,the'Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting andcomponents,not,regulatedby TRIe 24,'Pahtt(such as domestiCappliances and consumer,elect[onics) and accounting for the annual TDV energy offset by an on-site renewable energy system. '/ ,�,<$ \ . - ? � to '"" U u u tr ii u u ' `'*,Referencd�Engrgy Use '-s Energy Design Rating Margin Percent Improvement Total Energy (kTDV/t2-yr)' 168.81 166.47 2.34 1.4% includes calculated Appliances and Miscellaneous Energy Use (AMEU) c i BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ff2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Curt' Residence 2532 1 "'4 1 0 1 ZONE INFORMATION 01 t 02.• 03 04 05 06 07 Zone Name . - Zone Type HVAC System Name Zone Floor Area (ftp Avg. Ceiling Height Water Heating System 1 - Water Heating System 2 Residence Zone Conditioned ' 90 AFUE / 15 SEER / 12 EE1 2532 9 DHW Sys 1 Registration Number: 216-N0100223D-000000000-0000 Registration Date/Time: 2016-04-17 21:18:36 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards- 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 07:53:14 CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR•PRF-01 Project Name: Curry Residence Calculation DateMme: 07:52, Tue, Mar 22, 2016 Page 3 of,9 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml OPAOUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (tt2) Window &Door -Area (tt� Tilt (deg) FW1 Residence Zone R-19 Wall 90 'Front 594 118.02 90 LW1 Residence Zone R-19 Walll 180 Left 405 6 90 BW1 Residence Zone R-19 Walll -270 Back 369 123.999 90 RW1 Residence Zone R-19 Walll 0 Right 405 64 90 Roof Residence Zone R-38 Roof Attic 2532 GLW1 _Garage_ R-0 Wall 180 Left 250 20 90 GBW1 _Garage_ R-0 Wall 270 Back 250 90 GRW1 _Garage_ R-0 Wall 0 Right 250 170 90 IGFW1 Garage_»Residence Zone - R-19 Wall 250 20 Roof 2 Garage_ R-0 Roof Attic 650 ATTIC 01 04 -� _ 05, O6 07 08 Name Construction �.'' Type Roof Rise Roof Reflectance ` Roof Emittance Radiant Barrier Cool Roof Attic _Garage_ Attic Garage Roof Cons :"Ventilated ; rr 0 u 0.85 No No Attic Residence Zone Attic Roof Residence Zone Ventilated 0 0.1 0.85 Yes No Registration Number: 216-N0100223D-000000000.0000 Registration Date/Time: 2016.04-1721:18:36 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-03092016-744 Report Generated at: 2016-03-22 07:53:14 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Curry Residence Calculation Date/Time: 07:52, Tue, Mar 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml CFI R -PRF -01 Page 4 of 9 WINDOWS 01 f ,r/�/jt' �� ... {� I� �. # 02.� { . .� rt i i f� n 03 04 Name - 1 N,1 Sidp of Building,% 1 1 v f 11711% C: Q Area (ft� 01 02 - GLW1 03 - 04 05 06 07 08 09 10 Name Type 12 13 Surface (Orientation -Azimuth) Width (ft) Height (ft) Multlpll er Area (ft) U -factor SHGC Exterior Shading FG1 - 6040 0 Window FW1 (Front -90) - - - 1 ' 24.0 0.32 0.25 Insect Screen (default) FG2 - 6050 O Window Top Up FW1 (Front -90) 6.0 5.0 1 30.0 0.32 0.25 Insect Screen (default) FD1 - (2) 3068 FR Window 0 FW1 (Front -90) 6.0 6.7 1 40.0 0.32 0.25 Insect Screen (default) FG3 - 6040 O Window 5 FW1 (Front -90) 6.0 4.0 1 24.0 0.32 0.25 Insect Screen (default) LG 1 - 2030 O Window 5 LW i (Left -180) ---- --- 1 6.0 0.32 0.25 Insect Screen (default) BG1 - 6040 O Window 0 BWi (Back -270) 6.0 4.0 1 24.0 0.32 0.25 Insect Screen (default) BG2 - (4) 3050.0 Window 0 BWi (Back -270) 12.0 5.0 1 60.0 0.32 0.25 Insect Screen (default) BG3 - 6068 PTO Window �� _ BWi (Back -270) 6.0 .7 9.95 40.0 0.32 0.25 Insect Screen (default) RG1 - 5040 0 Window j „ RW1 (Right -0) • -- ---- 1 20.0 0.32 0.25 Insect Screen (default) RG2 -20360 0 Window _ j , 1 RW1 (Right -0) _ ---- ---- 1 24.0 0.32 0.25 Insect Screen (default) RG3 - 5040 0 Window, - 1 RW1 (Right -0) • - 1 20.0 0.32 0.25 Insect Screen (default) DOORS 01 f ,r/�/jt' �� ... {� I� �. # 02.� { . .� rt i i f� n 03 04 Name - 1 N,1 Sidp of Building,% 1 1 v f 11711% C: Q Area (ft� U -factor GLD1 - 3068 Door ' - GLW1 20.0 0.50 GRD1 - 10086 MTL Door GRW1 85.0 0.70 GR02 - 10086 MTL Door GRW1 85.0 0.70 OVERHANGS AND FINS 01 02 03 - 04 05 06 07 08 09, 10 11 12 13 1 14 - Overhang Left Fin Right Fin Window - Depth Dist Up Left Extent Right Extent - - flap Ht. Depth Top Up DlstL Bot Up Depth Top Up Dist R Bot Up FG2 - 6050 0 .5 2 15 2 0 0 0 0 0 0 01 0 0 FD1 - (2) 3068 FR 5 2 5 12 0 0 0 0 ..0 0 0 0 0 FG3 - 6040 0 5 2 4 20 0 0 0 0 0 0 0 0 0 •BG1 - 6040 0 16 2 35 3 0 0 0 0 0 0 0 0 0 BG2 - (4) 3050 0 16 2 14 13 0 0 0 0 0 0 0 0 0' BG3 - 6068 PTO 16 2 3 32 0 0 0 0 0 0 0 0 0 Registration Number: 216-No100223D-000000000-0000 Registration Date/Time: 201604-17 21:18:36 HERS Provider: CaICERTS Inc. CA.Building Energy Efficiency Standards - 2013 Residential Compliance t. Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 07:53:14 i 4y L • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Curry Residence * . Calculation Date/Time: 07:52, Tue, Mar 22, 2016 - Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml • CF1 R -PRF -01 Page 5of9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers — • - 2532 - , - • - - 0.8 No • Inside Finish: Gypsum Board _Garage_' 650 ' None 0 No • Cavity / Frame: R-19 /2x6 R-19 Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board - - Cavity/ Frame: no insul. /2x4 - • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) • Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 •i Cavity/Frame: no insul. /2x4 , Cavity/ Frame: no insult /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs , Wood Framed Ceiling - in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) �.:-• Cavity/ Frame: no insul. /2x4 Top Chrd r^'w 2x4 Top Chord of Roof Truss @ 24 •Roof Deck: Wood Siding/sheathing/decking Attic Roof Residence Zone Attic Roofs Wood Framed'Ceiling n in: O.C_-:�t�; y none 1 0.644, Roofing: Light Roof (Asphalt Shingle) - _ �' r� � •�'"� �� j 4 1_ ]i.E( � (I3t � t'1' •_ Inside Finish: Gypsum Board •Cavity /Frame: R -19/2x6 •- t ,a Y Exterior Finish: Wood R-19 Walll Exterior Walls Wood Framed Wall 42x6 @ 16,in. O.C. —R19--} ~ : 00:069 Siding/sheathing/decking - - Inside Finish: Gypsum Board Ceilings (belowCavity/Frame: P-9.110(4 _ R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 _ 0.025 _ Over Floor Joists: R-28.9 insul. SLAB FLOORS ' 01 02 03 04 05 06 07 Name Zone Area (ft� Perimeter (ft) Edge Insul. R•value & Depth Carpeted Fraction Heated Slab -on -Grade Residence Zone 2532 197 None 0.8 No Slab -on -Grade 2 _Garage_' 650 77 None 0 No BUILDING ENVELOPE • HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- Registration Number: 216-NO100223D-000000000-0000 Registration Date/1-ime: ` 2016-04-1721:1836 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 HERS Provider: CaICERTS inc. . Report Generated at: 2016-03-22 07:53:14 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Curry Residence Calculation DatetTime: 07:52, Tue, Mar 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xmI CF1 R -PRF -01 Page 6of9 WATER HEATING SYSTEMS ' 01 02 03 O1 02 03 '. 04 05 O6 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 -1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 - Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior. - Insulation R -value r Standby Loss (Fraction) DHW Heater 1 Propane Small Storage 50 0.6 40000-Btu/hr 0 0 WATER HEATING -.HERS VERIFICATION ! ', 01 f r t 02 03 04 05 06 07 Name \ Pipe Insulation. -�� .� Parallel Piping Compact Distribution Paint -of Use Recirculation Control , Central DHW Distribution DHW Sys 1 - 1/1.+ Cooling Component 1 11 1 F— f ' '-I f�(r •4 .,•-, --- -- ' !, l f ( t 1 t � 1 I r f 4 ➢ (--"-- d — 4 I I I I 1 I 1 c J r SPACE CONDITIONING SYSTEMS ,' / `�� `_aL!!.� (3 1-� U .0 !1 t�J 17 la L u d ` 01� ti',� 02 OSS C.' 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES - 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 90 AFUE Registration Number: 216-N0100223D-000000000-0000 Registration Date/Time: 2016-04-1721:18:36 HERS Provider: CaICERTS Inc. CA•Buildirig Energy Efficiency Standards- 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-22 07:53:14 s CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R•PRF�01 Project Name: Curry Residence Calculation DatelTime: 07:52, Tue, Mar 22, 2016 Page 7 of 9 - Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12 15 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Required Not Required A, HVAC - DISTRIBUTION SYSTEMS ] 01 J 02 ` 03 04 05 06 07 Name `, `--- -Type ­"-v--,Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 "Duct§Attic" '��,�r Sealed and t tse ed t F I 8 r i L Ji�..l Attic None Air Distribution System 1 -hers -dist' HVAC DISTRIBUTION - HERS VERIFICATION} + 01 r' 02 "i E; 03 "1► .a r'04M A. I � o5 L. -I G nos 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verlflcation HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216-No100223D-000000000-0000 Registration Date%Tme: 2016.04-1721:18:36 CA Building Energy Efficiency Standards - 2013 Residential Compliance f Report Version CF1R-03092016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-03-22 07:53:14 , M, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Curry Residence Calculation Date/Time: 07:52, Tue, Mar 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml CF1 R -PRF -01 Page 8of9 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit - IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Veriflcatlon SFam IAQVentRpt 62.82 0.25 Default • 0 Required Registration Number: 216-N0100223D-000000000-0000 Registration Date/Time: 2016-04-1721:18:36 CA Building Energy Efficiency Standards - 2013 Residential. Compliance Report Version- CF111-03092016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-03-22 07:53:14• CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Curry Residence Calculation Date/Time: 07:52, Tue, Mar 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 16050s Curry Ausmus .xml CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT ` 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: -• - %/ZGvt, Mervyn Martin Company: Signature Date: Mery Martin 2016-03-23 10:05:40 Address: CEA/HERS Certification Identification (If applicable): 6356 Oak Way City/State/Zip: Phone: Paradise, CA 95969 530-513-1508 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. r 1 f �– —_ _ - 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and_ specifications submitted to the enforcement agency,for approval with this building permit application. Responsible Designer Name: / f �-I,- 1 L Responsible Designer Signature: Eric Ausmus j� `�'�.,_ Company: Date;Signed: Ausmus Engineering 2"6-041 Address: License: 3115 Johnny Lane 65286 City/State/Zip: Phone: Chico, CA 95973 530-521-2648 Digitally signed byCa/CERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Providerresponsibility for the accuracy of the information. Registration Number: 216-N0100223D-000000000.0000 Registration Date/Time: 2016-04-17 21:18:36 HERS Provider: CaldERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03092016-744 Report Generated at: 2016-03-22 07:53:14 Mawn JOB: *Curry iOCATION: _Oroville, Ca. MITek TRUSS ENGINEERING POWER TO PERFORM. - — MiTek Industries, Inc. 7777 Greenback Lane 1 ' Suite 109 ` Citrus Heights, Ca.95610, Phone: (916)676-11900 Fax: (916)676-1909 -' PERMIT # W—n-E COUNTY OEVELOPMENT SERVICES F�EVIEWED FOR i• �' CODE COMPLIANCE DATE BY ► LUMBER ► HARDWARE A. ► STOCK PLANS ► CUSTOM DRAFTING - ' • ► TRUSS ENGINEERING �. ► TRUSSES r ' _ ► PRE FRAMED WALLS WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO. NOT STORE TRUSSES ON UNEVEN GROUND. +` Alter .'RECEIVED, APR 2:7. 2017 ;. d/OakSR�uATES 655 C P.O. Box 1947 Oroville, Ca.95965 Phone. -(`530)534-0300 Fax: (530)534-5269 TRUSSES REQUIRE EXTREME CARE IN HANDLING_ --BUYER-ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN -MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT - l bo. 0S Y. f 2 ; 2., REVIEWED FOR CODE COMPLIANCE- . -MA's 0 2.2017 - TRB AND ASSOCIATES This Image was created with �'� TIMBER PRODUCTS _ s� INSPECTION - r • -`%: f 05 S.E. 124th AVE.._ VancouvBr, Wa. 98684 -- Phone: (360)449-3840 ® Fax:(360)449-3953 � � ', a i � f i i .. .. - , 1, ', a i � - ® *+ I I I ITe IM I MiTek USA, Inc. 7777 Greenback Lana Suite 109 Citrus Heights, CA, 94i¢110 Telephone 916/676-1900, _ Re: Curry 4 916/676-1909 _WesFax Curry_W es j I The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes., Pages or sheets covered by this seal: R49507056 thru R49507084 ' My license renewal date for the state of California is Lumber.design values are in accordance with ANSI/TPI 1•section 6.3 These truss designs rely on lumber values established by others. I' I I • I V�kgfHal i @'IVIS January 19,2017 I. Teodosescu, Eduard 1 I IMPORTANT NOTE: Truss Engineer's responsibility is solely for ,design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use.. Any location identification specified is for file reference only and has not been used in preparing design. ` Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/7I-1, Chapter 2: ' A i. Symbols Numbering System ® 'General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/e Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scole) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. .and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 1 „ /16 2. Truss bracing must be designed by on engineer. For 1 2 3 TOP CHORDS C1-2 c23 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS moo, 4 3. Never exceed the design loading,shown and never inadequately braced trusses. p stack materials on O �•� ; �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >° a = designer, erection supervisor, property owner and plates 0-'ne' from outside a �' u U all other interested parties. edge of truss. a0 5. Cut members to bear tightly against each other. C7-8 C6-7cs� BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MfTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to - to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint" number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable -- environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek- ® and pictures( before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 14'08 d. J n Job Truss Truss Type Qty PlyCurry_Wes a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall .t' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 849507056 CURRY WES A10 GABLE 1 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 9561 I I Job e e e ce o fo a Cmaeav .Homes, VrovlllB, l,A naama r,4Su 5 Jul 25 zu13 MIIeK mousires, Inc. woo Jan its 15:48:2/ 2UI I Page 1 ID:uPdCyAQN7oYeNETPEwMamVzvlde-NZOH3pujO_7rXFHoHyOXcCnPsvkUztnRIPlfoMzu2So F -2:00 I ,2.60 25-0-0 I 27-0-0 2 12.6-0 12-60 2-QO • I Scale: 1/4"=1' 3x4 = 10 11 12 $I -- 38 37 36 35 34 33 32 31 30 29 28 . 27 26 25 24 23 22 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 21 n/r. - 120- MT20 2201/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.04 ' 21 n/r .90 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 137 Ib r FT = 20% LUMBER' BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-d-0 oc purlins. BOT CHORD 2x4 OF No.2 - BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. , OTHERS 2x4 OF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation auide- REACTIONS All bearings 25-0-0. (lb) - Max Horz 2=79(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 31, 29, 38, 37, 36, 35, 34, 33, 32, 28, 27, 26, 25, 24, 23, 22 except 2=122(LC 8), 20=-126(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 11, 31, 29, 38, 37, 36, 35, 34, 33, 32, 28, 27, 26, 25, 24, 23, 22 except 2=267(LC 17), 20=264(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I I I I NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSI/TPI 1. I 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. I 1 I 7) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 31, 29, 38, 37, 36, 35, 34, 33, 32, 28, 27, 26, 25, 24, 23, 22 except 011=1b) 2=122, 20=126. I LOADCASE(S) Standard 'January 19,2017 (,WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/1015 BEFORE USE. �.. � - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing trusses truss of and systems, see ANSIrrPli Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 9561 I I Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ftln-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For 01 ' /16„ 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator TOP CHORDS bracing should be considered. c1-2 c2a WEBS 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. For 2 locate Of O �'� �y� 3 O 4. Provide copies of this truss design to the building designer, 4 x Orientation, U >b = erection supervisor, property owner and interested plates 0 -'Al' from outside a. v U all other parties. edge of truss. 0 0 5. Cut members to bear tightly against each other. cry �z csa BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations ore regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MiTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 0. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) .occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ — ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.- ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 [lyCurryWes_ ' R49507057 CURRY_WES A11 COMMON �. 4 1 i Vert(TL) -0.20 8-9 >999, 240 BCLL 0.0 ' ob eference 'o a [a curs —ex muusnes, mc. vveo dan io io:na:ea zuu r rage r ID:uPdCyAQN7oYeNETPEwMamVzvlde-rmZfG9uLnIFi8Ps rfXm9QKVjJ7CiGoaG22CKozu2Sn -2-0-0' 6.6-14 I 12-&0 I 18-5-2 25.0.0 I 27-0-0 i 2-0-0 6-6-14 5-11-2 5-11-2 6-6-14 i 2-40 Scale: 1/4"=1' I 5x8 = 4 .. I I I 3x4 = 5x5 = 3x4 = JAI' [$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.07 8-9 >999 - 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.20 8-9 >999, 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix) Weight: 110 Ib FT = 20% LUMBER' BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF,Std MiTek recommends that Stabilizers and required cross bracing -Installationguide. be installed during truss erection, in accordance with Sta4ilizer I I REACTIONS (Ib/size) 2=1115/0-5-8 (min. 0-1-8) 6=1115/0-5-8 (min 0-1-8) I Max Horc 2=79(1_C 6) Max Uplift 2=234(!_C 8), 6=-234(LC 8), FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1922/271, 34=1903/348, 4-5=1903/348, 5-6=1922/271 BOT CHORD 2-10=160/1693, 9-10=-60/1167, 8-9=-00/1167, 6-8=160/1693 WEBS 4-8=-134/737, 5-8=360/148, 4-10=134/737, 3-10=360/148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=234, 6=234. LOAD CASE(S) Standard Jqinpary 19,2011 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE.* Design valid valid for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ' I ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Crlterla, OSS49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CIA 95610 Symbols Numbering System ® General Safety (Votes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 I dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. _ (Drawings (Drawings not to scale( Apply plates to both sides of truss I I 1. Additional stability bracing for truss system, e.g. and fully embed teeth, diagonal or x-bracing, is always required. See BCSI. ` 1 „ /16 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS c1-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or attemotive T. I, or Eliminator bracing should be considered. WEBS �a, 4 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. O �'� ; gym O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a designer, erection supervisor, property owner and 011Aplates 0-'Ad' from outside a �'' u C=J all other interested parties. edge Of truss. a0 5. Cut members to bear tightly against each other. C7-8 2 CS6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOthMa!@ O! upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss lubricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-)311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.��� and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. �O BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Qty Ply Cuny_Wes CURRY WES AG1 (n, .1 COMMON 1 Z R49507058 1 b e e e ce o t'o al Cnaeavor nomes, VroVllle, UA WOUbb /.4JU s JUI Zb 2a1 J MI I eK Inaaslnes, mc. vvea Jan lb 1b:4b:Ze 2u1 / rage 1 ID:uPdCyAON7oYeNETPEwMamVzvlde-Jy72UVv_YCNZmZRAON39hdsl5jlgN 9kVinlsFzu2Sm 4-7-38-6-10 1280 1658 20-4-13 25-40 4-7.3 3-116 3-11-6 3-118 3-118 4-7-3 Scale = 1:41.1 I 1 4x4 = 4 4x8 = < V ' v 4x8 = 3x6 II 4.5 = 8x8 = 4x5 = 3x6 II i LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.23 TCDL 10.0 Lumber Increase 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 BCDL 10.0 Code IBC2012ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 Horz(TL) BOT CHORD 2x8 DF No.2 G n/a WEBS 2x4 DF No.2 REACTIONS (Ib/size) 1=2946/0-5-8 (min. 0-1-9),7=288710-5-8 (min. D-1-9) Max Hoa 1=66(LC 7) Max Uplift 1=571(1_C 8), 7=-680(LC 8) DEFL in (loc) I/dell. L/d PLATES GRIP Vert(LL) -0.12 10 >999 360 MT20 220/195 Vert(TL) -0.2610-11 >999 240 Horz(TL) 0.06 7 n/a n/a 1 I I Weight: 30211b FIT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6150/1227, 2-3=-5038/1081, 3-4=3748/884, 4-5=3748/884, 5-6=-4851/1137, 6-7=-5759/1344 BOT CHORD 1-12=-1103/5647.11-12=-1 103/5647, 10-11=915/4610, 9-10=-967A437,8-9=-1212/5285, 7-8=-1212/5285 WEBS 4-10-587/2589, 5-10=1355/372, 5-9-260/1075, 6-9=-942/268, 6-8-108/469, 3-10=1585/303,3-11=-194/1296,2-1 1=-1 150/206,2-12=-60/630 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless Otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=571, 7=680. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 339 lb down and 69 Ib up at 1-0-12, 339 Ib down and 69 Ib up at 3-0-12, 339 Ib down and 69 Ib up at 5-0-12, 339 Ib down and 69 Ib up at 7-0-12, 339 Ib down and 69 Ib up at 8-11-4, 269 Ib down and 951b up at 10-11-4, 269 Ib down and 95 Ib up at 12-11-4, 269 Ib down and 95 Ib up at 14-11-4,2691b down and 95 Ib up at 16-11-4, 269 Ib down and 95 Ib up at 18-11-4, 269 Ib down and 95 Ib up at 20-11-4, and 269 Ib down and 95 Ib up at 22-11-4, and 289 Ib down and 75 Ib up at 24-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.. I$ I_Innttnni 10'7(117 WARNING - Verify dwlgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7479 rev. 10/03/20/5 BEFORE USE.I I I Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overallot building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 105610 - Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1J 3/, Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 01 ' /16„ T T 1 2 3 TOP CHORDS ci-s cz3 wide truss spacing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be coruidered. W EBS3. Never exceed the design loading shown and never inadequately braced trusses. stack materials on N04 O �'> ; �y� O4. Provide copies of this truss design to the building For 4 x 2 orientation, locate Udesigner, erection supervisor, property owner and plates 0-'n6' from outside a U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. C7-8 �7 c5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software O� upon flgUlst. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ' The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed. unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.MiTek � and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORA4:” ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Milek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss TypeQty Ply Curry was CURRY WES AGI. - COMMON jj• i A i R49507058 L Job Reference (optional Endeavor Homes, Oroville, CA 95965 - 7.430 s Jul 25 2013 MITek Industries. Inc. Wed Jan 18 15: 8:29 2017 Page 2 ID:uPdCyAQN7oYeNETPEwMam Vzvl de-Jy72UVv_YCNZmZRAQN3'�hdsl5jKWRk9kVinlsFzu2Sm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforin Loads (plf) . Vert: 1-4=60,4-7=-60, 1-7=-20 Concentrated Loads (lb) Vert: 7=289 13=339 14=339 15=339 16=-339 17=339 18=-269 19=269 20=269 21=269 22=269 23=-269 24=269 ' I I T , I t , I r 11 I I . • y II I t I , T a WARNING - Verify design paromefers end READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII.7473 rev. 10/03/3075 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedly the applicability of design parameters and property Incorporate this design Into the overall I I building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus HellihIs CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 0-1/.- 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 - 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T,1, or Eliminator brocing should be considered. c1-2 cza WEBS 4 3. Never exceed the design loading shown and never pe stack materials on inadequately braced trusses. %O •� ; �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U vb a = designer, erection supervisor, property owner and plates 0-'n6' from outside o- �' u U all other interested parties. edge Of truss. a0 5. Cut members to bear tightly against each other. C2� cs-s BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPl 1. ' Plate location details available in MfTek 20/20 SOt1Waf@ Of upon �@QU@sf. ` 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated ore minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. O and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFIORAK" ANSlfTPI 1 Quality Criteria. Installing & Bracing of Metal Plate MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Connected Wood Trusses. Job Truss Truss Type Qty PlyCu ry_Wes • I/deft a •, TCLL 20.0 Plates Increase I R49507059 CURRY_WES B10 GABLE 1 1 I TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) ob eee ce o t'o a cnueavm mm�ea, vrovnrc, i.n nonoo / ju s JURD zu1J Mirex meusines, ma. wee Jan 10 1o:ao:R zul r rage 1 ID:uPdCyAON7oYeN ETPEwMamVzvl de-jXpA6XysrX18dO914VciJGUGbwSee79ABg00TZzu2Sj r22" 21-2-14 2 + 53-0.0 I I I �SO.Oi 2.0.0 31-9- 21-2-14 10-4 21-2.14 Scale: 118"=1' d1 d 5x5 = s nn 5x6 = 4x5 = 83 82 81 80 79 78 77 76 75 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 50 51 49 48 47 46 45 74 52 3x6 = 5x5 = 3x6 = 1 45 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ' Ud TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 44 n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.04 44 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 43 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 ' WEBS 2x4 DF No.2, BOT CHORD OTHERS 2x4 DF Std'Except* WEBS 21-65,23-63,17-69,18-68,19-67,20-66,24-62,25-61,27-60,28-59: 2x4 DF No.2 REACTIONS All bearings 53-0-0. (lb) - Max Horz 2=177(!_C 6) Max Uplift All uplift 100 Ib or less at joint(s) 65, 63, 83, 82, 81, 80, 79, 78, 77, 76, 75, 73, 72, 71, 70, 69, 67, 66, 62, 61, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49, 48, 47, 46, 45, 64 except 2=105(LC 8), 43=108(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 65, 63, 83, 82, 81, 80, 79, 78, 77, 76, 75, 73, 72, 71, 70, 69, 68, 67, 66, 62, 61, 60, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49, 48, 47, 46, 45, 64 except 2=270(LC 1), 43=266(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES '9RIP MT20 20/195 Weight: 428 lb 1IF+=20% 41d Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 18-26. Rigid ceiling directly applied or 10-0-0 oc bracing. I� 1 Row at midpt 21-65, 23-63, 17-69, 18-68, 19-67, 20-66, 24-62, 25-61, 27-60, 28-59, 22-64 MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 65, 63, 83, 82, 81, 80, 79, 78, 77, 76, 75, 73, 72, 71, 70, 69, 67, 66, 62, 61, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49, 48, 47, 46, 45, 64 except (jt=1b) 2=105, 43=108. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7479 rev. 10/031201 S BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPN quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. suite 109 Citrus Heights, A 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 „ 0' /16 2. Trus bracing must be designed by an engineer. For 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or altemotive T, I, or Eliminator bracing should be considered. c1-2 c'sa WEBS 4 3. Never exceed the design loading shown and never pe stack materials on inadequately braced trusses. O 0 O 4. Provide copies of this truss design to the building designer, For 4 x 2 orientation, locate U >b N erection supervisor, property owner and interested plates 0 -'Aa' from outside a- �' u U all other parties. edge Of truss. 5. Cut members to bear tightly against each other. C7 -a C6-7 C15-66 00 BOTTOM CHORDS 6. Place plates on each face of truss of each This Symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint �ocations required direction of slots in are regulated by ANSI/TPI L connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI I. ' Plate location details available in MITek 20/20 SO}IWare Of upon request. B. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. � 10. Camber is a nonstructural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, 1 or Eliminator bracing NER-487, NER-561 spacing indicated on design. if Indicated. 95110,84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. ' Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - - — = environmental, health or performance risks. Consult with project engineer before use. Industry Standards' — - ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER To PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Oty Plycu Curry Wes R49507060 CURRY_WES B11 COMMON - - 5 1 ob a ere ce o 'o a cnaenvvr nom urvvme, i,n naaoo anau s am ca tura mn ex mausmes, mc. uvea an m ra:no:aa m r r rage , ID:uPdCyAON7oYeNETPEwMamVzvlde-gwxxXDz6N8?stKJ8BweAOhaX0k?16uLTe VWYSzu2Sh r2-0-0, 7.6.3 I 14-48 21-2-14 261'x0 I._ 31-9-2 36-9-4 41r 11-9 47x. 1_14 5F 30.0 50.0 2-40 7.6-3 6-10-0 6-10.6 132 • 532 S42 52-5 52.5 5142 I 2.40 - II . I I Scale: 1/8"=1' 5x5 = r 3x8 = 5x5 = 5.00 12 ��1 12r� 4x5 = 20' 19 23 „ 18 24 17 25 16 26 15 14 13 4x5 = 2x4 I I .5x5 = 3x8 = 5x5 = 5x8'= 3x5 = 5x5 = 2x4 i 783 I 14-4-8 21-2-14 26-Cr0 31.9.2 I 38.9-4 _ 41-11-9 47-1-14 I 53A-0 i 783 6-10.6 6.10.6' 532 S32 50.2 52.5 S2-5 510.2 Plate offsets MY): 13:0-3-0,0-3-41 x9:0-2-8.0-3-01. 114:0-2-8.0-3-01. x17:0-2-8,0.301. [19:0-2-8.0-3-41 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 18-19 >999, 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 18-19 >999 - ' 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 15 fila n/a I BCDL 10.0 Code* IBC2012/TPI2007 (Matrix) Weight: 295 Ib FT = 20% LUMBER BRACING II 1 TOP CHORD r2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3X0-13 oc purlins, except BOT CHORD 2x4 DF N6.2 2-0-0 oc pudlns (5-9-9 max.): 5-7. WEBS 2x4 DF Std''Except �' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I 4-18;5-18,6-18,6-17,6-16,7-16,8-16: 2x4 DF No.2 WEBS 1 Row at midpt 4-18, 6-16, 7-16, 8-15 1 [MiTek recommends that Stabilizers and required cross bracing be installedduring truss erection, in accordance with Stablllzer nstallation Ada. REACTIONS (Ib/size) 2=1396/0-5-8 (min. 0-1-8), 15=2757/0-5-8 (min. 0-2-15), 11=319/0.38 (min. 0-1-8) Max Horz 2=177(LC 6) Max Uplift2=-286(LC 8), 15=-408(LC 8), 11=124(1-C 8) I I I Max Grav 2=1415(LC 17), 15=2757(LC 1), 11=433(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2627/399, 3-4=1944/354, 4-5=1216/290, 5-6=1070/298, 8-9=80/1209, 9-10=37/760, 10-11=-291/437 II BOT CHORD 2-20=271/2437, 19-20=273/2432, 18-19=146/1835, 17-18=0/770, 16-17=0/770, 15-16=-1062/271,14-15=-657/166,13-14=378/206, 11-13=378/206 WEBS 320=0/300, 319=689/141, 4-19=2/504, 4-18=912/190, 6-18=110/752, 6-17=0/270, 6-16=1300/180, 7-16=297/58, 8-16=-212/1853, 8-15=-2196/354, 9-15=655/141, 9-14=3/387, 10-14=-574/105 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp•C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=286, 15=408,11=124. 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard ' January 19,2017 �. 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 101031201S BEFORE USE. W �+ Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingVC I I I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 85610 I; Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/+ Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0-1/,- /16 2. Truss bracing must be designed by on engineer. For 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. c1-2 cza WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. pe stack materials on O 4;� �y1 0 4. Provide copies of this truss design to the building designer, For 4 x 2 orientation, locate U sb = erection supervisor, property owner and interested plates 0-'n6' from outside a �' v Uall other parties. edge Of truss. a0 5. Cut members to bear tightly against each other. c� a C464csa BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOtiWaf2 Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFCRK" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 14'08 Job Truss Truss Type + +; )"1 Qty Ply Curry I CURRY WES 812 COMMON 7 1 849507061 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 17-18 >999 240 Job Reference (optional ID: uPdCyAQN7oYeNETP EwMamVzv1de-gwxxXDz6N87slKJ8B.e ;0 .Xbk716uKTe VWYSzu2Sh 14-4-8 21-2-14 26-Cr0 1 31-9-2 36.9.4 I 41-11-9 + 47 53-0.0 2-0.0 7�r3 6.10.6 ' 6.10.6 5.32 .532 5.0-2 5.2.5 52-5 I 5.10.2 1 Scale: 1/8"=11' 5x5 = ' 3x8 = 5x5 = 5.00 F12 , 4x5 = 19 18, " 17 " 16 15 <' 14 13 12 45 = 2x4 I I 5x5 = 3x8 = 5x5 = 5x8 = 3x5 = 5x5 = 2x4 II 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 17-18 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 292 Ib FT = 20% LUMBER BRACING 1. TOP CHORD 2x4 DF No.2. TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except BOT CHORD 2z4 DF No.2 2-0-0 oc purlins (59-10 max.): 5-7. WEBS 2x4 OF Std 'Except BOT CHORD Rigid ceiling directly applied or 511-13 oc bracing. �' .4-17,517,6-17,6-16,6-15,7-15,8-15: 2x4 DF No.2 WEBS 1 Row at midpt 4-17, 6-15, 7-15,8-14 MiTek recommends that Stabilizers and, required cross bracing ' • be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1394/0-58 (min. 0-1-8), 14=2774/0-58 (min. 0-2-15), 11=176/0-3-8 (min. 0-1-8) Max Horz 2=175(LC 7) Max Uplift2=280(LC 8), 14=431(LC 8), 11=68(LC 17) Max Grav 2=1414(LC 17), 14=2774(LC 1), 11=289(LC 18) 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -.I TOP CHORD 2-3=-2625/386, 34=1942/340, 4-5=1214/276,5-6=-1068/285,8-9=112/1225. 9-10=-61/758, 10-11=-325/425 BOT CHORD 2-19=-294/2426, 18-19=296/2421, 17-18=168/1824, 16-17=0/759, 15-16=0/759, I 1 14-15=1076/264, 113-14=-660/1155,12-13=366/243, 11-12=366/243 WEBS 3-19=0/300, 3-18=690/141, 4-18=2/504, 4-17=912/190, 6-17=117/755, 6-16=0/270, ' 6-15=1301/187, 7-15=301/66, 8-15=-228/1855, 8-14=2205/372, 9-14=665/148, 9-113=13/392,10-13=-622/140 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. ll; Exp.C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fn between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) 2=280,14=431. 7) Graphical p6din representation does not depict the size or the orientation of the puffin along the top and/w bottom chord. LOAD CASE(S) Standard . January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11.7473 rev. 10/03/3015 BEFORE USE. Design valid for use only with Mrreke connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall • I •, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-99 and SCSI Building Component 7777 Greenback Lang I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1091 Citrus Heights, CA 815610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 0'/1611 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T,1, or Eliminator should be considered. Tbracing T T ci-s csa 4 WEBS �a, 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. U: TQ �`!� ; �y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sp = designer, erection supervisor, property owner and plates 0 -'Ag' from outside �'u U 0- all other interested parties. edge Of truss. a 5. Cut members to bear tightly against each other. c7-8 C6.7 CS -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOttWar2 Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or ager truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design )front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® sufficient. is not sucient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Curry_wa TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 17-18 >999 360 849507062 CURRY WES B20 COMMON 1 1 - BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a ob e e ence o do al - - 4D 4. w mi i art mausure.. mc. uvea van io r�:noso bur w -ger ID:uPdCyAON7oYeN ETPEwMamVzvl de-86UJkZ_kBS7jU UuKIdAPxu6i88LGrLecteE44uzu2Sg X2-0-0 t. 7--3 14-4-8 21-2-14 I 31-9-236-9-4 I 41-11-9 I 47-1-14 530-0 i 2-0.0 753 8.10$ 6.1 26500.6 5.32 532 5-0.2 5-2-5 52-5 510.2 5x5 = 3x8 = 5x5 = 5.00 12 Scale: 1/8"=1' 19 18 " 17 " 16 15 " 14 13 12 2x4 I I 5x5 = 3x8 = 5x5 = 5x8 = 3x5 = 5x5 = 2x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES I GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 17-18 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 17-18 >999 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 292 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-9-10 max.): 5-7. WEBS 2x4 DF Std 'Except- BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 4-17,5-17,6-17,6-16,6-15,7-15,8-15:2x4 DF No.2 WEBS 1 Row at midpt 4-17,6-15, 7-15, 8-14 MiTek recommends that Stabilizers and required crots bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1394/0-5-8 (min. 0-1-8), 14=2774/0-5-8 (min. 0-2-15), 11=176/0-3-8 (min. 0-1-8) Max Horz 2=175(LC 7) Max Uplift2=280(LC 8), 14=431 (LC 8), 11 =68(1_C 17) Max Grav 2=1414(LC 17), 14=2774(LC 1), 11=289(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-2625/386, 34=1942/340, 4-5=1214/276, 5-6=-1068/285, 8-9=112/1225, 9-10=-61/758, 10-11=-325/425 BOTCHORD 2-19=-294/2426, 18-19=296/2421, 17-18=168/1824, 16-17=0/759, 15-16=0/759, 14-15=-1076/264,13-14=-660/155,12-13=366/243, 11-12=366/243 WEBS 3-19=0/300, 3-18=690/141, 4-18=2/504, 4-17=912/190, 6-17=-117/755, 6-16=0/270, 6-15=-1301/187, 7-15=301/66, 8-15=-228/1855, 8-14=2205/372, 9-14=665/148, 9-13=13/392. 10-13=-622/140 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except Qt=lb) 2=280,14=431. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Jlonuary 19,2017 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -� Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute, 219 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 2. Trussbracing must n designed neer. For tru dividal lateraan el braces themselves 2 3 dessacing TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. cr-s ca3 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•� ;3 ;XZSao 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sly property interested plates 0-'A6' from outside CIL all other parties. edge of truss. O p 5. Cut members to bear tightly against each other. c» �� cs 6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MiTek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall nofexceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and ls the Width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings or[:6 (supports) occur. Icons vary but 0 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review au portions of this design (front. back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sucient. sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 QuafityCdtedo. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 -0 Job Truss Truss Type Qty Ply .: a. I R49507063 FJobReference CURRY_WES B1020CAP GABLE 2 1 i (optional) 1.43U s Jul za zU13 MIIeK industries, Inc. wea Jan W lb:45:33 tat 7 Page 1 ID:uPdCyAON7oYeN ETPEwMamVzvl de-BjNYJtyUcgt?FAkydC7xsT1 t)dKoPNbHKOKiz?Ozu2Si 7-3-2 14$4 5-32 7-3.2 Scale= 1:17.6 3x4 = 5 13 12 11 10 1' I 2x4 = .2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a •999 MT20 2120/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999• BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 33 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Statjilizer s II REACTIONS ;'r All bearings 10-6-4. I (lb) - Max Hoiz 1=27(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 1, 9, 2, 8, 12, 13, 10 Max Grav All reactions 250 Ib or less at joint(s) 1, 9; 2, 8, 12, 11, 13, 10 I I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=4511; L=24ft; eave=211; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --133 plate I grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. I 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) 01 truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 2, 8, 12, 13, 10. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Id Jan�ary 19,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.. 10/0=015 BEFORE USE. A— esign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Brodng Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing t Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, OSS -89 and BCSI Building Component 7777 GreenbaO Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, GIA 95610 2-1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteen F15. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 1 0' /16." 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T cr-s Cna WEBS tae 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O !� ; �y� 3 W Oz 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b y property interested plates 0 -'Ag' from outside a U all other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. CS -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SatiWar@ Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THELEFT. 9. Unless expressly noted, this. design is not appricoble for use with Tire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, s¢e, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or ager truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design ( back, words and pictures) before use. Reviewinngn pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. MiTek" SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER TO PERFORM." ANSI/TPI 1 Quarity Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mil -7473 rev. 10-'08 Job Truss Truss Type ' Qty Ply 7 DEFL in (loc) Udefl L/d PLATES G IPI . TCLL 20.0 Plates Increase 1.25 ' Vert(LL) -0.01 2-6 >999 360 MT20 220195 R49507064 Fnce Lumber increase 1.25 CURRY_WES BCAP PIGGYBACK 12 1 WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) o do al LUMBER BRACING _..-__._...-..._-. .,,....,..•,.. 7.— a 3u, 25 2v 131~111 cn nluuaulca, MC. VVed 3a11 16 15.46:36 2017 Paye i ID:uPdCyAQN7oYeNETPEwMamVzvlde<12hyu7NvIFZ6eTWJLheT6fxrYp3ay4m61 dcLzu2Sf -2-0-0 .1 5-3-2 10-6.4 12-6-4 ' 2-0-0 5-3-2 5-3.2 I ' 2-0-0 Scale= 1:18.2 4x4 = - . _ 3 2x4 = 1.5x4 11 2x4 = 110.6.4 ' 1-1-3 4-1-15 - 1 4.1-13 1-1-5 LOADING(psf) SPACING 2-0.0 CSI 7 DEFL in (loc) Udefl L/d PLATES G IPI . TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 2-6 >999 360 MT20 220195 TCDL 10.0 Lumber increase 1.25 BC 0.13 Vert(TL) -0.011 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 29 Ib FT = 20% LUMBER BRACING i I TOP CHORD .2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2,' ,, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS - 2x4 OF Std Tek recommends that Stabilizers and required gross bracing Fbeininstalled during truss erection, in accordance with Stabilizer stallation quide. REACTIONS' (Ib/srize) i 2=220/0-5-8 (min. 0-1-8), 4=220/0-5-8 (min. 0-4), 6=302/0-5-8 (min. 0-1-8) 1 _ - Max Harz 2=27(LC 6) Max Uplift2=77(LC 8), 4=77(LC 8), 6=-13(LC 8) , FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. " 1 NOTES 1) Unbalanced roof live loads have been considered for this design. +, 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=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=1:33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 2, 4, 6. I 6) See Standard Industry Piggyback.Truss Connection Detail for Connection to base truss as applicable, or consuft qualified building designer. LOAD CASE(S) Standard I . January 19,201' WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev. f 0/0312015 BEFORE USE. Design valid for use only with MITekS connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 77717 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, _ S.11. 109 Citrus lel Ms CA 95610 1r f " I . January 19,201' WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev. f 0/0312015 BEFORE USE. Design valid for use only with MITekS connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 77717 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, _ S.11. 109 Citrus lel Ms CA 95610 1r I . January 19,201' WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev. f 0/0312015 BEFORE USE. Design valid for use only with MITekS connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 77717 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, _ S.11. 109 Citrus lel Ms CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/1 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides of 1R1SS I. Additional stability bracing for truss.system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. I n 0 - /16 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T cl-2 c2J WEBS �a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately traced trusses. O �'� ; �r� ; 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate O eb properly interested plates ()-'Ag' from Outside n- �'u U all other parties. edge Of irUSS. 0 5. Cut members to bear tightly against each other. ' r— cr-8 car cs-c O r— BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the" 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location defolls available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 197at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are_minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and ` in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings I5. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint � � ® number where bearings occur. '. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ( back, words and pictures) before use. Reviewinngn pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate _ Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev, 10208 Job ���ucavu, .,mnca, vmvwe, �.n aaaoo Truss Truss Type Qty Ply Cuny_wes Plates Increase 1.25 TC 0.38 TCDL 10.0 Lumber Increase 1.25 R49507065 CURRY WES C70 COMMON 1 1 I I Code IBC2012/TPI2007 (Matrix) LUMBER Job e e ante o do a l '.-us dui 4a cu 1J mnex mausures, mc. vvea dan 1a ,:w .-1 r rage 1 ID:uPclCyAQN7oYeNETP EwMamVzv1de-YhARMaOdRNVHLxdvQmj6ZXkFOLOf2g43ZcTkhOzu2Sd 16.4-0 -1-0-01-8-0 41-0 7-0-0a-0-0 11-0-0 136-m5-" 1-0 1 1-0 1-0 Wf11-0 36.14 53.2 5-3-2 5-0-2 5-2-5 S25 S 1-0-011-0 11-0 11-00-9-13 14-0 1d-00-7.8 1.4-0 Scale= 1: 109.4 I 5x5 = 5x8 i 5.00 fl2 30 3;6 3x8 = 56 = 45 =' 52 5150 49 48 " 47 'a 46 45 a° 44 43 42 4x5 = 3x5 = . 5x8 -_ 3x5 = 5x8 = 5x8 = 3x5 = 5x5 = I 6x10 = 3x5 = i 3x5 = -0-0 x]-9-2 80-9-0 4t -11A 47-1-14 53-0-0 I2" 11-0' ' 763 ' 6-106 � S106� S3� 53.2 � Sb2 S25 S2S 510-2 1-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.38 TCDL 10.0 Lumber Increase 1.25 BC 0.57 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No.2 ' BOT CHORD 2x4 OF No.2 WEBS 2x4 OF Std 'Except* 27-47,34-47,35-47,35-46,3545,36-45,37-45: 2x4 DF No.2 DEFL in (loc) I/defl Ud Vert(LL) -0.1148-49 >999 360 Vert(TL) -0.3048-49 >999 240 Horz(TL) 0.08 44 n/a n/a BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS All bearings 0-58 except (jt=length) 40=0-3-8. (ib) - Max Hoa 2=177(1_C 6) Max Uplift All uplift 100 Ib or less at joint(s) except 44=-395(LC 8), 50=252(LC 8), . 40=-133(LC 8), 2=100(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 44=2717(LC 1), 50=1259(LC 17), 40=446(LC 18), 2=542(LC 17) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-50=1943/399, 6-9=-1988/402, 9-10=1945/391, 110-12=11937/385,112-15=1927/382, 15-16=11861/349.16-18=-1226/244, 18-19=1175/222, 19-21=-1168/218, 21-23=1151/211, 23-25=-1140/206, 2527=1105/189, 27-29=-631/133, 29-31=-614/118, 31-33=641/127, 33-34=625/119, 30-32=635/199, 32-34=-640/198, 34-35=1181/305, 36-37=261/157, 37-38=57/1071, 38-39=14/612, 39-40=323/299, 2-3=648/0, 3-4=-613/0, 4-5=-559/0, 57=-777/36, 7-8=699/37, 8-11=-711/53, 11-13=689/64, 13-14=671/71, 14-17=710/108, 17-20=732/134, 20-22=406/142, 22-24=-693/154, 24-26=-676/163, 26-28=683/185, 28-30=677/204 BOT CHORD 2-52=0/613, 51-52=0/613, 50-51=0/613, 49-50=265/2498, 48-49=-267/2492, 47-48=97/1759, 46-47=0/874, 45-46=0/874, 44-45=934/249, 43-44=527/145, 42-43=251/236, 40-42=251/236 WEBS 16-49=0/346,16-48=-836/186, 27-48=14/512, 27-47=-680/112,35-47=-99[758, 35-46=0/272, 3545=-1307/181, 37-45=199/1791, 37-44=-2158/342, 38-44=-654/141, 38-43=-3/387, 39-43=-570/105, 550=-461/146 PLATES GRIP I MT20 22011195 Weight: 387 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-6-6 max.): 34-50, 30-36. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 27-47, 34-47, 3545, 36-45, 37-44 1 Brace at Jt(s): 16, 27, 9, 12, 19, 23, 31 MiTek recommends that Stabilizers and required c ss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 764 'kr- 041a anuary 19.2017 Ali Wed_pgp_. e 2 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t l Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lade Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scales Apply plates to both Sides Of irU55 I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. I . %16 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOPCHORDS may require bracing, or alternative T. i, or Eliminator bracing should be considered. T C1-2 caa WEBS 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �y� ; 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb h property interested plates 0 -'Ag' from outside o- �' u CJ all other parties. edge of truss. 0 p 5. Cut members to bear tightly against each other. cry co -z cs, 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with M1 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review oil portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, PCVWER rc PERFORM." ANSI/TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 f i Job Truss Truss Type Qty Ply Curry a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall 1 }, �'+�r'1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the R49507065 i 849507065 CURRV_WES C70 COMMON `�'� 1 1 I Job a ere ce o do a Endeavor Homes, Orovllle, CA 95965 - 7.430 s Jul 25 2013 MITek Industries, Inc. Wed Jan 18 5:48:38 2017 Page 2 ID:uPdCyAQN7oYeNETPEwMamVzvlde-YhARMaOdRNVHLxdvQmj6ZXkFOLOf2g43ZcTkhDzu2Sd. NOTES 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 Ib uplift at joint 44, 252 Ib uplift at joint 50, 133 Ib uplift at joint 40 and 100 Ib uplift at joint 2. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard r I . I I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. II I . � Design valid for use only with MRek®conneelors. This design Is based only upon parameters shown and Is for an individual building component, not - —will a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenbqck La e Safety Informallon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 _ Citrus Hel hts CA 95610 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Tens bracing must be designed by an engineer. For 0 -,/, 16" 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. cr-z c`2-3 WEBS �a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•> ;y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb y = designer, erection supervisor, property owner and plates 0 -'Ag' from outside � U all other interested parties. edge of truss. 0 h 5. Cut members to bear tightly against each other. cra C&7 cse O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the •8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software Of Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice B to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated ore minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vory but © 2006 MTek® All Rights Reserved 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consufi with project engineer before use. Industry Standards: - ANSI/TPI1: National Design Specification for Metal 19. Review all portions of anis design (front, pi back, words and pictures) before use. Reviev\nng pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSf/TPf I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 4 , 14 Job Truss Truss TypeDty TCLL Ply Curry_Wes 1.25 TCDL yy r y'`' Lumber Increase 1.25 R49507066 CURRY WES C11 SPECIAL 8 1 Code IBC2012/TPI2007 240 MT18H 22b/195 WB 0.85 Horz(TL) Job efe e ce o t'o al cnaeavor Homes, vrovaie, �r nonw r.43u s dui zo zuts mi i eK mausmes, mc. wea dan m to:aa:au zut r rage t ID:uPdCyAON7oYeNETPEwMamVzvt de-U31CnG2ty_I9bFnIYAlaeygYx94DWZBLI wyrl6zu2Sb r 52-12 .I 10dr13 , 1510.13 1 21-2-14 I 28.9-4 { 36-9-2 41--8 46-9-12 52 15 58-0-0 2-0.0 52-12 54-1 5.4-1 54-1 7.6.6 7-11-14 4-9-6 53-4 534 511-1 I' Scale = 1:107.4 5.00 12 5x5 = 3x8 - 8x10 M18SHS = 4X5 = 23 22 21 z 3x8 'xa 16 15 14 1 4x5 = 2x4 II 4x5 = 500 = 300 Fi2 6xtOMT18H = 5x5 = 2x4 II •I II I_ I I 52-12 I 10$13 16. 0.0 i 21-2-14 I 28-9-4 I - -2 41-fi-8 41 -4 4'9- I 52415 5&0-0 52-12 5-4-1 SS3 52.14 7.8-6 7-11-14 4-38 0.2-12 50.8 53-4 511-1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Std *Except* 7-19.7-17: 2x4 DF No.2 CSI DEFL in floc) I/dell Ud PLATES GRIP TC 0.57 Vert(LL) -0.0918-19 >999 ' 360 MT20 120/$95 BC 0.50 Vert(TL) -0.2718-19 >999 240 MT18H 22b/195 WB 0.85 Horz(TL) 0.11 16 n/a n/a M18SHS 220/195 (Matrix) Weight: 312 Ib FT = 20% BRACING TOP CHORD BOTCHORD WEBS REACTIONS All bearings 0-3-8 except (jt=length) 16=0-5-8, 23=0-5-8. (lb) - Max Horz 2=-183(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=106(1-12 8), 16=393(1-C 8), 23=-244(LC 8), 12=-136(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2 except 16=2774(LC 1), 23=1743(LC 17), 12=356(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' TOP CHORD 2-3=-46/668, 3-4=1164/253, 4-5=-1353/313, 5-6=-1385/319, 6-7=-1229/321, 9-10=53/1294, 10-11=9/798, 11-12=-98/505 BOT CHORD 2-23=526/104, 22-23=-526/104, 21-22=-95/1025, 20-2183/1194, 19-20=-90/1244, 18-19=0/1329, i7-18=0/1330.16-17=-1233/268,15-16=722/142,14-15=-440/75. 12-14=440/75 WEBS 3-23=1622/296, 3-22=-213/1668, 4-22=534/125, 5-21=342/54, 7-18=0/794, 7-17=1783/194,8-17=440/93, 9-17=-151/1645, 9-116=1922/270.10-16=676/143, 10-15=2/401, 11-15=-582/107 1' Structural wood sheathing directly applied or 5-0-2 oc purlins, except 2-0-0 oc purlins (5-1-6 max.): 6-8. Rigid ceiling directly applied or 5-6-13 oc bracing. 1 Row at midpt 7-19,7-17,'0-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I NOTES I I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=58ft; eave=7ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. I l 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 393 Ib uplift at joint 16 244 Ib uplift at joint 23 and 136 Ib uplift at joint 12. l/`�VN1J 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 WARNING - Verily design pammetem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of treses end truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/< Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in --sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both Sides of 1fU5S 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. n 2. Truss bracing'must be designed by an engineer. For /16 1 2 3 wide tens spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T. 1, or Eliminator T bracing should be considered. I 1 ci-2 cza WEBS 4 3. Never exceed the design loading shown and never Cz, stack materials on inadequately braced trusses. O �'> ; �y� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b = property interested 011 plates 0-'n S' from Outside a �' u CJ all other parties. edge of truss. a0 5. Cut members to bear tightly against each other. c7-8 cd7 cs-6 ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detolls available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shop not exceed 19% of time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Comber is o nonstructural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Tap chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Riqhts Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions or this design back, words and pictures) before use. Reviewinginn pictures alone Plate Connected Wood Truss Construction. � isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10•'08 Job Truss Truss Type Oty Ply Curry -Wes I I 4x5.= 22 21 20 25 19 26 18 27 17 28 16 15 14 It 14x5 = ' 2x4 II 4x5 = - 5x5 = 3x8 = 5x6 = 5x8 = 3x5 = 5x5 = 2x41 II I I �S� 2-12I 10813 1510.13 21-2-.4-114 I 29.OA I 38-9-2 1 849507067 CURRY_WES C12 COMMON 3 1 SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GAIP TCLL 20.0 ob Refe ence o t'o al cnoeavor Homes, �rovme, �h saaoa a zu s dui zo zu- mu es mousmes, mc. weo aan �o 1":n zur r rage 1 ID:uPdCyAON7oYeN ETPEwMam Vzvl de-yGsa7c3VjltsCPLU5uGpA9MiZZPP F2jVFahOHYzu2Sa f2T 12 _ 1 10$13 I 1510.13 I 21-2-14 29-0.0 .I 36.9.2 41-9-4 48.11.9 52-1-14 58.01 p 61 0.0.01 2-0.0 52-12 541.54-1 7-9-2 7-9-2 582 52-5 52-5 510 2.0.0 Scale = 1:105.5 ' r _ , 5.00 12 5x6 3x8 = 5x5 = 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l lomph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=58ft; eave=7ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 250 Ib uplift at joint 22 Q� 378 Ib uplift at joint 16 and 144 Ib uplift at joint 12. �� . OWN 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard_ I January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndlNduai truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ffil R. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 quality Criteria, DSB-89 and BCSI Building Component 77717 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 l�1 1311 I 4x5.= 22 21 20 25 19 26 18 27 17 28 16 15 14 It 14x5 = ' 2x4 II 4x5 = - 5x5 = 3x8 = 5x6 = 5x8 = 3x5 = 5x5 = 2x41 II I I �S� 2-12I 10813 1510.13 21-2-.4-114 I 29.OA I 38-9-2 4� 1.9.4 4fi-11.9 { 52-1-14 I 5 52-12 541 S41 5 7-9.2 7-9-2 50.252-5 510.2 Plate Offsets (X.Y): 14:0-2-8,0-3-0t. 16:0.3-0.0-2-41. [10:0-2-a 0-3-01. [15:0-2-a 0-3-01 [17:0-2-120-3-ot 118:0-30 0-3-41 [20:0-2-8.0-3-0t LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GAIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.10 18-19 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.26 18-19 >999 240 8CLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.04 16 n/a n/a BCDL 10.0 Code I13C2012f rPI2007 (Matrix) Weight: 323 Ib FT = 20% LUMBER BRACING TOP CHORD .2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-1-5 max.): 6-8. WEBS 2x4 DF Std 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-19,6-19,7-19,7-18,7-17,8-17,9-17: 2x4 DF No.2 WEBS 1 Row at midpt 5-19, 7-17, 8-17, 9-16 MiTek recommends that Stabilizers and requir d cross bracing be installed during truss erection, in accordance with Stabilizer - ` Installation guide. REACTIONS All bearings 0-3-8 except (jt=length) 22=0-5-8, 16=0.5-8. , (lb) - Max Horz 2=183(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=106(1-C 8), 22=250(LC 8), 16=-378(LC 8), 12=144(1-C 8) Max Grav All reactions 250 Ib or less at joint(s) 2 except 22=1840(LC 13), 16=2555(LC 14), 12=507(LC 18) i FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-46/618, 3.4=1341/262, 4-5=-1585/325, 5-6=-1427/328, 6-7=-1286/329, 7-8=-337/184, 8-9=373/172, 9-10=-28/828, 10-11=0/371, 11-12=473/71 I BOT CHORD 2-22=-449/104, 21-22=-449/104, 20-21=-103/1287, 19-20=-92/1513, 18-19=5/1198, II I 17-18=5/1198, 16-17=-721/223, 15-16=311/119, 14-15=43/374, 12-14=-43/374 1 WEBS 3-22=-1714/301, 3-21=221/1801, 4-21=598/130, 4-20=0/298, 7-19=42/289, 7-18=0/436, 7-17=-1292/179, 8-17=295/72, 9-17=187/1665, 9-16=1969/319, 10-16=662/142, 10-15=1/390,11-15=560/104 1 I NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l lomph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=58ft; eave=7ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2, 250 Ib uplift at joint 22 Q� 378 Ib uplift at joint 16 and 144 Ib uplift at joint 12. �� . OWN 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard_ I January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndlNduai truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ffil R. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 quality Criteria, DSB-89 and BCSI Building Component 77717 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both Sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is ahvays required. See BCSI. T n 2. Truss bracing must be designed by an engineer. For 0 - /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. T cr-s cza WEBS 4 3. Never exceed the design loading•shown and never stack materials on inadequately braced trusses. O r{r� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb y = property interested plates 0-14e from outside 0- s' u U all other parties. edge of truss. 0 Cut members to bear tightly against each other. cry C6.7 CS -65. 0 BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in • locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MiTek 20/20 software Or upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-3,1, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with _ project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design front, bock, words and picturesbefore use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty PlyCurry_Wes FT = 20% R49507068 CURRY_WES C13 COMMON 3 1 I ob efe a ce o t'o a I I 10:uPdCyAQN7oYeNETPEwMamVzvl de-RSQyCy37UbOjgZwgfbo2jNvtlylg_UceUERxq_zu2SZ S7.5 I 10.11-1 16-2-14 j 240.0 I 31-9-2 I 38.9.4 41-11-9 47-1.14 } 53 -D -O BSD -0 S7.5 53-13 5313 7-9-2 7.9.2 50.2 52.5 52-5 510. 2;0.0 j Scale: 1/8"=1' = 5.00 12 5x6 3x8 = 5x5 = 20 19 18 "' 17 16 `'' 15 14 13 12 4x5 = 3x4 II 3x5 = 5x5 = 3x8 = 5x6 = 5x8 = 3x5 = 5x5 = 2x4 II i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 16-17 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.27 16-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 OF No.2. WEBS 2x4 DF Std 'Except' BOT CHORD 3-17,417,5-17,5-16,5-15,6-15,7-15,1-20: 2x4 DF No.2 WEBS REACTIONS (Ib/size) 20=1326/Mechanical, 14=2555/0-5-8 (min. 0-2-12), 10=46410-3-8 (min. 0-1-8) Max Hoa 20=-212(LC 6) Max Uplift 20=-213(LC 8), 14=381 (LC 8), 10=144(LC 8) Max Grav 20=1354(LC 13), 14=2583(LC 14), 10=503(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11627/285,2-3=11749/338, 3-4=1520/335, 4-5=1372/336,5-6=365/188, 6-7=406/177,7-8=29/841, 8-9=0/386, 9-10=-464/85,1-20=-1291/232 BOT CHORD 18-19=125/1572, 17-18=-104/1662, 16-17=10/1247, 15.16=10/1247, 14-15=728/224, 13-14=-324/119, 12-13=55/365, 10-12=55/365 WEBS 2-19=-434/120, 3-17=-3451102, 4-17=01257, 5-17=-46/338, 5-16=0/433, 5-15=-1334/182, 6-1 5=28417 0, 7-15=-192/1714,7-14=-2001/324, 8-14=662/142.8-13=-1/389, 9-13=-560/103, 1-19=-189/1431 PLATES GRIP MT20 1 2201194 Weight: 306 Ib FT = 20% Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-7 max.): 4 - Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-17, 5-15, 6-15, 7-14 MiTek recommends that Stabilizers and required Bros§ bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 Ib uplift at joint 20, 381 Ib uplift at joint 14 and 144 Ib uplift at joint 10. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 WARNING • VeAry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/201 S BEFORE USE. Design valid for use onty with MITek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t 1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback We Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 n - /16 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves I 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. 1, or Eliminator bracing should be considered. T ci-2 c7a 4 WEBS ca, 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O -P •� ; �r� ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U ep = designer, erection supervisor, property owner and plates 0 -'Ad' from outside a �' u U all other interested parties. edge of truss. 0o_ 5. Cut members to bear tightly against each other. C7.8 C6-7 C5-16 O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 �oint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate, type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 fl. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design ( back. words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, .20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MI1-7473 rev. 10-'08 Job Truss Truss TypeQty TCLL 20.0 Ply WesCURRY_WES TCDL 10.0 C14 COMMON d +y( 3 1 R49507069 Iob, BCDL 10.0 .Code IBC2012/TPI2007 (Matrix) LUMBER Rafe e ce o t'o al -••--• • •- �• �• �^ r.wu s dm - m I - i ea mausnes, mc. we dan m ro:au:as zut r rage 1 ID:uPdCyAQN7oYeNETPEwMamVzvl de-vezKQ 14mFvBaSjVtDJJ HGaR22M5vjxsojuAVMRzu2SY Si S5 ` I 10-11-1 I 18-2-14j 4:0-0 I -2 I 4 I41-2115-9 47-1-14 55310--0 .39.7.5 5313 13 92 72 502 52-5 2 • Scale: 5x6 = 5.00 12 3x8 = 5x5 = 19 18 17 Z2 16 23 .15 24 14 25 13 12 11 I 1 I 4x5 = 3x4 I I 3x5 = 5x5 = . 3x8 = .5x6 = - 5x8 = 3x5 = 5x5 = 2X4 II LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 10.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 BCDL 10.0 .Code IBC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF No.2' " WEBS 2x4 OF Std 'Except' 3-16,4-16,5=16,5-15,5-14,6-14,7-14,1-19: 2x4 OF No.2 , DEFL in (loc) I/deft Ud PLATES I GRIP Vert(LL) -0.11 15-16 >999 - 360 MT20 220/195 Vert(TL) -0.2715-16 >999 240 Horz(TL) 0.05 13 n/a n/a BRACING TOP CHORD BOTCHORD WEBS REACTIONS (Ib/size) 19=1323/Mechanical, 13=2573/0-5-8 (min. 0-2-12), 10=320/0-3-8 (min. 0-1-8) Max Horz 19=-200(LC 6) Max Uplift 19=-208(LC 8),13=405([_C 8), 10=-49(LC 8) Max Grav 19=1353(LC 13), 13=2599(LC 14), 10=359(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1626/278,2-3=1747/329, 3-4=1518/325, 4-5=1370/326, 56=362/169, 6-7"--402/156, 7-8=60/858, 8-9=10/385, 9-10=497/74, 1-19=-1291/227 BOT CHORD 17-18=154/1561,16-17=-131/1651, 15-16=3111235,14-15=-31/1235,13-14=740/217, 12-13=327/107,11-12=43/401, 10-11=-43/401, WEBS 2-18=-434/118, 3-16=-345/103, 4-16=0/257, 516=53/341, 5-15=0/433, 5-14=-1335/189, 6-14=288/78, 7-14=-208/1716,7-13=-2011/341, 8-13=-671/149, 8-12=12/394, 9-12=-609/138, 1-18=-182/1430 Weight: 303 Ib FT = 20% Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-8 max.): 4-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-16, 5-14, 6-14, 7-13 Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StaYlizer Installation ulde. i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage'to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint 19, 405 Ib uplift at joint 13 and 49 Ib uplift at joint 10. . 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard • a 1 January 19,2017 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. r (I 1 Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbitck Late ' Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in tt-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drowings not to stole) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is alwbys required. See BCSI. r 0-1 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T. I, or Eliminator T bracing should be considered. C1-2 c2a WEBS Baa 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �•� 3 ��� 3 W O= 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locale U >p property interested plates G -'Ag' from outside o u U all other parties. edge of truss. 0 n. 5. Cut members to bear tightly against each other. cry co- cs-aD O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x t0 slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. . by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at Output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 it. spacing, or less, if no ceiring is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Mal project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1170 PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Oty Ply Curry_wes CURRY_WES C140 s COMMON ":1 '' 1 1 R49507070 ss designed for 995 lb. drag It TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.27 1516 >999 240. Job Reference(optional) I .-...- •-•••• ---- -�.�- ,.-.+� � ��. a cv.v ,. m um....... nm. vv.0 am, .. ,o:r.:rr cu, r rug. , I0:uPdCyAON7oYeNETPEwMamVzvlde NrXjdd500DGR3s43nOgWoo_DomR8SO6xyYw2utzu2SX 57.5 10. 11.1 16-2-14 I 24-0.0 { .31-32 36.9.4 I 41-11-9 47.1-14 I 5&0-0 i 57-5 5313 53.13 1-9-2 7-9-2 50.2 52-5 52-5 510-2 Scale: 1/8-=1' 4x5 3x8 = 5.00 12 5x6 = 5x5 = 0 19 18 17 22 16 23 15 24 14 25 13 12 11 4X5 = 3x6 II - 3x5 = 5x5 = ' 3x8 = 5x6 = 5x8 = 3x5 = 5x5 = 2x4 11 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 15-16 >999 360 MT20 22/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.27 1516 >999 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 303 Ib FT = 20% LUMBER BRACING I' TOP CHORD 2x4 DF No.2 TOP CHORD ' Structural wood sheathing directly applied or 4-7-8 oc 4urlins, except BOT CHORD 2x4 DF No.2 end verticals, and 2-0-0 oc purlins (4-11-8 max.): 4-6. WEBS 2x4 DF Std 'Except' BOT CHORD Rigid ceiling directly applied or 6.40 oc bracing. 2-16,4-16,516,5-15,5-14,6-14,7-14,1-19:2x4 OF No.2 WEBS 1 Row at midpt 3-16, 5-14, 6-14, 7-13 , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 19=1323/Mechanical, 13=2573/0-5-8 (min. 0.2-12), 10=320/0-3-8 (min. 0-1-8) Max Horz 19=-211(LC 21) Max Uplift 19=-440(LC 25), 13=-574(LC 26), 10=-151(LC 26) Max Grav 19=1353(LC 13), 13=2599(LC 14), 10=359(LC 38) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1626/568, 2-3=17471610, 3-4=1518/554, 4-5=1370/459, 56=362/352, 6-7=402/203,7-8=105/858, 8-9=-157/385, 0-10=-524/302,1-19=-1291/458 BOT CHORD 17-18=-429/1561, 16-17=-496/1651, 15-16=339/1235, 14-15=-276/1235, 13-14=740/456, 12-13=384/345, 11-12=251/468, 10-11=-251/468 WEBS 2-18=-434/231, 3-16=-345/176, 4-16=-38/257, 5-16=-199/385, 5-15=0/433, 514=1335/336, 6-14=-288/96, 7-14=-370/1716, 7-13=-2011/511, 8-13=671/150, I 8-12=14/394, 9-12=609/143, 1-18=483/1430 11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent.water ponding. 4) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 Ib uplift at joint 19, 574 Ib uplift at joint 13 and 151 Ib uplift at joint 10. 8) This truss has been designed for a total drag load of 955 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-8-8 to 37-0-0 for 36.3 pit. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/1015 BEFORE USE. T. Design valid for use only with MReM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3// Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteen In. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or ofiemotive T. I, or Eliminator should be considered. Tbracing T T ci-z c2a WEBS 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. TI 0 O U:4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locateU >p property interested 011 plates 0-146' from outside o s' u U , all other parties. edge of truss. all 5. Cut members to bear tightly against each other. 00 C7-8 064 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice B to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate. type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size. and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur.. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sucient. sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERF 7RM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I Mi ek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Cuny_wes Plates Increase 1.25 TC 0.39 TCDL 10.0 MT20 1220/195 lJob R49507071 CURRY_WES C20 COMMON „r 1 1 1 Code IBC2012/TPI2007 (Matrix) LUMBER R(gferenc optional) m1. art mausures, mc. vvee den io ro:ao:ao tut r rage 1 16.4-0 ID:uPdCyAQN7oYeNETPEwMamVzvtde-JDf r2J6eYgw9JAERuRs_tD3cla6YlµrFl PsP9zmzu2SV 4.4-0 7-0-08-4-0 1130 13$-015-0-0 '1 ; -36.8-0 41-11-9 47-1-t4 53-0.0 1-0 -0-0 -0-0 ift -0-0 -0-0 M 40 3514 532 532 552 52-5 528 5752 1-0-01.4-0 1-0-0 14-00513 14-0 14-0 0-7-8 1-0-0 I Scale= 1:106.8 • I � 5x5 = 5x8 5.o0 12 29 31 25 27 28 30 33 51 5x5 23 3xr - 6 3x5 % 16 19 21 5x5 12 13 7 10 4 34 5 1 1 2 5 _,::_ I // 5l. tid 4x5 = 50 4948 47 46 53 3x5 = . 5xB = 3x5 = 6x10 = 3x5 = 3x8 = 5x5 = 35 4x5 36 45 54 44 55 43 56 42 41 40 5x8 = 6x8 = 3.5 = - 5x5 = 3x5 i 1-0-0 -5-0-0 -0-0-0 ]$3 14-0.6 21-2-14 266-0 31-44? afi_g.q 41-11-n 47-1-14 13-M ' 250 14-0' ' 753 5108 5708 532 53.2 552 S28 S25 5-10-2 LOADING (psf) in (loc) SPACING 2-0-0 CSI TCLL 20.0 Vert(LL) Plates Increase 1.25 TC 0.39 TCDL 10.0 MT20 1220/195 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' 240 Rep Stress Incr YES WB 0.81 BCDL 10.0. n/a Code IBC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No.2 Weight: 381 jib FjT = 20% BOT CHORD 2x4 OF No.2 WEBS 2x4 DF Std 'Except' 2645,33-45;34-45,34-44,34-43,35-43,36-43: 2x4 OF No.2 4 ap t� d 4x5 = DEFL in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.1146-47 >999 360 MT20 1220/195 Vert(TL) -0.30 46-47 >999• 240 Horz(TL) 0.08 42 n/a n/a I Weight: 381 jib FjT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-9 oc durlins, except 2-0-0 oc puffins (5-6-7 max.): 33-48, 29-35. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 26-45, 33-45, 3443, 35=43, 36-42 JOINTS 1 Brace at Jt(s): 15, 26, 8, 11, 18, 22, 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with §tabllizer Installation Guide. I REACTIONS All bearings 0-5.8 except Qt=length) 39=0-3-8. (lb)- Max Horz 1=163(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 39 except 42=417(LC 8), 48=278(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 42=2732(LC 1), 48=1300(LC 17), 39=303(LC 18), 1=367(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-48=-1928/381, 5-8=-1971/382, 8-9=-1929/372, 9-11=-1921/366, 11-14=-1911/363, 14-15=1845/331, 15-17=-1219/231, 17-18=1167/209, 18-20=-1161/206, 20-22=1143/198, 22-24=-1133/194, 24-26=1098/176, 26.28=-627/122, 28-30=-609/106, 30-32=636/115, 32-33=-621/108, 29-31=637/196, 31-33=-042/195, 33-34=1178/290, 35-36=254/137, 36-37=87/1084, 37-38=37/607, 38-39=359/284,11-2=638/0' 2-3=-607/0, 3-4=-563/0, 46=-777/32, 6-7=703/35, 7-10=-713/50, 10-12=691/60, 12-13=674/68, 13-16=712/104, 16-19=734/131, 19-21=708/138, 21-23=-695/150, 23-25=678/159, 25-27=685/181, 27-29=679/201 BOT CHORD 1-50=0/608,49-50=0/608,4849=0/608, 4748=280/2474, 4647=-281/2470, 45-46=118/1745, 44-45=0/863, 4344=0/863, 42-43=-946/241, 4142=-526/132, 40-41=236/274, 39-40=236/274 WEBS 15-47=0/344,15-46=-826/179, 26-46=-11/511, 26-45=-677/111, 34-45=103/759, 3444=0/272, 3443=-1306/186, 36-43=213/1790, 36-42=-2164/358, 3742=663/148, 37-41-13/391, 3841=618/139, 448=446/137 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=53ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I Annuary 10 �11117 r'o tine onnagP WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 110TEK REFERENCE PAGE Mll-7479 rev. -10/03!20/5 BEFORE USE. ^ I I I Design valid for use onlywith MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANS1f Pl1 quality Criteria, DSB89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CAI 5610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4 8 dimensions shown in ft -in -sixteenths u Damage or Personal In 9 Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates t0 both Sides of tlUSS 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See SCSI. 0.1 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. 1, or Eliminator T bracing should be considered. cr-2 cz-3 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. Zciv O �•> ;a O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b = property interested plates 0 -'Ag' from outside o_ �' u CJ ail other parties. edge of truss. p 5. Cut members to bear tightly against each other. 00 cry cd� cs 6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 oint and embed fully. Knots and wane at joint �ocations required direction of slots in are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location detafis available In MiTek 20/20 software Or upon request. - 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%a1 time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 it. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated othervise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal back. words 19. and pictures) before use. ReviepReview all portions of this design (front, pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty PlyCuny_Wes I R49507071 CURRY_WES C20 COMMON ,1) 'a' �' 1 1 _ Job Reference (optional Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Jag 19 15:48:46 2017 Page 2 ID:uPdCyAON7oYeNETPEwMamVzvlde-JDfT2J6eYgWgJAERuRs tb3cla6YwHDEPsP9zmzu2SV NOTES 6) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all meas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Cho and any other members, with BCDL = 10.Opsf. I 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 39 except (jt=16) 42=4117.'48=278. 8) Graphical purlin representation does not,depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ' y t' s. I t , WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ME Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, arealon and bracing of trusses and truss systems, see ANSlfTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lage Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/a Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths Dama a or Personal In u 9 1 ry Dimensions ore in ft -in -sixteenths. �� (Drawings not to scale) Apply plates to bosh sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSi. 0.1 �� 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 6 j 2 3 wide spacing, TOP CHORDS may require bracing, or allemative T. i, or Eliminator TT bracing should be considered. c1-2 c273 WEBS 4 3. Never exceed the design loading shown and never Q Sz, stack materials on inadequately braced trusses. O ��1 3ZO 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U /y = designer, erection supervisor, property owner and plates 0 ns' from outside a U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. c7-8 c6-7 cs-c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 software Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243. 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <�no (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words ctures alone and pictures) before use. Reviewinngn pictures Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10•'08 2-0-0 2-0-0 Jab Truss Truss Type Qty Ply�Job cu -Wes (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 R49507072 CURRY_WES C1020CAP GABLE 2 BC 0.04 n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 ce o do a i a ia:ro:ae �uu raga ID:uPdCyAQN7oYeNETPEwMamVzvlde-0tkqawlF6gd8z5C5_TEL5kHU01s7nJrCoGCHDgzu2Sc 9.9.2 I 1784 1984 7-9-2 7-9.2 2-0-0 + Scale = 1:25.9 3x4 = I 7 a I 3x4 = 21 20 19 18 17 16 15 14 I� d Plate Offsets X Y : 7:0.2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 59 Ib FT = 20% LUMBER BRACING TOP CHORD '2x4 OF No.2� '• TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 OF Std. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallationI I REACTIONS All bearings 15-6-4. (lb) - Max Horz 1=-40(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 13, 2, 12, 21, 20, 19, 16, 15, 14 Max Grav All reactions 250 Ib or less atjoint(s) 1, 13, 2, 12, 18, 17, 21, 20, 19, 16, 15,14 I I FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate I I I grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 13, 2, 12, 21, 20, 19,16,15,14. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 2-0-0 J�nulary 19,201 / WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall I building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.: or general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Qrality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, GA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to bosh sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is alwvdys required. See BCSI. _ 6 2. Tans bracing must be designed by an engineer. For tnra individual lateral braces themselves -I/i 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T.1, or Eliminator bracing should be considered. ci-s C2 -3T WEBS 4 3. Never exceed the design boding shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locateU wp = designer, erection supervisor, property owner and plates 0-'A6' from Outside a �' u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. c7.8 C6-7 CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 b 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted. this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non, -structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown ore the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Del project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MI1-7473 rev. 10-'08 a ,... ,.4- . iu, 25 2u m ,vu , va nmu>uros, mc. W.6 Ban IS , o:ro:r r eu , r rage , I0:uPdCyAQN7oYeNETPEwMamVzvl de-nQDrFf7GJ8eDwKpeS9NEQQcnfzWmfwGNeW8iVCzu2SU -2.40 7-9.2 15.6-4 1 1 17$� 2-40 7-9.2 - 7.9.2 2-40 f Scale = 1:26.8 n I i d 5x6 = - I 3. ' 3x4 = 1.5x4 II 3x4 = I I I I • I j 1-1-9 I 7-9-2 I 14-4-15 15.6-4 t 1.1-3 B-7-15 6-7-13 1 1-1.5 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.04 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.09 2-6 >853 240 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 44 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2114 DF No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 MT`ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance witli;Stabilizer Installation guide. REACTIONS (Ib/size) 2=274/0-5-8 (min. 0-1-8), 4=274/0.5-8 (min. 0-1-8), 6=595/0-5-8 (min. 0-1-8) 1 Max Horz 2=40(LC 23) - Max Uplift 2=280([-C 25), 4=280(LC 26), 6=72(1-C 25) Max Grav 2=327(LC 22), 4=334(LC 23), 6=595(LC 1) , FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. l TOP CHORD 2-3=-517/527, 3-4=535/527 -' BOT CHORD 2-6=-456/481, 4-6=448/490 WEBS 3-6=-406/115 NOTES , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=280 I I , 4=280. 6) This truss has been designed for a total drag load of 955 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-3-10 for 71.8 pR. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard January 19,20T WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyCurry_Wes 849507073 CURRY_WES CCAP PIGGYBACK a - 18 1 truss designed for 955 lb. drag I ob Reference o t•o al ,... ,.4- . iu, 25 2u m ,vu , va nmu>uros, mc. W.6 Ban IS , o:ro:r r eu , r rage , I0:uPdCyAQN7oYeNETPEwMamVzvl de-nQDrFf7GJ8eDwKpeS9NEQQcnfzWmfwGNeW8iVCzu2SU -2.40 7-9.2 15.6-4 1 1 17$� 2-40 7-9.2 - 7.9.2 2-40 f Scale = 1:26.8 n I i d 5x6 = - I 3. ' 3x4 = 1.5x4 II 3x4 = I I I I • I j 1-1-9 I 7-9-2 I 14-4-15 15.6-4 t 1.1-3 B-7-15 6-7-13 1 1-1.5 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.04 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.09 2-6 >853 240 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 44 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2114 DF No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 MT`ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance witli;Stabilizer Installation guide. REACTIONS (Ib/size) 2=274/0-5-8 (min. 0-1-8), 4=274/0.5-8 (min. 0-1-8), 6=595/0-5-8 (min. 0-1-8) 1 Max Horz 2=40(LC 23) - Max Uplift 2=280([-C 25), 4=280(LC 26), 6=72(1-C 25) Max Grav 2=327(LC 22), 4=334(LC 23), 6=595(LC 1) , FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. l TOP CHORD 2-3=-517/527, 3-4=535/527 -' BOT CHORD 2-6=-456/481, 4-6=448/490 WEBS 3-6=-406/115 NOTES , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=280 I I , 4=280. 6) This truss has been designed for a total drag load of 955 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-3-10 for 71.8 pR. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard January 19,20T WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. I6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves -i/16 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. T ci-s C2 -3T WEBS �a, 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p�v �y� ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >p = designer, erection supervisor, property owner and plates 0- As' from outside 0- U all other interested parties. edge Of 18155. 0 5. Cut members to bear tightly against each other. c» car CS -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indiCZiteS the 8 ] 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SO}IWOre Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension i5 camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekS All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with M1 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, PCFWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Curry_Wes (loc) I/defl - Ud PLATES GRIP TCLL 20.0 Plates.lncrease 1.25 TC 0.57 R49507074 CURRY WES D10 COMMON a is 1 1 Vert(TL) -0.33 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Job Reference o t'o a ' 'Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MITek Industries. Inc. Wed Jan 18 15:48:47 2017 Page 1 ID:uPdCyAQ N7oYeNETPEwMamVzvl de-nQDrFf7GJBeOwKpeS9N EQQcl6zR4fmYNeW81VCzu2SU 12.0.01 2-8214 r -32 I36 -s4 41-11-9 Ia51-51aI o-03&1 i3 10a 132 52 5-0.2 5-2-5 2- 530.2783 I Scale: 1/8"=1' , _ I 5x5 = 3x8 = 5x5 = I I 5.00 F12 4x5 = 19 18 " 17 16 �q 15 14 13 12 4x5 = 2x4 II 5x5 = 3x8 = 5x5 = 5x8 = 3x5 = 5x5 = 2x4 II Plate offsets my): 13:0-3-u,0-3-41. 19:0-2-8,0-3-01 [13:0-2-8.0-3-01, [16:0-2-8.0-3-01, [18:0-2-8.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl - Ud PLATES GRIP TCLL 20.0 Plates.lncrease 1.25 TC 0.57 Vert(LL) -0.1317-18 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2012f rPI2007 (Matrix) Weight: 292 Ib I FT = 20% ,. LUMBERBRACING I TOP CHORD '2x4 OF No.2 TOP CHORD I Structural wood sheathing directly applied or 30-13 ocl purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-9-10 max.): 5-7. WEBS , .4 2x4 DF Std 'Except BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 417,5-17,6-17,6-16;6-15,7-15,8-15: 2x4 DF No.2 WEBS • 1 Row at midpt 4-17, 6-15, 7-15, 8-14 I MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1394/0.5-8 (min.0-1-8), 14=2774/0-5-8 (min. 0-2-15), 11=176/0.3-8 (min. 0-1-8) Max Horz 2=175(LC 7) Max Uplift 2=280(LC 8), 14=431 (LC 8), 11 =-68(1_C 17) Max Grav 2=1414(LC 17), 14=2774(LC 1), 11=289(LC 18) I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-2625/386, 3-4=1942/340, 4-5=1214/276, 5-6=1068/285, 8-9=-112/1225, 9-10=-61/758, 10-11=-325/425 BOT CHORD 2-19=-294/2426, 18-19=296/2421, 17-18=168/1824, 16-17=0/759, 15-16=0/759, I' 14-15=1076/264, i3-14=-660/155,12-13=-366/243,11-12=366/243 WEBS 3-19=0/300, 3-18=690/141, 418=2/504, 4-17=912/190, 6-17=117/755, 6-16=0/270, 6-15=1301/187, 7-15=301/66, 8-15=-228/1855, 8-14=2205/372, 9-14=665/148, 9.13=-13/392, 10-13=-022/140 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; 13CDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=1b) 2=280,'14=431. 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard 1 ®aa AA .I I I I January' 19,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing oftrusses and truss systems, see ANSIRPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I 1 - 7777 GreenbackklLimai Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of tn155 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide tura spacing, Individual lateral braces themselves TOP CHORDS. may require bracing, or allemative T. I, or Eliminator should be considered. 1bracing T 1 c�-2 c2-3 WEBScae 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, IOCOte U >b = property interested plates 0-'Ag' from outside a �'u U all other parties. edge Of truss. p 5. Cut members to bear tightly against each other. c» C6-7 cs-s BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOtIWaf@ Or Upon request. 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots.. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with — project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design front, back. words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER rG PERFORM." ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 S r. Truss Type Qty Ply cur_we TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 Job Truss Truss Type Qty Ply cur_we TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 17-18 >999 360 849507075 CURRYWES Oil COMMON 7 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a ce o umcavm mm� vlow ro, a.n eoxa /AJU s Jul Zo zu1J m' I eK Inauslties, Inc. wee Jan 1 t 10:4a:4ts tui / rage 1 ID:uPdCyAQN7oYeNETPEwMamVzvlde-FcnDT78u4RmsYUOgOsuTze9wtNnJODoXsAuGlezu2ST X2-0-01 7$3 I 14-4-8 21-2-14 I 261'x0 I 31-9-2 38.9-4 I 41-11-9 I 47-1-14 53-0.0 1 6.10.8 5.3.2 5.0.2 5.2-5 5-2-5 510.2 I Scale: 118"=1' ' 5x5 = 3x8 = 5x5 = 5.00 12 - 4x5 = 19. 18 17 16 `1 15 `1 14 13 12 2x4 II 5x5 = 3x8 = 5x5 = 5x8 = 3x5 = 5x5 = 2x4 II I 1 1 45 = LOADING (psf) SPACING 2-0.0 CSI DEFL in (loo) I/deft Lid I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.13 17-18 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 292 Ib FT = 20% LUMBER BRACING 1 TOP CHORD 2x4 DF No.2 ' TOP CHORD Structural wood sheathing directly applied or 3-0.13 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-9-10 max.): 5-7. WEBS 2x4 DF Std 'Except BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. 4-17,5-17,6-17,6-16,6-15,7-15,8-15: 2x4 DF No.2 WEBS 1 Row at midpt 4-17, 6-15, 7-15,8-14 , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 2=1394/0-5-8 (min. 0-11-8), 14=2774/0-5-8 (min. 0-2-15), 11=176/0-3-8 (min. 0-1-8) Max Horz 2=175(LC 7) Max Uplift 2=280(1_C 8), 14=431 (LC 8), 11=68(LC 17) Max Grav 2=1414(LC 17), 14=2774(LC 1), 11=289(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. II I I TOP CHORD 2-3=-2625/386, 3-4=1942/340, 4-5=1214/276,5-6=-1068/285,8-9=112/1225, 9-10-61/758, 10-11=-325/425 BOTCHORD 2-19=294/2426, 18-19=296/2421, 17-18=168/1824, 16-17=0/759, 15-16=0/759, I I 14-15=1076/264, 13-14=-660/155, 12-13=366/243, 11-12=366/243 WEBS 3-19=0/300, 3-18=690/141, 4-18=2/504,4-117=9112/1190, 6-17=-117/755, 6-16=0/270, 6-15=1301/187, 7-15=301/66, 8-15=-228/1855, 8-14=2205/372, 9-14=665/148, 9-13=-13/392, 10-13=-622/140 i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except 61=1b) 2=280,14=431. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 AwARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 .,1 0/03/2015 BEFORE USE. Design valid for use only with MrrekdD connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the act fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPIt quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Suite 109 I 1 Citrus Heights, CA 65610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths u Damage or Personal In 9 Injury Dimensions ore in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvdys required. See BCSI. T n /16 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide spacing. TOP CHORDS may require bracing, or altemative T. I, or Eliminator T bracing should be considered. T a-2 csa WEBS �a, 4 3. Never exceed the design looding,shown and never 0 stack materials on inadequately braced trusses. O �•� 3 �y1 ; W 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >p h property interested plates 0 -'Ad' from outside a u U all other parties. edge Of truss.0 5. Cut members to bear tightly against each other. cr-e C6-7 C54 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings <�no (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable Elmenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review portions of this design back. words ng ppictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: Mll-7473 rev. 10208 N`L Job Truss Truss Type Qty Ply Curry_wes LOADING (psf) SPACING 2-0-0 I I IR49507076 CURRY WES _ E10 GABLE +y 1 1 PLATES GRID TCLL 20.0 Plates Increase 1.25 TC 0.21 Veri(LL) ob efe a ce o tional Cna2avar Homes, Vfaw111C, VM irJtlOa (.4su s Jul zo zulj mi I eK Inausirles. Inc. weo Jan la lo:4o:4a 2u1 / rage 1 ID:uPdCyAQN7oYeNETPEwMamVzvldejoLcgL9XrlujAezOZZQiVriiJnFr7gkg5gdpZ4zu2SS I -2-0-0, 7dr0 15-0-o I 17-o-0 i 2-40 7dr0 7-" 2�0 I I I Scale = 1:31.2 3x4 = 7 8 15-0-0 15.0.0 [$ Plate Offsets KY): 17:0-2-O.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRID TCLL 20.0 Plates Increase 1.25 TC 0.21 Veri(LL) -0.02 13 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.03 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W3 0.02 Horz(TL) 0.00 12 n/a n/a I BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 68 lb FT=20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Std BRACING I I TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocl purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I' REACTIONS All bearings 15-0-0. (lb) - Max Horz 2=52(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 21, 20, 19, 16, 15, 14 except 2=-127(LC 8), 12=-125(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 18, 17, 21, 20, 19, 16, 15, 14 except 2=271(LC 1), 12=275(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 20, 19, 16, 15, 14 except (jt=lb) 2=127, 12=125. LOAD CASE(S) Standard January 19,2017 WARNING - Veulfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031201S BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 1 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stobiW bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otwbys required. See BCSI. I n 0-46 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator should be considered. rbracing T 1 cr-z cz3 4 3. Never exceed the design looding,shown and never WEBS stock materials on inadequately braced trusses. O �!� 3 �y� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb = designer, erection supervisor, property owner and interested i plates 0 -'AJ' from outside 0- C) all other parties. edge of truss. 0 5. Cut members to bear tightly against each other. Cz� C6-7 U -6p 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSi/rPl 1. ' Plate location details available in MiTek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. . AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, - specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 it. spacing, or less. if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for MetalMCI 19. Review all portions of this design ( back, words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metol Plate Connected Wood Trusses. Mi ek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job 1 Truss Type Qty Job Truss Truss Type Qty Ply Curry_Wes TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.05 4-6 >999 360 , R49507077 CURRY_WES E„ COMMON Vert(TL) -0.15 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a n/a Job Reference o tional Endeavor Homes, Vrovllle, GA 95965 /.4JU s JUI 2b 2u13 MiTek eK Industries, Inc. wed Jen its 15:4a:49 20i/ rage 1 ID:uPdCyAQN7oYeNETPEwMamVzvtde-joLcgL9XrlujAezOZZQiVrh64n9w7oZg5gdpZ4zu2SS I -2-0-0 7-6-0 I 15.0-0 } 17-0-0 2-0-o 7-6-0 7-" 2.0-0 t Scale = 1:31.2 I l 4x6 = 3 1$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.05 4-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.15 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 52 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF' No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS` 2x4'DF Std,. MiTek recommends that Stabilizers and required crogs Bracing r• ., be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=715/0-5-8 (min. 0-1-8), 4=715/0-5-8 (min. 0-1-8) Max Horz 2=52(1_C 6) I 'Max Uplift 2-171 (LC 8), 4=-171(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-907/115, 3-4=907/115 BOT CHORD 2-6=-12/759, 4-0=12/759 WEBS 3-6=0/334 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=171, 4=171. LOAD CASE(S) Standard ! III , I' I � FS IO�� � q�1 January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. t. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an IndlAdual building component. not , a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall l building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing N Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, . Suite 109 I I Citrus Hel me CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. „ 2. Truss bracing must be designed by an engineer. For /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator should be considered. ibracing T 7 C1-2 C2-3 WEBS �a, 4 3. Never exceed the design looding.shown and never t7 stack materials on inadequately braced trusses. 0 O '� 3:�y� 3 w 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sb y property interested plates 0-146' from outside a s' u Uall other parties. edge of truss. Q- 5. Cut members to bear tightly against each other. r0 C7-8 C6-7cam BOTTOM CHORDS 6. Pince plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be at the species and sae, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings <�1:6 (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, heolth or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (back. words and pictures) before use. Reviewingnn pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing, MiTek® SCSI: Building Component Safety Informaiion, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metol Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 O. Job Truss Truss Type Qty Ply Curry_wes 1410.8 I I 780 849507078 CURRY_WES E12 COMMON K. 2 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Job Reference o t'o al oRucavvr nv,,,co, vwvme, CA 95965 7.430 s 00 25 20i3 Mi i es m0usmes, mc. uvea Dan io ra:48:50 20i7 rage i ID:uPdCyAQN7oYeNETPEwMamVzvlde-C7u_uhA9c3OannXD7Hxx22EG1BVssFmgKUNN6Xzu2SR 780 14-10.8 7.60 7-48 , Scale = 1:24.9 4x6 II 2 I$ 3x4 = 1.5x4 II I 3x4 = 780 1410.8 I I 780 7-48 Plate Offsets (X,Y): 11:0-2-O,Edgel LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.07 1-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.19 1-4 >926 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 46 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3 oc' purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracin . WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sa REACTIONS (lb/size) 1=577/0-5-8 (min. 0-1-8),3=577/0-5-8 (min. 0-1-8) Max Hoa 1=41(LC 6) Max Uplift 1=90(LC 8) 3=90(1C 81 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-963/161, 2-3=964/162 BOT CHORD 1-4=-93/815, 3-4=93/815 WEBS 2-4=0/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. LOAD CASE(S) Standard I I I I I I I I I I I I January 19,2017 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE 11,1II-7479 rev. 10/03/20/5 BEFORE USE. Design valid for use only with MReM oonnectors. This design Is based only upon parameters shown, and is for en Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, see ANSIf7PH quality Criteria, DSB-89 and SCSI Building Component 7777 Greenbank Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4ro-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is atways required. See SCSI. 0-1/16" 2. Trus bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator should be considered. Ibracing T I_ ci-2 c2a WEBS 4 3. Never exceed the design loading shown and never 0 v stack materials on inadequately braced trusses. O 6'> I �y1 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and 011Aplates 0-'Ae from outside a �' u U all other interested parties. edge Of truss.�— n 5. Cut members to bear tightly against each other. c» C6.7 cs-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes treses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur.. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: - ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design from, back, words and pcfficie before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing, MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rV PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply curry_Wes (loc) I/deft Ud TCLL 20.0 Plates Increase R49507079 CURRY_WES EG1 COMMON 1 2 360 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) Job Reference O ll0 8 c�mcavv� r,vuma, vmvine, •.n waoa r.nau s um zo zur o —ex ex mausmes, mc. wea uan to io:ao:ou zui r rage 1 ID:uPdCyAQN7oYeNETPEwMamVzvlde-C7u_uhA9c3OannXD7Hzx22EH4BOWsAWgKUNN6Xzu2SR I 4.0.14 7$0 i 10-11-2 14-10.8 1 4-0.14 - - 3-5-2 35-2 3.11-6 I Scale = 1:24.4 4x5 II 3 3x12 II 8x8 = 3x12 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.10 7-8 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.29 7-8 >589 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING ,.TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x8 DF No.2 G BOT CHORD WEBS 2x4 DF No.2 REACTIONS (Ib/size) 1=5470/0-5-8 (min. 0-2-15), 5=6305/0-5-8 (min. 0-3-6) Max Horz 1=39(LC 7) Max Uplift 1=900(1_C 8), 5=-1016(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10086/1661, 2-3=7414/1239, 34=7413/1238, 4-5=9867/1613 BOT CHORD 1-8=-1510/9307, 7-8=-1510/9307, 6-7=1458/9058, 5-6=1458/9058 WEBS 3-7=-861/5369, 4-7=-2472/422, 4-6=273/1857, 2-7=2744/479, 2-8=294/1936 4x8 = 14-10.8 311-6 I I PLATES GRIP MT20 220(195 I Weight: 162 Ib FT = 7r0% Structural wood sheathing directly applied or 3-9-12 oc purlins. Rigid ceiling directly applied or 10-D-0 oc bracing. 1I 1 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'•x3'•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4fl; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=900, 5=1016. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1326 Ib down and 233 Ib up at 1-0.12, 1326 Ib down and 233 Ib up at 3-0-12, 1326 Ib down and 233 Ib up at 5-0-12.1325 Ib down and 228 Ib up at 7-0-12, 1325 Ib - down and 228 Ib up at 9-0.12, 1325 Ib down and 228 Ib up at 11-0-12, and 1325 Ib down and 228 Ib up at 13-0-12, and 1345 Ib down and 208 Ib up. at 14-7-12 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-3=-60, 3-5=-60.1-5=-20 I$ WARNING - Verfly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPIt quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x, y offsets are indicated. I6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSL 1 To 0-/1 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 6 1 2 3 wide truss spacing, TOP CHORDS may require bracing, or ottemative T, I, or Eliminator should be considered. ibracing T i C]-2 C 2-3 WEBS 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. d O ; gym O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U sb y = designer, erection supervisor, property owner and plates 0 -'Ag' from outside a �' v U oilother interested parties. edge Of truss. 5. Cut members to bear tightly against each other. c» C6-7 CS -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 �oint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOttWar@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Comber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate. type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If Indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 If. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design inback. words and pictures) before use. Reviewingg pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Ply ' " TY 1 Job Truss Truss Type Ply Cu rry_Wes " TY R49507079 CURRY VIES EG1 COMMON n , L Job Reference o do al Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries, Inc. Wed Jan 18 5:48:50 2017 Page 2 ID:uPdCyA0N7oYeNETPEwMamVzvtde-C7u_uhA9c3OannXD7Hxx22EH4BOWsAWgKUNN6Xzu2SR LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=1345(B) 6=1325(6) 9=1326(B) 10=-1326(8) 11=1326(8) 12=1325(B) 13=-1325(8) 14=1325(B) t I I I ' I ... . 4; I 1 I , • • 1 ! _ I ` I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. I I Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, OSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109q Hal his CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss _ 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is ohvays required. See BCSI. i 2. Truss bracing must be designed by an engineer. For 0' /16n 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemotive T,1, or Eliminator T bracing should be considered. cr-2 c2a WEBS �a, 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �•� c � 3 O 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b property interested plates 0-'ns' from Outside CL �'v CJ all other parties. edge of truss. O a0 5. Cut members to bear tightly against each other. cry �� cs� 0 BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MRek 20/20 software Or Upon r@QU@St. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 199 at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricoble for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown ore the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffd environmental, health or performance risks. Consult with - - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design iback. words and pictures) before use. Reviewingng pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Oty Ply Curry_wes SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud ' R49507080 CURRY WES F11 GABLE 1 1 Vert(LL) -0.21 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 ob Re e e ce (optional ID:uPdCyAON7oYeNETPEwMamVzvlde-gBSM51AnNM8RPx6Ph_SAaGnQ,AbmUbX3zz86wezzu2SO 13-0-12 137-12 26-1-8 638 6.3-4 67-0 I 65-12 1 1 - I I Scale = 1:44,4 - I I 41 — 13 x12 3.00 F12 3 I 1 5x8 = 0 d 3x6 = I I I 261-8 , 65-12 , Plate Offsets (X,Y): 17:0-4-0.0-3-01 (15:0-1-100-0-121 [29:0-1-9,0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.21 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.56 6-7 >551 240- BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.14 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 122 Ib FT = 20% LUMBER BRACING I TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid Ceiling directly applied or 9-2-1 oc bracing. WEBS 2x4 DF Std. MiTek recommends that Stabilizers and require cro s bracing OTHERS 2x4 DF Std be installed during truss erection, in accordance with Stabilizer sta REACTIONS (Ib/size). 1=1027/0-5-8 (min. 0-1-8),5=1027/0-5-8 (min. 0-1-8) 1 Max HOfZ 1-36(L'- 7) Max Uplift 1=161(!_C 8), 5=-161(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3181/504, 2-3=2201/372, 34=2203/371, 4-5=3217/509 < BOT CHORD 1-8=-456/3032, 7-8=-456/3032, 6-7=463/3069, 5-6=463/3069 WEBS 2-8=0/263, 2-7=1035/224, 3-7=-41/645, 4-7=-1063/231, 4-6=0/264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=161, 5=161. LOAD CASE(S) Standard r January 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component• not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndlNdual truss web and/or chord members only. Additional temporary and permanent bracing I I I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/; Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or oltemative T, I, or Eliminator should be considered. Ibracing T 1 ci-2 c2a WEBS 4 3. Never exceed the design loading shown and never 0 Cz, stack materials on inadequately braced trusses. p�'> 3:�y� 3 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate N U eb = property interested plates 0 -'Ag' from outside a u Uall other parties. edge of truss. p 5. Cut members to bear tightly against each other. c» C6-7 csa 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 SOfhMaf@ Or Upon rEQU@St. 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 199 at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless express/ noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be at the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 it. spacing, or less, if no ceiling is installed, unless othervvise noted. (BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with gel project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design front, back, words and picturesbefore use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty Ply Cuny_Wes TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.00 4 >999 360 ' R49507081 CURRY WES SPI SPECIAL 9 1 truss designed for 74 pit drag ' BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.00 3 n/a n/a Job Reference (optional tnaeavor homes, Vfowie. GA tlbtlbb U r.aau s dui Zb zu1J Mnex, Ines, mc. wea den tit /0:40:0[ zu1 r rage t 1, ID:awMNen7AiZs_(hUNv4bxO5zYlsL-8NOkINBP8gGil5hbFizP7TJYD HOK7G7nnsTAPzu2SP 1-10-8 1-10-8 40 = 5, 1 2 4x4 = 6 3x6 I I 6x6 = 4 3 Scale c 1:40.0 I ' I (I I I LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES C,IRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.00 4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2'- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std 1 MiTek recommends that Stabilizers and requiredtcross bracing be installed during truss erection, in accordance with Stabilizer In,uide. REACTIONS (Ib/size) 4=63/1-10-8 (min. 0-1-8), 3=63/1-10-8 (min. 0-1-8),3=63/1-10-8 (min. 0-1-8) I Max Horz 4=2211 (LC 6) I Max Uplift 4=982(!-C 17), 3=982(LC 20) Max Grav 4=998(LC 24), 3=998(LC 21), 3=63(LC 1) I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-982/989, 1-5=351/358, 3-6=-351/358 BOT CHORD 3-4=-318/309 WEBS 3-5=-698/698, 5-6=266/234, 1-6=-369/369 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; I I Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. I, 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 4=982, 3=982. 7) This truss has been designed for a total drag load of 74 ptf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 74.0 plf.. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard AA''�} � MMA 19.2011 WARNING - VerHy deslgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design is based onlyupon parameters shown, and Is for an Individual building component. not MIN*I a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall I ' building design. Bracing Indicated Is to prevern buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel Ms CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property � 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths u Damage or Personal In 9 Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. n /16 2. Truss bracing Must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T,1, or Eliminator bracing should be considered. cr-z cza _— WXZ�a, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O h•� ;; O 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >p y property interested plates 0 -'Ag' from outside a 0 all other parties. edge of truss. 5. Cut members to bear tightly against each other. r– c7-8 c6-7cs 6 O , BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 and embed fully. Knots and wane at joint Cations required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details avollable In MITek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice B to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING i 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but 40 © 2006 Mitek® All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER Ta PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply Curry_wes TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.00 4 >999 360 849507082 CURRY WES SP2 SPECIAL 1 1 truss designed for 74 plf drag BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 3 n/a n/a Job e e e ce o donail omcavm nmu vwvi e, i,n aaaoaa:woa«vu rage I D: awM Nen7AiZs_IhU Nv4bxO5zY I s L -8N OkI N B P6gG 115hbF izP7TJX I,H2K767nnsTAPzu2S P 1f '0—i I 1-9.0 Scale = 1:40.0 1 2 .. 4x4 = 5 4x4 = 6 , I I i 3x6 I I 6x6 = 4 3 I 1;9.0 1.9.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl , Ud PLATES GRIP' TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.00 4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std recommends that Stabilizers and required cross bracing FMITek Installed during truss erection, in accordance witl) Stabilizer stallation guide. I REACTIONS (Ib/size) 4=58/1-9-0 (min. 0-1-8),3=58/i-9-0 (min. 0-1-8),3=58/1-9-0 (min. 0-1-8) Max Horz 4=221 (LC 22) Max Uplift4=1021(LC 17),3=10211([_C 20) Max Grav 4=1035(LC 24), 3=1035(LC 21), 3=58(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., TOP CHORD 4-5=-1021/1027, 1-5=-356/363, 3-6=356/363 BOT CHORD 3-4=-310/300 WEBS 3-5=-724/724, 5-6=257/225, 1-6=-372/372 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 100 Ib uplift at joint(s) except Qt=lb) 4=1021 3=1021. 7) This truss has been designed for a total drag load of 74 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 74.0 pit. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard January 19,2017 WARNING - VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7477 iev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.. storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTP11 Duality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1) 3/1 Center plate on joint unless x, y offsets are indicated.6 4 8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. A „ �' /16 2. Tens bracing Must be designed by an engineer. For tnra individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or altemative T, I, or Eliminator —71F- bracing should be considered. I I ci-s cza WEBS 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. D ,P S I d p O ; �y� 3:O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sp y 0 designer, erection supervisor, property owner and plates 0-'AG' from Outside o �' u CJ all other interested parties. edge Of 1rU55. a 5. Cut members to bear tightly against each other. cry C6-7 cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'oint 8 7 6 5 and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rP1 1. ' Plate location detaUs available In MITek 20/20 SOtiWaf2 Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than That Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If Indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but 4e�� 0 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and loud vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable ffdenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards:MCI ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ng pi back. words and pictures) before use. Reviepwing ctures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 v'" Job, Truss Truss Type Oty Plycurry_Wes 849507083 CURRY_WES SP3 SPECIAL 2 1 II truss designed for 74 plf drag l ob ELefere ce fo fo al I 4x4 = 5 n w i o.aoaa <u a rage r ID:awMNen7AiZs_IhUNv4bxO5zYlsLcaa6Wi -1 u_09eFGooPUeghsjzOdF3aWGORbljszu2SO 1�a8 I 1 -tae I l Scale = 1:40.0 1 2 II - 4x4 = 6 3x6 II 6x6 = , 4 3 1 -tae ' 1 -las I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.00 4 >999 360 MT20 220/}9 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 240 1 BCLL 0.0 ' Rep Stress Incr YESWB 0.27 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 34 Ib FT = 20% LUMBER BRACING I TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc puffins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2x4 DF Std F Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation ulde. REACTIONS (Ib/size) 4=63/1-10-8 (min. 0-1-8),3=63/i-10-8 (mifi. 0-1-8), 3=63/1-10-8 (min. 0-1-8) I Max Harz 4=2211 (LC 6) Max UpIM4=982(1_C 17), 3=-982(LC 20) fi Max Grav4=998(LC 24), 3=998(LC 21), 3=63(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOP CHORD 4-5=982/989,1-5=3511358, 3-6=-351/358 BOT CHORD 3-4=-318/309 WEBS 3-5=-698/698, 5-6=2661234,1-6=-369/369 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=982, 3=982. 7) This truss has been designed for a total drag load of 74 pH. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss t0 resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 74.0 pill. 8) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard l4alnuary 19,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. l..015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall I, building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates f0 both sides Of irUSS 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is atwoys required. See BCSI. 1 n 2. Tans bracing Must be designed by an engineer. For /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. T cr-2 c2a WEBS Sao 4 3. Never exceed the design loading shown and never o stock materials on inadequately braced trusses. O �'� ; ��1 ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb y = designer, erection supervisor, property owner and i plates 0 Ads from outside CL v all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. c7-8 C6-7 C -1-6p BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 SOtiWar@ Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with Fre retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown ore the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of This design (from, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 "t, Y 1. Job Truss Truss Type 0ly Plys PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.00 4 >999 360 [Curry—We I R49507084 CURRY WES SP4 SPECIAL 2 1 russ designed for 261 pit drag BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 3 n/a n/a Job ReLerence o t'o a Endeavor Homes, 0mwde, CA 95965 r.gau s Jui zo zui J MI I eK rnausules, mc. wea Jan la 1a:4o:oJ zu1 i rage 1 ID:awMNen7AiZs_IhUNv4bxO5zYlsL-cae6WiCtu 09eFGooPUeghsedOcz3aFGORbljszu2SO 1-100 , ' 1-108' l 1 4x4 = 22x4 I I , Scale = 1:15.7 6x8 = LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.00 4 >999 360 MT20 1220%195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc biracing. WEBS 2x4 OF Std Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In,guide. REACTIONS (Ib/size) 4=63/0-3-8 (min. D-1-8),3=63/0-3-8 (min. 0-1-8) 'Max Hoa 4=69(LC 4) Max Uplift4=609(LC 17), 3=609(1_C 20) II I Max Grav 4=624(LC 24), 3=624(LC 21) I FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown ` TOP CHORD 1-4=-609/616, 1-2=399/396 BOT CHORD 3-4=-433/425 WEBS 1-3=-742/742 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=609, 3=609. 7) This truss has been designed for a total drag load of 261 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 261.0 ptf. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I January 19,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/M015 BEFORE USE. II i Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AhLSIITPIt quality Criteria, DSB•89 and SCSI Building Component 7777 Greenbr✓ck Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel hts CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) , Apply plates 10 both sides Of irU$S �1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T n 0 /16 2. Trus bracing must be designed by an engineer. For braces themselves - 1 2 3 wide truss spacing, individual lateral TOP CHORDS may require bracing, or onemative T. 1; or Eliminator bracing should be considered. cr-2 c2a WEBS �i, 4 3. Never exceed the design loading shown and never braced O stack materials on inadequately trusses. O �•� 3 �y� 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb y = designer, erection supervisor, property owner and plates 0 -'as' from outside CL 4 v U a0 other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. cr•e C6-7 ca -6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate locatlon details avolfable In MITek 20/20 software Or upon rEQU@St. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. _ The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. 'Indicates location where bearings (supports) occur. Icons vary but C 2006 MTek® All Rights Reserved 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: -- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® isnot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. POWER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 A' " i !f a QUQ316MQ3 C 9UHRCEG3maq umgo Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 656-8211 ericausmusna.gmail.com Engineering Calculations Project Name: CURRY RESIDENCE Site Information 0 SPRINGTIME TRAIL OROVILLE, CA 95966 PERMIT # 3/6 -117 mJTTE COUNTY DEVELOPMENT SERVICE REVIEWED FOR CODE COMPLIANC Y DATE 7 RECEIVED JUN 0 7�r,3 TRB AND ASSOCIATES BUTTE COUNTY 1 JUN 02 2016 DEVELOPMENT SERVICES FOR REVIEWED �3,Q COMPLIANCE MAY 0 2 1017 �- TRB AND ASSOCIATES C3 . rI� o- 9 � `DESIGN CRITERI�4 777 PROJECT INFORMATION NEW CONVENTIONALLY WOOD FRAMED SINGLE STORY SINGLE FAMILY RESIDENCE Occupancy: Category it Code: 2013 CALIFORNIA BUILDING CODE SOILS DESIGN CRITERIA Bearing Capacity: 1,500 PSF W/ 2,000 MAX USING WIND/SEISMIC Lateral Bearing : 100 PSF/FT (INCREASE 1/3 FOR WIND OR SEISMIC LOADS) Friction Coefficient: N//A Sliding Resistance : 130 PSF Soil Investigation Report: NONE ' Site Soil Class: 0 SEISMIC DESIGN CRITERIA Force Resisting System(s) • LIGHT FRAMED WALLS SHEATHED W/ WOOD STRUCTURAL PANELS Analysis Procedure: EQUIVALENT LATERAL FORCE ANALYSIS Spectral Response Coefficient, Ss = 0.609 g Spectral Response Acceleration, S1 = 0.217 g Spectral Response Coefficient, Sds = 0.533 Spectral Response Acceleration, Sd1 = 0.284 Design Category: Seismic Design Base Shear, V Response Modification Factor, R WIND DESIGN CRITERIA . Wind Exposure: C Basic Wind Speed (3 sec. gust) : 110 mph r DESIGN: DEAD AND LIVE LOADS NOTE: SOME LOADS MAY NOT BE APPLICABLE ROOF LOADS: TYPICAL FLOOR LOADS: 1/2" Total Composition Rooting I. = 4.0 PSF FLOOR COVERING = 8.0 PSF ROOF FRAMING = 2.5 PSF SHEATHING = 2.3 PSF SHEATHING' = 1.5 PSF FRAMING = 3.2 PSF GYPSUM BOAD = 3.0 PSF INSULATION = 1.5 PSF = PSF CEILING = 3.1 PSF = PSF MISCELLANEOUS = 1.9 PSF SUB -TOTAL = 11.0 PSF FLOOR DEAD LOAD = 20.0 PSF SLOPE CORRECTION "X:12" 5.0 1.08 PSF FLOOR LIVE LOAD = 40.0 PSF MISCELLANEOUS = 1.3 PSF TOTAL FLOOR LOAD = 60.0 PSF ROOF DEAD LOAD = 13.2 PSF MIN. ROOF LIVE LOAD = 19.0 PSF SNOW LOAD SUMMARY: SEE WORKSHEET FOR DETAILS ROOF SNOW LOAD = 0.0 PSF GROUND SNOW LOAD = 0 PSF TOTAL ROOF LOAD = 32.2 PSF ROOF SNOW LOAD = 0 PSF ADDITIONAL SNOW LOAD ADDED TO SEISMIC = 0 PSF EXT.ERIOR_WALL_L.OAD.S: DECK OR BALCONY LOADS: Wood Panel Siding I = 1.3 PSF SAME AS FLOOR = 20.0 PSF 2X STUDS AT 16" OC = 0.9 PSF DECKIBALCONY DEAD LOAD = 20.0 PSF SHEATHING = 1.5 PSF DECKIBALCONY LIVE LOAD = 40.0 PSF INSULATION = 1.0 PSF DECK/BALCONY SNOW LOAD = 0 GYPSUM BD. = 2.2 PSF TOTAL DECK/BALCONY LOAD = 60.0 PSF MISCELLANEOUS = 1.1 PSF PSF TOTAL EXTERIOR WALL = 8.0 , PSF PSF PSF INTERIOR WALL LOADS: PSF GYPSUM BD. (BOTH SIDES) = 4.4 PSF 2x STUDS AT 16" O.C. = 1.5 PSF MISCELLANEOUS = 2.1 PSF OTHER = 0.0 , PSF TOTAL INTERIOR WALL = 8.0 PSF SEI�CDESIGN CRITERIz. Response Spectral Acc. (0.2 sec) S. = 60.90%g = 0.609g ; Figure 22-1 through 22-14 �A Response Spectral Acc.( 1.0 sec) S, = 21.700% g ' r = 0.217g • Figure 22-1 through 22-14 V c Soil Site Class D ;�.� Table 20-3-1, �- Site Coefficient F. 1.313 " Table 11.4-1 Site Coefficient F„= 1.966 - M1 Table 11.4-2 Max Considered Earthquake Acc. SMs= F,,.Ss , `= 0'799 (11.4-1) • r Max Considered Earthquake Acc. SM, = F,,.SI = 0.427 ' (11.4-2) � @ 5% Damped Design SDs = 2/3(SMs) = 0.533. (11.4-3)1 r SDI - 2/3(SM1)• = 0.284 `t: ` ^r (11.4-4) Building Occupancy 6tegoriesl u, Standard ice' _ Table 1-1 I Design Category Consideration: Flexible Diaphragm ��- with dist. between seismic resisting system >40ft Seismic Design Category for 0.1 sec i , 'D Table 11.6-1 Seismic Design Category for 1.0sec C DTable 11.6-2 Y SI <.75g NA : Section 11.6 Since Ta < .8Ts (see below), SDC = rcT: D Control (exception of Section 11.6 does not apply) ' Comply with Seismic Design Category D ; Equivalent rocedure A. BEARING WALL SYSTEMS , Seismic Force Resisting Systems 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel she I� `C, = 0.02 " .:, x = 0.75 T-12.8-2 - Building ht. H„=•27 '.` ft Limited Building Height (ft) = 65 C„=,1.416 ""' for Sp, of 0.284g Table 12.8-1 J * < Approx Fundamental period, Te = Ct(ha)x - '. - 0.237 12.8-7 TL = 16.000 Sec < - Calculated T•shall not exceed <_ Cu.Ta = 0.335 - Use T = o.z37 fes( sec. • 0.8Ts = 0.8(So,/SDs>' =.0.427 ; *Control (exception of Section 11.6 does not apply) r a Is structure Regular & <_ 5 stories ? Yes :"� .. _ 12.8.1.3 Response Spectral Acc.( 0.2 sec) S. = 0.6096 ' Max Ss <_ 1.56 Fa = 1. 31' • r - I @ 5% Damped Design SDs = 2/(Fe:Ss) = 0.533g M (11.4-3) . " Response Modification Coef. R = f; 6.5i Table-12.2-1 r . f Over Strength Factor n. = ` ' 2.5 < �r, a t •foot note'd t ` Importance factor I = Lr ' �'' �. 'Table 11.5-1 `. Seismic Base Shear V = C, W C _ r ,, SDs, .-0.00 82- �. (12.8-2) As.- = R/I or need not to exceed, Cs = SDI = 0.185 r. For T<_ TL (12.8-3) or Cs - T�('jTL _ NlA. .. - For T > T� (12.8-4) f s Cs shall not be less than = :0.01 , `•_ .; (12.8-5) Min CS = f0.5S,1/R . N/A - For S, >_ 0.6g (12.8-6) Use C, = 0.082 - Design base shear V = 0.082 W .Control_ T-12.14-1 J ' r + 1 ` _*� ; ,. �• � � _ a ' ' to • , - , � 1— '� , � ... •�• , �� . { 1 `rte t 'Story Dead Load Calculator Area 1 Load Type Area 2 Load Type W ATOM s.f. - 1 s.f. Ib. s.f. Ft. 3762 Sq'Ftr Roof Load - l Sq. Ft' None = w 91,736 3762 None '.� I� None 0 0 None Mme . None IY 0 0 Note: `Dead loads assume the we partitions (exterior -and interior) of5-psf at top.level and 10-psf at floor + level • iK- ":-� . ♦ r p lir ' _ .. t' ,I h' , Yom^ ' �' � � t` ' �, •+ �I: # '� r rte~ rE,i ���� ' , - } `R ,�� •.. ...i M ' - TOPOGRAPHIC ,W'I`ND 'EFFECTS`` ASCE7-05, 6.5.7 Topographic Effects y X= 2000 H = 200 �.'�. '..• r a ' ; ' L = 5000 Height above local ground z z 28 ft = Y - HIII Shape 2 dimensional ridge` y Direction Upwind of Crest ' 3 Exposure C a °..' 200 ft ` Height of hill, H . Distance upwind of crest to where the * difference in ground elevation is halfthe ' height of hill; Lh = t; 5000 ft -"i - y H/L� = ." ,' ' 0.04, <;0:2, Topographic Effects shall not be included r calculate K; by using H/L;, _ 0.04 ' r - y Distance from the crest to the building;,x = :;< •2000 ft, ; x/Lh _ 0.40 ', Figure 6-4, K;/(H/Lh)`= • 1.45' _s :.a. K, = 0.06 h calculate KZ, K3 by using -Ln _ •. 5000 K2.= 1`~ x/pLh" N = 1.5 'K2 - .., ' 0.73 0.98 =' [.1 +Kj K2K31 -Kv (6-3) .1.09 • ••• , r't yah { �,, �` •r .x ,' t/////� l0� �•� - .. 4 ' STRUCTURAL; " � `'AREA. - NUM'BER BLOCK'1 0F 1 Vertical Loads • Roof End Zone Interior zone End Zone ' 3 Basic wind speed (3 sec gust) _ 110 MPH Risk Category= II' Direction Angle Wall (A) Roof (B) Wall (C ) Roof (D) Exposure c }� WW (G) LW (H) EoH GoH - x• �- 33.2. -1.7- 23.1 0.3 -21.8 -20.1 -15.3 -15.6 Roof Pitch = 5.00 :12 f - .on itudinal ' 23.1 -12.1 • 15.4 -7.2 Mean Roof Height h = 15.ft 1 -19.3 -12.3 -39.0 -30.5 1.00 g' ,f ASCE 7-10 CHAPTER 28 LOW RISE SIMPLE DIAPHRAGM:.. ° + , Height Adjustment factor ,\ = 1.21 Fig 28.6-1 4 r•. - -15.34G �--15.58H': o. t -19.34G -12.29H - -21.78E -20.07E , -27.84E -15.91F y 0.Ml) _ - - -1.72B e= 22.6 23.14C < { - 15.36C =21.9 33.17A All forces shown in psf . 8.125 23.14A -' - -_ 66.0 - 71 TRANSVERSE ELEV. -LONGITUDINAL ELEV. ` 23.1 2a= 6.5ft 10 % of least dimension= 6.6 ft a 14.19kips , 40 % of the eave height = 3.3 ft . y 16.0 psf • 6 ft 15.69 k 4 % of least dimension or 3 ft= 3.0 ft 16.0 psf i 15.36C therefore a = 3.3 ft 71 ft ' Example: p. = A KnIPS30 All forces show1n in psf: '6.5 1 KZ, = 1.09 t t horizontal load at end zone PS30 = 19.1 X 23.14C r . 3.17A Height'Adjustment factor = 1.21 • , PLAN VIEW ` a _ FIGURE 28.6-1, Main Wind Force System 23.14psf MWFRS y ' If roof pressure under horizontal loads is less than zero, use zero ' Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. ` 'For the design of the longitudinal MWFRS use'() -'0*, and locate the zone E/F, GIH boundary at the mid -length of the building T FIGURE 6-3, COMPONENT AND CLADDING Roof effective area.= 15 �' sq� ft, 0=.22.6 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 17.98' -26.25 psf Wall, Interior Zone 4 = 27.27 -29.62 psf End Zone 2 =.17.98 -41.32 psf End Zone 5 = 27.27 -35.71 psf Conner Zone 3 = 17.98 ,-58.02'psf ' Roof Overhang effective area 6 , .: `sq. ft _ - Interior Zone 2 = -52.29 r, 'psf a 4, + End Zone 3 = -80.64 -psf 2013 CBC EQ 16-12:-D+H+F+(.6W OR .7E) 2013 CBC EQ 16-13: D+H+F+.75(.6W)+.75L+.7(Lr OR S OR R), - 2013 CK EQ 16-15 .6D+.6w+H f. ! _ Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H) EoH GoH ransverse 22.6 33.2. -1.7- 23.1 0.3 -21.8 -20.1 -15.3 -15.6 -33.8 -27.5 .on itudinal All 23.1 -12.1 • 15.4 -7.2 -27.8 -15.9 1 -19.3 -12.3 -39.0 -30.5 ' If roof pressure under horizontal loads is less than zero, use zero ' Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. ` 'For the design of the longitudinal MWFRS use'() -'0*, and locate the zone E/F, GIH boundary at the mid -length of the building T FIGURE 6-3, COMPONENT AND CLADDING Roof effective area.= 15 �' sq� ft, 0=.22.6 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 17.98' -26.25 psf Wall, Interior Zone 4 = 27.27 -29.62 psf End Zone 2 =.17.98 -41.32 psf End Zone 5 = 27.27 -35.71 psf Conner Zone 3 = 17.98 ,-58.02'psf ' Roof Overhang effective area 6 , .: `sq. ft _ - Interior Zone 2 = -52.29 r, 'psf a 4, + End Zone 3 = -80.64 -psf 2013 CBC EQ 16-12:-D+H+F+(.6W OR .7E) 2013 CBC EQ 16-13: D+H+F+.75(.6W)+.75L+.7(Lr OR S OR R), - 2013 CK EQ 16-15 .6D+.6w+H f. ! _ ROOF LEVEL DI'AP.,:HRAGM LOADS, NORTH -SOUTH. STRUCTURAL AREA'NUMBER'BLOCK 1 OF 1 ` Mean Roof Height = 15.0 it Transverse Direction ' 1 to 2 61.0 45.0 9.0 1.43 2135.0 18, 0.78 34 2 to 3 15 0 p71.0 71.0 9.0 _ 1.43 ' 1065.0 . 25 . 0.21 11 3 to 4' . .035.0 1 F.�•.;, f ` .. 63.0 63.0 z. 9.0 ,A. 1.43 1.008.0 58' 0.25 , -• 11 4 to 5. ��. ... � •' •e � �'3' c - _ - _ 5 to 6 � , + '• 6 to 7 r , - 7 to 8 , - Total Length 66.0 Total Area 4208.0 ' earvall $ �clnf9 'St_.e_.. Building Geometry t-uli Uiaphragm Uepth Net Diaphragm Depth ft Story Height late to late ft - Diaphragm Shear f (s SEIS) Diaphragm Area A (so Distance to Center of Uniform Load from origin it Diaphragm Aspect Ratio Seismic Lateral Load - v„ (plf) Wind Data Height from top plate to roof peak (ft) 12 9 12, 9 _ 12 9` Height rom 1-ndt to rooFpTaFeTffT "U Wind/ Seismic Comparison . ,1 R - Wind m ear P i 62 24 62 Wind 17 7 - 17 _ Wind 20 8 ' 20 Wind •' � Seismic Unit Shear p overning Force p Governing Force I. Simple Span Beam Deflection 3 • - Blocked Diaphragm Deflection Analysis 44 J v. Y� • 4 �`J' 1+ ! rte-y� - ., • ^' `: . _ Y'Ry.4 + t__"_ ; - AF ROOF LEVEL DIAPHRAGM LOADS EAST -WEST , �° STRUCTURACAREA NUMB ER�BLOCK 1'6F 1 Longitudinal Direction A to B B to C C to D D to E E to F F to G 10.00 16.00 37.001 •: 8.00' •' _ Total Length 71.0 _Shea Spa cing,(ft). Building Geometry - - �• F Full Diaphragm Depth it - 25.0 25.0 9.0 25.0 25.0 , 9.0 66.0 66.0 • 9.0 t. 28.0 28.0 _. 9.0 - • - _ Net Diaphragm Depth ft Story Height late to plate ft DiaphragmShearf (psi) 1.4 260.0 6 - 1.4 -, 400.0 13 1.4 2442.0 • 45 t - 1.4 _ >. 224.0 67 .t r - Total Area 3316.0 Diaphragm Area A (so Distance to Center of Uniform Load from origin (ft) Diaphragm Aspect Ratio Uniform Lateral Load - vN (plo 0.40 7 0.64 11 0.56 26 0.29 6 Wind Data a7 Height from top plate to roof peak (ft) 7 12 12 - Height from Fndl to roof plate (ft) 9 9 9 9 - _ Wind I Seismic Comparison r i ' ;t , •- - ', Wind Pressure (plo (ASD) 4 5 5 Seismic 11- r 8 11 - Wind r 12 .18 18 .. Seismic 3 - "• 4 4 Seismic - f Seismic Force (plo (ASD) Governing Force (plf) Governing Force I. Simple Span Beam Deflection . Blocked Diaphragm Deflection Analysis x • 3 '+ r' 1 - •- Enter Grade of Chord Material STUD '•ll rTtjr) v11 STUDivkTinImo) ;• :v! lv11STIJD iv � ��:4 •� � - •.a Elastic Modolus of Chord - E(psi) 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 Enter Chord Material iv i• t': �. �K� - ,.1 j� ;'lv ,. Area of Chord - Atmore (in') 8.25 8.25 8.25 8.25 - - 8.25 - 8.25 8.26 8.25 8.25 0.000 0.000 0.001" 0.000 5vL 18EAb (in) Il: Shear Deformation `[gyp Type of Plywood Used Plywood Shearing Modulus - G(psi) 90 000 90 000 90,000 90,000 90 000 90,000 90,000 90,000 90,000 Thickness& Grade of Plywood 1/2"Other f�.7/2'00": I_Gi i/2.Olhw p.� 1/2.Other O.� t/2.Other 1/2'Oe :r (�: t/2'Other 1_� ;�;� ;� Effective Thickness - t (in) 0.298. 0.298 + 0.298 0.298 0.298 0.298 0.298 MIA - #NIA 0.000 0.002 • - 0.006 0.000 vL/(4Gt) (in) III. Nall _Slippage and Bending H Size of Common Nail Used ed common I� ed Com o ;. ad common , ad Co mon I ad Common i ad com o w_-. ed common i v l Nail Edge Sacro 6/12 >� 6/12 �+ 6/12 iv 6/12 ' (� 6/12 �� 6/12 tom' 6/12 ;x!4/12 )v 4/12 It Load per nail Lb per nail 2 6- - 9 - 2' Seasoned Lumber '- '1 Dry/Dull• I DryIEW, DrV/Dry•DuZQ6v t•iv 'v 0.188L(e„) (in) 0.009 0.014 ` 0.033 - 0.007 • IV Chord Slippage N. - EAoX 12b (in) 0.006 0.010 •• 0.009, 0.004 F ,� _. � •1 �- � ��:4 •� � - •.a .. �. .} ,� ..- * y' ,. JV. �� `[gyp 'ROOF „LEVEL SHEAR DISTRIBUTION NORTH -SOUTH r t • �` "'4" '.'. STRUCTURAL AREANUMBER BLOCK 1OF1 .c �. _.it...,.. ° 2n01..M 88r £Faro Shear (Lb.) .2.,L,.. .. ..: - ..�.'%.:a , .a:5_......�- .6.:... ".7.. .8 �.9.�,.. „e,10a ❑ Apply 06 to walline at this level? ❑ FALSE F SE ❑ FALSE ❑ FALSE - , " i. ❑ ❑ ° ' r - ❑ Shear walls - - - • .£. ❑ v ' Apply Rho (P) to this ❑ ❑ 1. ❑ ., ❑ ' ❑ '. ❑ ❑ ❑ Apply Rho(P) to this ❑ walline? L°w. (Ft) FALSE 35 FALSE ❑ FALSE p 16" • .. walline? FALSE FALSE '. . F,,,, Shear (Lb.) 2,772 5,227 2,455 • . £Faro Shear (Lb.) - _ L.,n Ift) r - - £F,,,, Shear (Lb.) 2,772 5,227 2,455 - + ' L... (tt) L..n (ft) 18.0 18.0 La. (ft) ��• 16.0 6.0- L....(ft) L.. (ft) r •l�. - 10.0 8.0 .. Lw.n (ft) L .n Ift) R L..n (ft) . - LT -1 Ift) LT_ (ft) - - 34.0 No. of Sides Applied v (plf) , 82 No. of Sides Applied 1 " _ROOF LEVEL SHEAR DISTRIBUTION EAST -WEST, ' . � 2n01..M 88r £Faro Shear (Lb.) - l£F2m,..., Shear (Lb.)- n `� Apply Cl, to walline at F SE F SE F4LPE - - • Shear walls - - - • .£. • v � 1. '. Apply Rho(P) to this ❑ ❑ ❑ . ❑ _. • ❑ ❑ ❑ • .. walline? FALSE FALSE '. . L..0 (ft) _ L.,n Ift) r + ' L... (tt) ��• r •l�. L.m(ft) R L..n (ft) LT -1 Ift) - - No. of Sides Applied " _ROOF LEVEL SHEAR DISTRIBUTION EAST -WEST, • Apply f], to walline at_ �❑ ❑ ❑ ❑❑, - this level? FALSE FALSE .. ` Apply Rho (p) to this ❑ ' ❑ , , 1 ❑ r, F ❑ ' 0 ! ! t • ❑ .O ❑ .` walline? FALSE FALSE •FALSE _ a ' » L.: (Ft) 10 16 37 8 k - F,,,, Shear (Lb.) . 408 r 1,628 1,221 _ - - £Faro Shear (Lb.) y' £F,,,, Shear (Lb.) 408 - 1,628 ,1,221 Lw.n Ift) 25.0 ' ' _ F ' ` r L.." Ift) zoo •. , Ln Ift) ! 16.0 L n Ift) L..n (ft) L..n (ft) LT-, (ft) ' v (plf) 16 69- 51 ' - No. of Sides Applied 1 1 1 •' - L• f°z.a 1-1 Shear (Lb.) EFe,ro Shear (Lb.) a r T -• '" £F Shear (Lb.)- l •..❑ r '� Apply O. to walline at ❑ ❑ L• ❑ .: `y ❑ ,..."❑ ❑ Cl • , this level? FALSE FALSE Apply Rho (p) to this ❑ ❑ ' ❑ v - ❑ , ❑ ❑ - ❑ ❑ - walline? FALSE FALSE L..n Ift) " L,.z Ift) ^ Lw.n (ft) " a ,` -... ' L... (ft) t - •. LT_, (ft) _ F a v (plf) •. - � - • No. of Sides Applied a '`• - '- ° ti '+ - r ' tr" " •'tip," M1 i {, t' r „ •' ti • ^ iy' r' � _ r ROOF LEVEL WALL ANALYSIS.NORTH=SOUTH STRUCTURAL AREA - - BLOCK 1 OF ' a • Law #I b I Law tt2 c Law »3 d `' Law tt4 I Law t<5 • f Law pb 9 " ' Roof Level Story Height 9 Feet . Top Plate to Floor (Garage is 9') d Wall Ht -Width Ratio r 3.5 ' :1 Maximum - , Minimum Shearwall 2.57, Feet Minimum Length 31 inches Minimum Length (garage 31") , Wall Line No: 1.,(ROOF,LEVEL).,, _- .. -.. Wall Length Running Sum Swall • .. Absolute w a (ft-) 16.0 , .16.0. Running Sum (Lbs.) Value Fdmax 853 853 853 Lsw#1 -18.0. 34.0 18.0 345 345 - b .2.0 " 36.0'.' ". -18.0 452 452 Lsw #2 16.0 52.0 34.0 C , Lsw #3 6 q . Lsw #4 r t a ; e " Lsw #5 c - + f s • Lsw #6 9 t r 34.0 ' Total Wall Length 52.0 ; • ` Roof v = 53 PLF Wall VN/S= ' 82 PLF .. Top Plate Splice .ti.' Top Plate Splice 853 Lbs.' Max of CF or Drag (8) 16-d's ,y I OVERTURNING ` 'Shear Wall Line 1 (ROOF'LEVEL), Shortest Shearwall (L,)= 16 LF ; c TYPE OF HOLDOWN Roof Trib Depth= 3.0 LF ' See Roof Plan None Req. Overturning Force (Fx)= 1304 Lbs. : 'owall* Lw CAPACITY= Resisting Force (F,,)=- :1487 Lbs. 2/3 (Dr+ Dw) • Overturning Moment (OTM)= 11740- Lbft,. - • OTM = Fx * Wall Height Resisting Moment (RM)= -11894, Lbft RM = (F,, * Lw/2) Uplift Force=' -10 Lbs. Y Uplift,Force = (OTM-RM)/Lw w Shear Wc11 ne 1.(ROOF LEVEL) Longest Shearwall (Lw)= 18.0 LF TYPE OF HOLDOWN Roof Trib Depth= ; • , 3.0 , LF See Roof Plan None Req. �� r Overturning Force (F„)= 1468 Lbs. Y owall=Lw' CAPACITY= w - - Resisting Force (Fy)=' i 1673 .Lbs. 2/3 (D"+ Dw) Overturning Moment (OTM)= "13208 -' Lbft OTM = Fx * Wall Height. Resisting Moment (RM)= 15053, Lbft RM = (F,. * Lw/2) - " Uplift Force '103'' Lbs.,, - _Uplift Force= (OTM-RM)/Lw - �:.' + • � ,` a .' _. •. -. , : ,• ,, J'd .' . a 955 - Lsw #1 . 18.0 18.0 ' 18.0 -915 915 K ' •. • b 4.5 22.5 ," 18.0 -584 584 �- Lsw#2 6.0 "`. 28.5 .,24.0 ' -889 ..' 889 - c ' 6.0 34.5'•. , ` 24.0 -447 447 • r Lsw #3 10.0 '44.51,,!'*. . 34.0 ' "-955 955 „ d 18.5., 63.0 ;. «34.0 407 407 .gyp .. Lsw #4 8.0' 71.0.' 42.0 e '1 w Lsw #5 T f Lsw#6 42.0 Total Wall Length 71.0 , +� r Roof VN/5": 74'PLF ' ` 1 Wall VN/S= 124 PCF = 'Top Plate Splice y Top Plate Splice 955 Lbs. Max of CF or Drag (8) 16-d's , OVERTURNING Line 2 ROOF LEVEL) - ' . - Shortest Shearwall (LN,)= 6.0 LF Y , .TYPE OF HOEDOWN ' , i Roof Trib Depth= 2.0 LF Y See Roof Plan. " HDU2 , Overturning Force (F„)= 747 •- Lbs 'vwaj, - Lw ' CAPACITY= 3075 LBS y Resisting Force (F,)= 480-., Lbs. 2/3 (D;+'Dw) • Overturning Moment (OTM)= 6721' -Lbft, OTM = Fx *Wall Height ,Resisting Moment (RM)= 1440 Lbft • „'RM = (F, *,Lw/2) Uplift Force= 880 Lbs: • Uplift Force = (OTM-RM)/Lw • i Shear Wall Line 2 (ROOF ,LEVEL) .» Longest ShearwalI (Lw)= 18.0 LF . TYPE OF HOEDOWN a Roof Trib Depth= 13.0 ` .; LF, See Roof Plan - HDU2: Overturning Force (F„)= }2240' Lbs. '` "uWaii: Lw, CAPACITY= 3075 LBS Resisting Force (F,)= ' -3999 - Lbs , 2/3 (Dr + Dw) „Overturning Moment (OTM)= .2,0162: Lbft OTM = Fx *Wall Height ' - Resisting Moment (RM)=- 35989.- Lbft RM = (FY * Lw/2) Uplift Force=, -879 Lbs..-._ Uplift Force = (OTM-RM)/Lw ' .. - s } 1! ' • V, •,. +n j - 1�1 � `':.,r` ,`nom '' • '.0 , ,,, , .. • • i 1 . - -' .` Wali Line No::4' (ROOF:LEVEL)� •1 - a 24.2 24.2 ;• 928 928 928 Lsw #1 14.0 f 4 38.2 14.0 -253 253 , b 5.0 • 43,2 14.0 a -61 61 • ''•-' r LSw #2 6.0 ` 49.2 • { 20.0 -568 568 ' c 14.8 64.0" �, 1-20.0 ' Lsw #3 1 , LSw #4 e f ,,, , •+ - r;* '• . Lsw #5 .. + i f t ' ` LSw #6 20.0 }. ^ J. °� F c Total Wall Length •64:0 r .," Roof VN/S= Wall VN/S= 123. PLF Top Plate Splice Top Plate Splice 928. Lbs. ' Max of CF or Drag (8) 16-d's + r - :Shear„1Nall Lme4 (ROOF.,LEVEL) - Shortest Shearwall (Lw)= 6 LF, . TYPE OF HOEDOWN Roof Trib Depth= 3 O LF• �. See Roof Plan HDuz �= 0verturnin Force (F.)= 737%, Lbs. •` ” v ' 9 (X - Wan � Lw CAPACITY= 3075 LBS . . F Resisting Force (Fy)= 558 Lbs. - 2/3 (Dr + DW) Overturning Moment (OTM)= 66291 Lbft ` OTM = Fx * Wall Height '• Resisting Moment (RM)= 1673 Lbft' , , • RM = (Fy * LW/2) Uplift Force=' 826 Lbs. Uplift Force = (OTM-RM)/L,V Shear Wull'Line 4 (ROOF+LEVEL) ,� •. ' . v Longest Shearwall (LW,)= 14• ' LF ,).^ , " ' TYPE OF HOLDOWN 3. Roof Trib Depth= 3.0 LF See Roof Plan ,`_ HDUz c Overturning Force (F.)= 1719' Lbs:"= vwaii. LW .. • CAPACITY= 3075 LBS , _ Resisting Force (Fy)= 1301- 'Lbs. 2/3 (D,. + DO • ,, , Overturning Moment (OTM)= 15468 _ Lbft OTM = Fx ; Wall Height Resisting Moment (RM)=� 9106 Lbft+ PM= (Fy * LW 12) • Uplift Force= 454 _'Lbs.; • "Uplift Force =` (OTM-RM)/LW. .• 1 .. , t 7 Vy �� - � / .. • jY', • '' �r' ^ , � 4 A 1 ��T4 1: , 3 Y Roof VE/W= 16 PLF Wall 'VE/W= 16 PLF Top Plate Splice Top Plate Splice Lbs. Max of CF or Drag (8) 16-d's _ Shearwall Line A (ROOF LEVEL) Shortest Shearwall (LW)=25.0LF TYPE OF HOEDOWN Roof Trib Depth= 3.0 LF See Roof Plan None Req, Overturning Force (F,)= 408 Lbs. 7Jwal,. LW CAPACITY= Resisting Force (Fy)= 2323 Lbs. 2/3 (Or + DJ Overturning Moment (OTM)= 3668 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 29037 Lbft RM = (Fy * LW/2) Uplift Force= -1015 Lbs. Uplift Force = (OTM-RM)/LW _ Shearwall Lme A (ROOF LEVEL) Longest Shearwall (LW)= 25.0 LF TYPE OF HOEDOWN Roof Trib Depth= 3.0 LF See Roof Plan None Req. w'. Overturning Force (F„)= 408 Lbs. vWan * LW CAPACITY= Resisting Force (Fy)= 2323 Lbs. 2/3 (Or + DW) Overturning Moment (OTM)= 3668 Lbft OTM = F,, * Wall Height Resisting Moment (RM)= 29037 Lbft RM = (Fy * LW/2) Uplift Force= -1015 Lbs. Uplift Force = (OTM-RM)/LW • R . { � it � A y • - - Wall Line No --:C (ROOF,LEUEL)Iswall • - r -.. Drag Absolute Wall Length Dim (ft.) dmax Sum Sum (Lbs.) Value Fs. ., a - 885 Lsw #1 3.5 3.5) 35- -155, 155 b 41.5 45.0 3.5. 885 885 ° ` Lsw #2 20.0 65.0 23.51-. ' 'Lsw #3 ' d �" « *� Lsw #4 . e 4 ! Lsw #5 f Lsw #6 .. . 23.5 . Total Wall Length 65.0 s ` Roof vEiw= 25 PLF'-" ! r • W011 vEiw= 69 PLF `� Top Plate Splice r - Top Plate Splice 885`Lbs. Max of CF or Drag (8) 16-d's 'W% Shearwoil Line C.,(ROOF LEVEL) , h _ Y , Shortest Shearwall (L,)= 3.5 LF ' TYPE OF HOLDOWN Roof Trib Depth= , 18.5 LF See Roof Plan None Req. F Overturning Force (F,r)= 243'' Lbs.' '. vwaii•L. CAPACITY= =� • Resisting Force (Fy)= 1026 =Lbs.* . 2/3 (Dr + DW) '• Overturning Moment (OTM)= --2183' .� `Lbft'. OTMf= F., * Wall Height' , ; Resisting Moment (RM)= • 1796: Lbft - RM = (Fy * LW/2) i Uplift Force= 110 y 'Lbs. I Uplift Force = (OTM-RM)/LN, 17 7 777liearwall Line,C (ROOF LEVEL') f Longest Shearwall (LW)=. 20- LF fir'= . TYPE OF HOLDOWN . y Roof Trib Depth=F- , _18-5-77. _ LF See Roof Plan None Req.-'. t Overturning Force (F.)= 1386 Lbs. '. ' v.11 * LW CAPACITY= • Resisting Force (Fy)= 5865 LbsF{' 2/3 (Dr +.I%) Overturning Moment (OTM)= 12472:. -Lbft OTM = F. * Wall Height Resisting Moment (RM)=, 58646. Lbft .� RM = (Fy * L„,/2) - Uplift Force=, '-2309 Lbs. •. Uplift Force = (OTM-RM)/LW .� y ..• .. • . � - i ` 'd'i!. .}'- rte. ,•i ! ' p• ... . • R . a 522 Lsw #1 4.0 4.0 4.0 -131 131 b ` 28.0 32.0 4.0 380 380 Lsw #2 4.0 36.0 8.0 249 249 C 15.0 51.0 8.0 522 522 Lsw #3 16.0 67.0 24.0 d Lsw #4 e Lsw #5 f Lsw #6 24.0 Total Wall Length 67.0 3 Roof VE/W= 18 PLF Wall VE/W= 51 PLF Top Plate Splice Top Plate Splice 522 Lbs. Max of CF or Drag (8) 16-d's WALLINE OVERTURNING Shearwall Lme D (ROOF LEVEL) ,' Shortest Shearwall (Lw)= 4 LF TYPE OF HOLDOW_N Roof Trib Depth= 18.5 LF See Roof Plan None Req. '. Overturning Force (F,)= 203 Lbs. vwaj, * Lw CAPACITY= Resisting Force (Fy)= 1173 Lbs. 2/3 Mr + Dw) Overturning Moment (OTM)= 1831 Lbft OTM = Fx *Wall Height Resisting Moment (RM)= 2346 Lbft RM = (Fy * Lw/2) Uplift Force= -129 Lbs. Uplift Force = (OTM-RM)/Lw Shearwall lme `D (ROOF LEVEL) _ _TYPE Longest Shearwall (Lw)= 16 LF OF LDOWN Roof Trib Depth= 18.5 LF See Roof Plan None Req. Overturning Force (F,)= 814 Lbs. vwaj,*LW CAPACITY= Resisting Force (Fy)= 4692 Lbs. 2/3 (D, + bw) Overturning Moment (OTM)= 7324 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 37533 Lbft RM = (Fy * Lw/2) Uplift Force= -1888 Lbs. Uplift Force = (OTM-RM)/Lw �� w ' � • •` I - •• •. 1. • „- v) r r �` .., � ' t�.♦., ` - i Project: Curry LENGTHS Location: REAR PORCH BEAM 5.125 ft from left support Roof Beam LL = [2013 California Building Code(2012 NDS)] psf 3.125 IN x 12.0 IN x 10.25 FT DL = 24F -V4 - Visually Graded Western Species - Dry Use At support. Section Adequate By: 261.1 % TW = Controlling Factor: Moment ft DEFLECTIONS Center Reo'd Live Load 0.06 IN U2112 Section Modulus: Dead Load 0.05 in 75 in3 Total Load 0.11 IN U1113 9.1 in2 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Moment of Inertia (deflection): 72.81 in4 REACTIONS A_ B Moment: Live Load 974 Ib 974 Ib 17104 ft -Ib Dead Load 874 Ib 874 Ib -1848 Ib Total Load 1848 Ib 1848 Ib 0 Bearing Length 0.91 in 0.91 in Non -Snow Roof Loaded Area: RLA = 102.5 BEAM DATA Span Length 10.3 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by:- Fb_cmpr = 1850 psi Fb' = 2737 psi Cd=1.15 C1=0.99 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 4736 ft -Ib LENGTHS AND LOADS 5.125 ft from left support Roof Live Load: LL = Created by combining all dead and live loads. psf Controlling Shear: -1848 Ib DL = 15 At support. Tributary Width: TW = Created by combining all dead and live loads. ft Comparisons with required sections: Reo'd Provided Section Modulus: 20.77 in3 75 in3 Area (Shear): 9.1 in2 37.5 int Moment of Inertia (deflection): 72.81 in4 450 in4 Moment: 4736 ft -Ib 17104 ft -Ib Shear: -1848 Ib 7619 lb page -IMUS Eric D. Ausmus, P.E. 1x111�t"llt1�'U Ausmus Engineering, h c. / 3115 Johnny Lane or r Chico, CA 95973 � n Calc Version 9.0.1.4 3/14/2016 7:13:33 PM 10.25 ft Side One: LENGTHS AND LOADS Roof Live Load: LL = 19 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 8 ft Side Two: wD_adj = 171 plf Roof Live Load: LL = 19 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 102.5 Of SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10.25 ft Beam Self Weight: BSW = 8 plf Beam Uniform Live Load: wL = 190 plf ,Beam Uniform Dead Load: wD_adj = 171 plf Total Uniform Load: WT = 361 plf 1Vo-�M ,S Project: Crry Location: REAR PORCH FOOTING Footing [2013 California Building Code(2012 NDS)] Footing Size: 1.25 FT x 1.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. EM/ / (2) min. Section Footing Design Adequate FOOTING PROPERTIES PL = Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 1.37 sf Width: W = 1.25 ft Length: L= 1.25 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Allowable Bearing: Column Type: Wood Column Width: m = 4 in Column Depth: n= 6 in FOOTING CALCULATIONS 0 Ib Bearing Calculations: PL = 974 Ib Ultimate Bearing Pressure: Qu = 1183 psf Effective Allowable Soil Bearing Pressure: Qe = 11350 psf Required Footing Area: Areq = 1.37 sf Area Provided: A = 1.56 sf Baseplate Bearing: Bearing Required: Bear = 2607 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 Ib Allowable Beam Shear: VC1 = 9281 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 53 in Punching Shear: Vu2 = 584 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 76519 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 134888 ib Allowable Punching Shear (ACI 11-37): vc2-c = 65588 Ib Controlling Allowable Punching Shear: vc2 = 65588 Ib Bending Calculations: Factored Moment: Mu = 4889 in -Ib Nominal Moment Strength: Mn = 167029 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.74 in Steel Required Based on Moment: As(1) = 0.01 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.32 in2 Controlling Reinforcing Steel: As-reqd = 0.32 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (2) Min. Reinforcement Area Provided: As = 0.39 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 4.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Live Load: PL = 974 Ib Dead Load: PD= 874 Ib Total Load: PT = 1848 Ib Ultimate Factored Load: Pu = 2607 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 151 Ib ' RECEIVED APR 2 7 2017 TRB �oAss®caarEs 9 Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 656-8211 ericausmus(agmail.com t Engineering Calculations Project Name: CURRY RESIDENCE Site Information 0 SPRINGTIME TRAIL OROVILLE„CA 95966 REVIEWED . FOR CODE C01�.PL0A�iVCE PERMIT # ` //%J ' HAY 0 L 20117 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR TRB AND ASSOCIATES CODE COMPLIANCE DATE �/ BY Burm COUNTY (APR 2 5 2017 o<�(` ESS; DfiVELOPMENi .�j. g'� ` SERVICES - 411 1 1 Y.: No. 65286 09--wi -2Gi bF C .;..''..y.r USMUS :massa' NUN CEC[iM INCNC 01/16/17. , 4 r f ^1 w � RLL = 24F -V4 - Visually Graded Western Species page Pru6ject: Curry :�� �`� 'USMUS Eric D. Ausmus, P.E. Controlled by: Location: REAR PORCH BEAM REVISED1.. I��IIt MING Ausmus Engineering, h C. / Multi -Span Roof Beam y t 3115 Johnny Lane Chico, CA 95973 or [2013 California Building Code(2012 NDS)] �'' Comp. -L to Grain: Fc- t = 650 psi Fc -1' = 650 psi 3.125 INx12.01Nx21.OFT(10+11) 2a"' Over left support of span 2 (Center Span) ft 24F -V4 - Visually Graded Western Species - Dry Use } ', 0 At left support of span 2 (Center Span) Section Adequate By: 171.3%`. Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Controlling Factor: Moment c? Area (Shear): 10.98 in2 37.5 int DEFLECTIONS Left Center LOA : G DIAGR Moment: -4977 ft -Ib Live Load 0.04 IN U3206 0.05 IN U2506 Js' 8281 Ib Dead Load 0.02 in 0.03 in Total Load 0.05 IN U2225 0.08 IN L/1561 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 StruCalc Version 9.0.1.4 1/16/2017 10:22:57 AM REACTIONS A B C Live Load 829 Ib 2473 Ib 899 Ib Dead Load 616 Ib 2244 Ib 723 Ib Total toad 1445 Ib 4717 Ib 1622 Ib Bearing Length 0.71 in 2.32 in 0.80 in BEAM DATA Left Center Span Length 10 ft 11 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom •10 ft 11 ft Roof Pitch 5 :12 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES RLL = 24F -V4 - Visually Graded Western Species psf Base Values Admus ed Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb_cmpr' = 2160 psi Cd=1.25 C1=0.93 psf Shear Stress: Fv = 265 psi Fv' = 331 psi Cd=1.25 ft Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc- t = 650 psi Fc -1' = 650 psi Controlling Moment: -4977 ft -Ib ft Over left support of span 2 (Center Span) ft Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 2425 Ib 0 At left support of span 2 (Center Span) 0 Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 27.65 in3 75 in3 Area (Shear): 10.98 in2 37.5 int Moment of Inertia (deflection): 51.88 in4 450 in4 Moment: -4977 ft -Ib 13502 ft -Ib . Shear: 2425 Ib 8281 Ib 10 iH Roof Live Load RLL = 19 psf 19 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width Side One TW1 = 8 ft 8 ft Roof Tributary Width Side Two TW2 = 2 ft 2 ft Wall Load WALL = 0 plf 0 plf Non -Snow Roof Loaded Area RLA = 210 plf BEAM LOADING Lief Center Total Live Load 188 plf 188 plf Total Dead Load (Adjusted for Roof Pitch) 163 plf 163 plf Beam Self Weight 8 plf 8 plf Total Load 359 plf 359 plf Project: Curry Location: REAR PORCH FOOTING Footing [2013 California Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES 1179 psf Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 66300 Ib Width: W = 2 ft Length: L = 2 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE 76519 Ib Column Type: Wood Column Width: m= 4 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Qu = 1179 psf Qe = 1350 psf Areq = 3.49 sf A = 4.00 sf Bear = 6650 Ib Bear -A = 66300 Ib Vu1 = 1039 Ib Vc1 = 14850 Ib Bo = 53 in Vu2 = 4634 Ib vc2-a = 76519 Ib vc2-b = 134888 Ib vc2-c = 65588 Ib vc2 = 65588 Ib Mu = 19949 in -Ib Mn = 251278 in -Ib Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.04 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S. PL = PD = PT = Pu = U.R. _ 2473 Ib 2244 Ib 4717 Ib 6650 Ib 387 Ib 3�� 136ject: Curry Location: CONTINUOUS FOOTING LINE C Footing [2013 California Building Code(2012 NDS)] Footing Size: 15.0 IN Wide x 12.0 IN Deep Continuous Footing Long itudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 8.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Qu = Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi . Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE 0.45 in Width: W = 15 in Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in STEMWALL SIZE 0.29 in2 Stemwall Width: 0 in Trans: #4's @ 8.0 in. o.c. Stemwall Height: 0 in As = Stemwall Weight: 150 pcf Development Length Calculations: FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 721 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Width Required: Wreq = 0.67 int Beam Shear Calculations (One Way Shear): a = 0.45 in Beam Shear: Vu1 = 0 Ib Allowable Beam Shear: Vc1 = 7425 Ib Transverse Direction: Bending Calculations: Factored Moment: Mu = 2405 in -Ib Nominal Moment Strength: Mn = 0 in -Ib Reinforcement Calculations: PT = 901 Ib Concrete Compressive Block Depth: a = 0.45 in Steel Required Based on Moment: As(1) = 0.01 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4)As(2) = 0.29 in2 Controlling Reinforcing Steel: As-reqd = 0.29 in2 Selected Reinforcement: Trans: #4's @ 8.0 in. o.c. Reinforcement Area Provided:, As = 0.29 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied:. Ld-sup = 4.5 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.36 in2 Controlling Reinforcing Steel: As-reqd = 0.36 in2 Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 0.39 in2 Live Load: PL = 504 Ib Dead Load: PD = 398 Ib Total Load: PT = 901 Ib Ultimate Factored Load: Pu = 1283 Ib Live Load Dead Load Tributary Width Roof: LL = 19 psf DL = 15 psf TA = 26.5 ft2 Second Floor: LL = 0 psf DL = 0 psf TA = 0 ft2 First Floor: LL = 0 psf DL= 0 psf TA = 0 ft2